Loading...
HomeMy WebLinkAbout105 Dominion Ct 03-1665 SFRd PERMIT ADDRESS 4� ` \j�,,s-cam• ".,,s��. SUBDIVISION cn Cn �A CONTRACTOR PERMIT # DATE j ` d t ` «-J ADDRESS Maronda Homes Inc. of Florida PERMIT DESCRIPTION 1101 N Keller Rd. Ste. F Orlando, FL 32810 cRC058496 PERMIT VALUATION 407-475-9112 PHONE NUMBER SQUARE FOOTAGE�� PROPERTY OWNER,_., C� 7 ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR (,�y 0 PLUMBING CONTRACTORS y MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE 0 CITY OF SANFORD PERMIT APPLICATION_- Permit No.: Date: /21/03 Job Address: 105 DOMINION COURT Lot: 36 Parcel No.: 33-19-30-50S-0000-0360 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $97,752.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 2 Number of Dwelling Units: Zoning: Total Square Footage: 2,667 Owner: MARONDA HOMES INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407-475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY SANFORD FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713, _ 04/21/03 04/21/03 Sign, re of wne Agent Date Sign r of ontr for/Agent Date RUSSELL KEITH SUMMERS RUSSELL KEITH SUMMERS Print Owner/Agent's Name Print Contractor/Agent's Name 04/21/03 04/21/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date <0 DEBBIE TIME 91�(P—Wly DEBBIE TIME ANY o My Comm Exp. 2/5/05 My Comm Exp. V=5 'A PUBLIC 'No. CC 999378 No. CC 999378 P« b w�+ 11 Ot w I.D. Known i I Odw I.D. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY: Special Conditions: �g - Date: 04/21/03 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ____-.tQ5_Doci nIQC1 CQ_UI _—__Lot_ 36 Panel: 6 Plumbing Contractor: _______WILLIAM T._SELF Residential: _ -V-/-- _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Signa CFC057039 State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ------------- Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida S(O ________________ ------------------------------------- Address of Job: _ _ ---- T OMY Ifflaft-COUrif Vir-C-1 --- Ili Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service /S 0 S Gb 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: y5, pa By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. -------- - --- - ppli s Signature EC0001663 State License Number b�PSk-t's'�w° CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 105 -Dominion COUI"C Lot: 36 Panel: 6 Mechanical Contractor: GARY CARMACK ------------------------------------------------ Residential _—_�-__-_ Non -Residential I Nature of Work: F T By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 -------------------------------- State License Number lot NNN'loomm0NO NNNIalumMMMIiIM o o� tj ►ZrpCO Z W°zZg pz.+O NARYANNE NOIRE, CLERK OF CIRCUIT COURT MIMXE COINITY BK 04790 PG 151.3 CLERK' S # 20483,667O35 REtDM 04/23/M3 12s19s41 Pill RECORDING FEES &SO RECORDED 6Y N Noldm NOTICE OF COMAUNCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0360 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 36 105 Dominion Court: Subdivision: CROWN COLONY General Description of Improvement _ Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando. FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA. 750 S. Orlando Ave., #102. Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407.) 644-2368 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. 1" St Sanford FL 32771, Fax.• 407 330-5062, Phone: (407) 322 9404 (Name and address) In addition to himself, Owner designates _ 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 MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this �' day of u _ , 2003. Notary Public OfaJ MARYANNE MORb"8 rl K OF CIRCUIT COU" rco DEME TIME SEM OLE COUNTY, FLORIDA TAR o My Comm Exp. ?/5 W N Pubm a. No. CC 999378 wnaly �t'vl „-v rr.rgit P«Mrwwn 11 Otlw 1.0. CITY OF SANFO1, WILDING DIVISION ...................... SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 36 Subdivision: CROWN COLONY Property Address: 105 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). M 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. M b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. D f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. Q h. Square footage table showing footages: Garages/Carports 420 S.F. Porch (s)/ Entry(s) 24 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Tptal (Gross Area) 2,667S.F. Q 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Q 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To`Fouow on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured Contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION A$ PER FLOR�DA 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 Ordinanceq REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCT7014 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other , DATE: Monday, April 21, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for: MARONDA HOMES, INC. DESCRIPTION: LOT 36, CROWN COLONY 5UB0IVI3ION RECORDED IN PLAT BOOK 6 PAGE(S) 7C thFu 78 PUBLIC RECORDS of SEMINOLE COUNTY; FLORIDA TRACT ' E • - CONSERVATION AREA n 500012'240E 59.54' 504009'2 IV 0.4-P LL buy}{ to p O FS t �• QO a 7.5' 15, 3a GRAMIIC SCALE ��� E�1.0 (V in O Mtiry 18.0, a o 0 . ��Tjo: LU�W .'� 10.57 40.00' 9.49 MODEL: 5M5URY • I • •-- E` (3-2 IM wIT" LOFT FINMED ELEVATION R4G.90I LOT 37 °� in DRAINAGE TYPE: • o • T to �Vr-VAGE 5VC DOOR Z S • Ia x I& CONC PATIO LOT 35 3 ,1 O ,GO' BUILDING LINE ` G� 1- RADIU5 POINT 00�1N�� rr44 �� N �G G1 R-50.00' A—23°04'2G' ARC-20. I W CH.-20.00' CH.BRG.— N31 ° 12'0&E F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS BUILDING SETBACKS FLOOD CER7IFICATION NOTES: FRONT: 25' BASED ON THE FEDERAL EMERGENCY 1. BEARINGS ARE BASED ON THE CENTERLINE OF REAR: 20' MANAGEMENT AGENCY FLOOD INSURANCE DOMINION COURT BEING N22106 57'W SIDE: 75' RATE MAP, THE STRUCTURE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOMN SIDE STREET. • 20' SHORN HEREON DOES NOT LIE WININ HEREON ARE BASED ON SITE ENGINEERING INC 100 YEAR FLOWHAZARD AREA, PLANS FOR THE PROJECT, BUILDING LINE: 60. THIS STRUCTURE LIES IN ZONE ' X '. 3, BUILDING TIES ARE TO FOUNDATION. COMMUNITY PANEL NO, 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED LOT 36 CONTAINS EFFECTIVE DATE: APRI. 17, 1995. IN THE FIELD. 9,250 SOUARE FEET/0.212 ACRES +/- MAP REVISION DATE: THIS IS NOT A SURVEY. (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC, LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS RIGHTS OF WAY, SETBACK LINES AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS Not INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAIWO AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION, ABBREVIA 71ONS/LEGEND. NO. -NUMBER P.T. -POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS PA -POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE uD.E.-DRAINAGE SSEE�AyyS��EMENT CH. -CHORD P.C.-POW OF CURVATURE 0.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE D,U.�SE NNAGE, UTILITY ARC -ARC LENGTH L.B.-LICENSED GU ESS CH.BRG,- CHORD BEARING S&W.E.-SIDEWALK & UTILITY EASEMENT CENTERLINE w/C-AIR CONdnavE�"k PAD pDELTA CCENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT, t*7*A f NE INC. LAND SURNALD AND MAPPERS 300 SOUTH RONALO REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (, 83-90B0 FAX No. 339-3636 E-MAIL: CA V+OWC 07NE O CN"L.RR,COM THIS SURVEY NOT VAUD UNLESS EMBOSSED MTTH THE SIGNATURE ANJ RAISED SEAL OF A FLORIDA LICENSED SJRVEYOR AND MAPPER Y/1{ITI�LoiR�/ REVISION DATE DRAMN ppMly►p(F CAVONE - PRESIDENT FLORIDA SURVEYOR d MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B,507J PLOT PLAN I J-28-200J 1 CB LOT by CHIP CAW FILE. CROMNCOLJG.DWG W.0.2003-3997 i JUN 2 7 2003 CITY OF SANORD REVISION RECEIVED (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER: ADDRESS: 105 Dominion Court CONTRACTOR: Maronda Homes Inc., of Florida CONTRACTOR FAX: 4 0 7- 6 6 7- 0 8 5 3 DATESUBMITTED: Wednesday, June 18, 2003 INFORMATION SUBMITTED (SHORT DESCRIPTION) ATTACHED PLEASE FIND REVISED SITE PLAN AND ELEVATION CERTIFICATE FOR YOUR REVIEW AND APPROVAL. RICH FOXX NAME BUILDING STREET CITY ,)rttt I T utbURIPTION (Lot and Block 1-o7- 3 (o , CrownJ Cot oNl ILDIN USE ( g., Residential, Non -resin zcs/ P E -r'A L' ( ##* - ##' - ##.##" or ##.#####°) FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1 - 7 SECTION A - PROPERTY OWNER INFORMATION J I., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. STATEr^ umbers, Tax Parcel Number, Legal Description, etc.) r L SVBDIVIS f'c�TBo /0!n olc(ol,PA of 70,77+-78,5 intial, Addition, Acc ssory, etc. Use a'comments area, if nece sat O.M.B. No. 3067.0077 Expires December 31, 2005 For Insurance Company Use: Policy Number Company NAIC Number ZIP CODE NOLE /_adn/TVI I' - - .- LJ_. N D'1* SOURCE: LI GPS (Type): : LI NAD 1927 NA983 (YP ) L J USGS Quad Map LI Other SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMRFR I n7 rnt wry uwk.r SCM/n/Ol.FL - •• •--C-1 w..wrnn Do. rimm trvut� B7. FIRM PANEL B8, FLOOD B9. BASE FLOOD ELEVATIONS) NUMBER DATE EFFECTNE/REVISED DATE ZONES Z () (Zone AO, use depth of flooding) 1 t C 004q E 4-j7-�s q-J 9s 35. B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ,VEF,eir�G i�tr9iJs ByrJgpvE A/ LJ FIS Profile �_I FIRM 1-1 Community Determined je'�3 Other (Describe): E/IIbTA1ff_cw ✓& 4P7-GZ9 - S niro B11. Indicate the elevation datum used for the BFE in 69: 0 NGVD 1929 JJ NAVE) 1988 1_1 Other (Describe): B12. Is the building located Ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date: 141 A �_1 Yes No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 14construction Drawings* LJBuilding Under Construction* 1_117inished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number I_ (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations - Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al -A30,AR/AH, AR/AO Complete Items C3.a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGUD t°1 Z°I Conversionicomments rJ A Elevation reference mark used f R Does the elevation reference mark used appear on the FIRM? J_J Yes No ❑ a) Top of bottom floor (including basement or enclosure) 1 ft 0 ❑ b) Top of next higher floor FIlA f'Lo�l D6) GA ►�D Sv,�YEyv1Z ❑ c) Bottom of lowest horizontal structural member N zones only) NjA ft.(m) w A WD MIA PPER 14 . Zoo 5 ❑ d) Attached garage,(top of slab) ❑ e) Lowest elevation of machinery and/or equipment "- ' — ft.(m) 2 servicing the building (Describe in a Comments area.) nlfjq — ft.(m) ❑ f) Lowest adjacent (finished) grade (LAG) "° ❑ g) Highest adjacent (finished) grade (HAG) G ft POMIMIGK F. CAvoNE 4G .Zfl ❑ h) No. of permanent openings (flood vents) within 1 ftabove adjacent grade 0 Fl � (o � Z 3 - 200. ?j ❑ 1) Total area of all permanent openings (flood vents) in C3.h N�_ sq. in. (sq. cm) J 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 infomiation in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement maybe punishable by rive or imprisonment under 18 U.S. Code Section 1001 CERTIFIER'S NAME LICENSE NUMBER DomIN1�K F. CAtl�NE "0 Z006 TITLE COMPANY NAME ADDRESS__ PRESJpCAVoNE 14C. 9Ar' ..0 ft. - . - - - - - CITY _-- - - SIGNATURE - - "c '�^' OGV L015ibWp7D - -F� wvc32750 • ,,. TE - Z'oo TELEPHONE4D7 - 830 - )0 IDOFEMA Fo 8 -31. January 2003 ee rev�DiA e for �ntinuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Information. from Section A. For Insurance Company Use: BUILDING STREET ADDRES$ (Including A t., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number 0 j�0/r1/R�/DIv COvr— CITY STATE ZIP CODE Company NAIC Number A 0 FL SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1)1community official, (2) insurance agent/company, and (3) building owner. COMMENTS SECTION E -BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1. through E5. ,If the Elevation Certificate is intended for use as supporting information for a LOMA orLOMR-F, Section C must be completed. E1. Building Diagram Number (Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is I^I_I fl. (m)1_I_I in. (cm) I —I above or 1_1 below (check one) the highest adjacent grade. (Use natural grade, if available.) E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is 1_I-1 ft. (m)1-1_1in• (cm) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of the platform.of machinery and/or equipment servicing the building is I_I_I ft• (m)1_I_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 _L I No I I Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS SIGNATURE COMMENTS CITY STATE ZIP CODE DATE TELEPHONE I 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 Nho 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_I A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. I_I The following information (Items G4-G9) is provided for community floodplain management purposes. [!GE�4. PERMIT NUMBER �G5DA�TE�ED ISSUED CERTIFICATE OF COMPLIANCE/OCCUPANCY G7. This permit has been issued for: 1_1 New Construction IJ Substantial Improvement ff. G8. Elevation of as -built lowest floor (including basement) of the building is: __ (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 DATE SIGNATURE COMMENTS I I Check here if attachments PLOT PLAN for: MARONDA HOAo 1E 3, INC. DESCRIPTION. LOT 3G, Clf QWN COLONY 3UBDIVI3ION 61 76 thry 78 SEMINOLE RECORDED IN PLAT BOOK PAGE(S) PUBLIC RECORDS COUNTT', fLOR10A aIl d 7.V 15' 80' T R A C T' E' - CONSERVATION ARF-A n' E` LOT 37 8�) Z P rhN 01 �O Id U.E. t P CJ toad, ` 7- RADIUS POINT ooM1N, � -500012'24'E 59.54' 4yd 4WY PATIO 10.57 40.00' 9.49 MODELS 9UNdUNtY • I . (3-2 1U2) WITH LOFT FINI3MED F FLOOR ELEVATION - 46.91 a1 DRAINAGE TYPE, - 19 S d� d CONC P p � O 8 ti e.D ` rry4 504009121"W 0.47' P \aD �I•0 In O r� LOT 35 GO' BUILDING LINE C1 R-50.00' 0—23004'26' ARC-20.14' CIS.-20.00' CH.BRG.— N31 ° 12'0&E F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS BUILDING SETBACKS FLOOD CERTIFICATION NOTES: FRONT: 25' BASED ON THE FEDERAL EMERGENCY 1, BEARINGS ARE BASED ON THE CENTERLINE OF REAR. ?0' MANAGEMENT AGENCY FLOOD INSURANCE DOMINION COURT BEING N22TX657"W SIDE: 75' RATE NAP, THE STRUCTURE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHORN SIDE STREET ?O' SHORN HEREON DOES NOT LIE WITHIN HEREON ARE BASED ON SITE ENGINEERING BUILDING LINE: 60' THE 100 YEAR FLOOD HAZARD AREA. PLANS FOR THE PROJECT, 11 THIS STRUCTURE LIES IN ZONE 14 ', 3 BUILDING TIES ARE TO FOUNDATION, COMMUNITY PANEL NQ 120289 OWO E 4, PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED LOT 36 CONTAINS EFFECTIVE DATE. APRIL 17. 1991 IN THE FIELD. 9,250 SQUARE FEET/0.212 ACRES +/- NAP REVISION DATE: THIS IS NOT A SURVEY. (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC, LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE vERTFICATION, ABBREVIATIONS/LEGEND: NOL-NUMBER PA -POINT OF TANGENCY CONC-CONCRETE WE,- WALL EASEMENT F,E.-FENCE EASEMENT R.-RADIUS P.L-POINT OF INTERSECTION CH. -CHORD P,G-POINT OF CURVATURE ARC -ARC LENGTH l.B.-LICENSED BUSINESS L.S.-LAND SURVEYOR O.R-OFFICIAL RECORDS CH,BRG- P.R.C.-POINT OF REVERSE CURVATURE P,GC,-POINT OF COMPOUND CURVATURE D.E.-DRAINAGE EASEMENT {(//E.-UTIJTY EASEMENT 9.U,ASI ORO BEARING SdRU,E,-510EWALK rk UTILITY EASEMENT ORAINAGE, UTILITY k _q CENTERLINE A/C -AIR C%8NOSNER PAD p DELTA CENTRAL ANGLE) D.&UU.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT vo;*A YORE INC. LAND SURVEYORS AND MAPPERS im 300 SOUTH RONALD REAGAN BOULEVARD LONGWDOD, FLORIDA 32750-5499 TELEPHONE 407) 8J--9OB0 FAX No, ONE 3J9 L.RR. E-MAIL: CA NONE O CFL.RR,COM THIS SURVEY NOT VALID UNLESS EMBOSSED A FLORIDA LICENSED " WIHJHE SIGNATURE AND � AM PPER �^rw 1 F T • C/QUi REVISION DATE DRAWN OOMINNCK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 200S LICENSED BUSINESS NUMBER L,B.5073 PLOT PLAN 3-28-2003 1 LP__/ LOT by CHIP l CADO FILE: CROWNCOL36.OWG W.0.2003-3997 COUNTY OF S[MINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFOmD STATEMENT NUMBER 103-75441 BUILDING PERMITCOUNTY NUMBER: UNIT ADDRESS: y {~7^ TRAFFIC ZONEv ZOHE:ouKISDICTION: 96 CITY OE SEC: _ T PARCEL: �� S��BDIVISION: TRACT: ___:______________ PLAT BOOK: _7 /-pLAT' ~[OOK�knE:������� BLO_CK____ LOT: OWNER NAME _ ____ ADDRESS: //]/ ~�// ��7 �=/� /7���� �-/ � -`~~-~- ~-�yi/�^�^-�`-~---�^~�^^-°---^�^��~° 7----- --------------- APPLICANT NAME: '` ADDRESS: (1111.11) CATEGORYn USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction __________,________________________________________________________________ FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL 0)E Tw[ DIST SCHEDULE DEGC. UNIT OF UNITS ------ROADG ------------_--_-----_----_--------_'---------_-------------_--_-_-_----- -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COL1 O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS, CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 STATEMENT RECEIVED BY: ��.��koW'��.__ (PL�ASE PRINT NAME) AMOUNT DUE $ 2,285.0'`� DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENS(�RE 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 OC[UPA�CY. TME 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 30O NORTH PARK AVEHUF SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP L[FT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 105 DOMINION CT for which permit 03-00001665 has heretofore been issued on 5/02/03 has been completed according to plans and specifications filed in the office of the Buildin Official rior 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 DATE APPROVAL BUILDING: FIRE: Finaled qo�_/ Q Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name c Street Signs 1 �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 19:i3`=3_Ai-91 DATE APPROVAL DATE AMOUNT 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 105 DOMINION CT for which permit 03-00001665 has heretofore been issued on 5/02/03 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 5/02/03 91.93 01-RADON GAS TAX FEE 5/02/03 13.33 01-ROAD IMPACT FEES 5/02/03 847.00 01-RECOVERY FD/CERT. PGM. 5/02/03 13.34 01-SCHOOL IMPACT FEE 5/02/03 1384.00 WD IMPACT:SINGLE FAMILY 5/02/03 650.00 SD IMPACT:SINGLE FAMILY 5/02/03 1700.00 oko� kyVI& ""V� f Y� F-�c rvb�'k �7� OWNER BUILDING OFFICIAL DATE CITY OF SANFORD. FL UTILITIES DEPARTMENT REQUEST FOR FINAL P,EINSPECTION DATE - `Z �e 3 ADDRESS l D__5-___!' CONTRACTOR. Ao,0eS THE BUILDING DEPARTMENT HAS PREPARED A C.OF O. FOR THE ABOVE LOCATION AND THE INITIAL INSPECTION WAS ' DENIED DUE 70, UTILITY RELATED ITEMS. THE CONTRACTOR IS REQUESTING A REINSPECTION OF RELATED ITEMS AND IS NOV,,' AS FOLLOWS. u70'- �1��-;�e3 INSPECTOR �`-v ���'.t'�S+a'3s�}''i�vl`'.R � 'v"��L.�. 7.Xs�'+Zz'�'i.i`-'--�'F?`.:� �"j�;,^r,-..��.� r.?•a=FY\�:=s_a:__ \�-�Y'lv.-tc��3i=:. Y ;. 4�•.� ::.. L 1�-�.�1' Gam' ..�'..'iw�'�� �i�rl=�`�5:i ���.J\-•._. =J�•' �Cn.dT.�r if wr/..�U.L.f++...i+ I I I I i l CERTIFCATE OF OCCUPANCY I i REQUEST FOR. FINAL INSPECTIO tj w +, *'�** SINGLE FAMILY RESIDENCE"" C DATE. PERMIT ## Q)- I u E , ADDRESS. C C AA CD CONTRACTOR: '\; a v o v v C W , PHONE # '1 _ �'1`�1 -�� a. a. �' _► The building, division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering ❑Fire I public 'Works. O Zoning r N A/Ili 63 Utilities 0Licensing CONDIT! .' (To BE MPLETED ONL IF APPROVAL I5 CONDITIONAL) r CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION * * ** SINGLE FAMILY RESIDENCE"" DATE: � -i .a � PERMIT #: ADDRESS. CONTRACTOR: PHONE #: Ln 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. ,, ineering QK 0.5ojaW jZ/t'7/03 uPublic Works 0 Utilities ❑ Fire 1 �. 0 Zoning r\ 1 %A, 0 Licensing ( , CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ � -\ \,p -- .� PERMIT : ADDRESS: CONTRACTOR: PHONE : LC�'1- y1 E�a= luni=F- iSOU�G� la�l� 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. O Engineering 0 Fire V1 IN �ub Works -� i �� ❑Zoning C\ 1 i� OUtilities 0Licensing f i k CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 300 GOUNrY ROAD 427 SOUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 630-90&0 FAX: (407) 339-30-36 CERTIFICATE OF ELEVATION Address: 105 Dominion Court Legal Description: Lot 36, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 36 CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). U;.qir icl F. Cavune Florida Surveyor & Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 9-24-2003 W.O. # 2003-13251 FEDERAL EMERGENCYSIANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ,ELEVATION CERTIFICATE O.M.B. No. 3067-0077 Expires December 31, 2005 SECTION A - PROPERTY OWNER INFORMATION I For Insurance Company Use: I 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 105 Dominion Court CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 36 - 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: 0 GPS (Type): ( ##° - #W - ##.##" or ##.ice°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY RAW 8 COMMUNITY NUMBER 62. COUNTY NAME W. STATE CR01 M COLONY 1 120294 SEW10LE 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 0045 E 4l17195 41117195 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 Ranier 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: ❑ Consiniction.Drawings' ❑ Building Under Construction* ❑ Finished Construction 'A new Elevation Certificate will be required when conshdon of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE, AR/A1-A30, AR/AH, ARIAO Complete Items C3: a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, oonvert the datum to that used for the BFE. Shaun field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (inducting basement or enclosure)ft.(m) o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) _. _ft.(m) o o d) Attached garage (top of slab) 8 g o e) Lowest elevation of machinery and/or equipment u, servicing the building (Describe in a Comments area) _. _ft.(m) 8 X f) Lowest adaont (finished) grade (LAG) C o C.. ft. m z' o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) (n o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J 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. CERTIFIERS NAME LICENSE NUMBER TITLE ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In time spaces, copy the Corresponding Infomration from Section A For Insurance Company use: BUILDING STREET ADDRESS (IndudN Apt, Unit. Suite, ardor Bldg. No.) OR P.O. ROUTE AND B03K NO. ¢ Pokey Number CITY STATE Z+P CODE I Company SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, and (3) building owner. COMMENTS EJ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, rf 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 adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are corned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SI NATURE DATE TELEPHONE lele, /0 3 407475.9112 COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by lain 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 co mmunity4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. %(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 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO3601 36 105 DOMINION CT ORLN-CRC SUN13 LEFT Fax (407) 321-3913 FL PE # 50068, SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accnrdance with ASCE 7-98_ These trusses are dasinnad fnr an anclncarl hidirlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 1 6-18-02 11 6-18-02 J 6-18-02 11 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY APR 0 7 2003 DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 1� 1g r11 x i_ Ir- z1 J Z2 Z H I Z JG Z zli G z' G Z G Z G z G Z IGI Z G Z H Z2 I Z1 J J AlN x � NAILER M p w P N M � 12-0 I M 7-8 M L TKJ26 RANGE K I1 0 11 J1 J1 H1 H1 �N ,I V it € Ii JOB NUMBER: SUNIV CUSTOMER: REVERSED Hrrc 0 7 Z00; 19-0 N O O r� HIB-91 Summary Shut COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL. PLATE CONNECTED WOOD TRUSSES "reresponsibllltyoftheinstallerfbuilder buildinacontractor licensed contfactor, ;torgr erection contractor) to Dr2periy mcelvP unlnarr store, hangue, install and 2.metgil elate connected wood trusses to protect life and property The installer texercise the same high degree of safety awareness as with any other structural Trial. TPI does not intend these recommendations to be interpreted as superior s project Architect's or Engineer's design specification for handling, installing )racing wood trusses for a particular roof or floor. These recommendations are d upon the collective experience of leading technical personnel in the wood yati' d ! r �73, s N� l -JA TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright 0 by Truss Plate Institute, Inc. All rights reserved. This document or any par', thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TORAGE ,W�4'lfR`-A"Re' :a JDN'= ; � s s' re � .e.'tc1(�•i���ii'�e� � Ci � ` �'� " � � • r ,, ��l��i�s '' ,9, 6"`it''Pr�less yi r Tag Line S G p 1%.I a.. t i `Ith�r� y, VQ'1SYr `:`. �\ . W { [[;; �lt.r� qe ?� �� r I,SI?1r ii��it„�,�J� t ylf si {At... : !k;' `:f�°:� 3 �r' a-:�C�'i a h�i lye e_I��ly 151. �. PJSrif •A <�`{'l, tli +,k, ny.Ll�l.'.�', f:�s"'�•" `.r,i4,,_dlw(if:�.tl .r.`'r..H �i.`-�i4.,t: ,..i.•v i. �; ��� qq-:#l^.�lt.P�.�n�., ,��rrfiilli`���f_'�` { �I,stil :�1,�g�� ���iy r 1 y,`P�,, Ks TF ..{ 7'r d._ a•:. { i tr(„ .^`Ih'�; PCs E���'.{A Ili A�4}I'�,� t �Id brace Top Chord Typical vertical 53 attachment End Wall plan \ n F A X YN. y��,.,;j� ,1}'"U........ !✓y BloCicing /Lv' Cam' 'w =e•� 5'.^'r`�r �r' �4 �.'fr, � \ '�"1 "GBV �: „�. \ `wA' " Ground Brace Verlirala (GBV) �r Strut is» Mal flat member wlih e (HT) "llru" of bra, cup of trusee (ES) W L - r opchorda that are laterally braced can buckle 19e111 er and cause oollapsa If there In no die go- elbreaing. DlagonalbraelnoAhouidbenallad- .lhe underside of the top chord when purfine emttached to the topslde of the top chord. er 28' - 42' 1 3. Or 42' - 60' 3, er 601 I Si Douglas Fir -Larch Hem -Fir 'Jinuous Top Chord ?.'al Brace —� ;aired --7--7 10' or Greater I Qhment luired SP - Southern Pine SPF - Spruce -Pine -Fir 12 —7 4 or greater — - wyuwas nr-LArcn SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir U 'NG a it All, SPAN ci 41(M U got 1 Up to 24' 3/12 81 7 112 Over 24'-42' 3/12 7' 0 0 V1, 54' 1 3/12 61 6 6 4 1 Wiviv— firviessional engineer .DF: Douglas Fir -Larch SP - Southern Pine HF • Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required an end verticals. Top or hords that are laterally braced can buokl a together and cause collapse 111hare la no diag 0" rml bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topolde of the top chord. .N 0TRUSS Jrr Placement I 1.111W Line 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Top Chord TIOU"M R_ 701- 170'U'M BOW Length L(in) TLesser of t14" L/200 or 2" L(In) L L(In) T. ............ ........ t 1411 Lesser of L/200 or 21' it f1Y34 . : . 1 2001. 116.7' 11 1 250' -1/4" 120—.B—'] 300" 1 -1 /2" 125.0' 1 /4" 4,2' 00" 1/2" 8.3' 1 F50-11 3/4" 12.5, ems MAROAIDh S't'STEMS 4005 Marondo Way Sanford, FL 32771 (407) 321.0061 For (4117) 32I-3313 Date: March 5, 2003 To: Building Department From: Maronda Systems Torras Ponce Professional Engineer State of Florida #0050068 SubJect: 'Valley Trusses All valley trusses labeled VT-1 thru 100 are covered under the general valley sheet provicled in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the g eneral sheet. If You have any questions please feel free to call at 407-321-0064. 5;�t��ere Tom s Plyonce, P.E. Date: 315(03 O'111' l6lIW'4'0jf� '��r �."•• - ` .••''•V ems:' This deign .ts ws [or au Iodf1'" " bwldb,ga eompanmtaad Ibees based oat Infotmatlan P-Mcdby tim dknt The d-to, dlsdatms v'y tcsPo slhmly [or damag u a t utt of 6..Ry m booaat InLOtroatlo0; spcdOplinns and/- deslg- fiant l.ed Go the mess de 4,- by the diem and the mntduos or atxuraq or thk bnfoOMUoa as It tray relate to a ap, dlle prgeet and --Pta tm lespoo-Abwty or etcttises no control edlh r ga,d to [ab fa ben b.nmtog_ ab po-t a„d ftwaul'U" er Uus*es. This trim has been designed es as la,Uatdoal b.Ddb,9 rss0,l.oner,t h. aem.danee ayt ANSIlm t-t999 and N0s97 to be incmponied as 1- al the b..ddlog dolgn by a 6u9ding Dotgoes btglstcmd atcbRed of p laf s,lo W engmcaf- whm renewed for aPF--, by w< building 1-4g s•. toe deign leadtog•. show., @ust be cheeped 10 be sure tlwt we data .hewn arc W afire"Umt Wth lb, local bWIdj g code, lec.1 etm,.tte,see.ds f ..bw er.no.. was, � Pn Jr=t ap�iiativns or sperlal apPtkd loads.. UW- Shown- foray has s.ol b<rn JaWg d for i storage or o Pancy- bads._ The dmig, ass.00e oampressten dwtd (toP oc bottom$ ate twtlnu- o ly 15--d tyrsbalbtag lod� orb_,. i spclBcd_ Where bottom cb-d. @ trnrbr, .re 1 not rulty brand t.tQaly by a PropQjy PPRe4 1 rigid odltug, Uxy should be b--d at a matlmu0t spacb9 of 10'-0' - Coonedor . P6tca 11n211 be maaufadsue,t r o.o 20 g_g. hot dipped galrardrsnd sfed merJa' r$ ASTM A 6!M IGnde40,-I,- otbetwbe show0� FABRICATION NOTES S'rior 1. faba..bon, the Gbdor ll ot.barcrle,v ibb d,awlog m -ratty tj,at tt. dnwb,g b b Im,dotmanos -gh the fabdotoe, Pfa.,s and to iealltt a motmmog r-P-r--Uty [oc sudt reti- 4-U Anye dh apantle arc to be put to g ttlog a rab k tioa. Phi- 31a9 o.t be hwa-d o•a kndhok.. 6-b 0, dfmmt<d gate. Mc@hetS shall be tttt oIse tlgbt Iittlny -rood t.„rtwd bearing. C0a- d <plah han be tooted oo bath taco of he mutt will- oatLs fadly 1--b-6.d and sban be .ym_ atnmrt tbe)oWt torlas alltenobe shmm�, A .4 Plate b 5- d.lde x 4- Iong. A 6x6 plate b 6- 44, x 0' bog. Sots (boles) tom P._Bd to ponbva soh p 'Pc� Double - on reb meet at U. _(n ,d o71he wa bs uiless rdb"+sbe sbawn. Conacdor plate alto ie mtdmuo, sires based on Ux [arcs shown ad ovy need m be 1-i—d f eere.In band. og an'Uor --fkm stresses. n.b trus. is not t- fib.—wm, li.e .et..da, a t.eeed b.ber todos eti.c..sbe shown For addaj." lmo,sheo ern g.,an9_ C.nbN refer to AKSt/m 1-1995 RECAUT1014ARY NOTES I btadag and "mb0 rteommeada.0ons >•tt bx r tbmed'o .omrdance adw 1"odimg salilog d n-f c. HtB-91. Trusses aye to 1-', .Rb jauUa.lar Case d.nmg bandrng d '°, dcUrQan y d lostaBa.U1., to a w Pe'•cy and P-rm .-t bn j.d ho4nag «wao Ina .tnrgbt and plo,b pm- and fer .etstlng lateral force shall be ilg.ed a0d t¢ b.11d by atl,ers. Caseful hand_ tr b --"'I and rz .:non braeb,g Is abeays dttd. Namui IVeatdtlo-ly acttda for as rtgahts s,rti, tempoa,T hadog dltrwg baBGlloa bclweat Russo to -okl tofy&g I dommobg- The suprnisbn of -.a. a I tso shall be under the motrul a! Pmoas IJI e+Ie l 1. (ha Iovsb.nativo of I,ara1<_.- �I sst0nal adr'm sh2h be sought If needed, Iceabatloa of mostru boo, load. g atcr a tht dalgn loads abaU not be aPpUed to a<s al. any ame- No loads other tbaa the 0-E of the need- ai,.0 be appllcd to no un(U all" all futcnblg and bndng MONO VALLEY VALLEY TRUSSES YP.) \ - - ISUPPORTING TRUSSES I II II ( COMMON VALLEY n n (1 11 SUPPORTI710 TRUSSES VALLEY TRUSSES gypPj 11 II II II . '(TYP.) II i� GALLEY AREA VALLEY TRUSSES (TYP.) SUPPORTING TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O,C, VALLEY TRUSSES CAN BE CANT LEVERED UP TO TWO FEET - WO: VALLEY SET IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL # 2X4 # 2x4 OR 516 OR 4x6 3x6 OIAGOf REQUIF GREATI 0-4 4 f 3X6 4110 2X4 he 3X6 on OR 2X4 TL' VT Q YA (fl WHEN DIGAONAL WEB PRESEIIf USE 4X6 PLATE III WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24QC. (TYp) 114 7z6 2z4 11 VARIES 12 UP 101 2x4 214 3X6 MAX, 6-0-0 O.C. ITYP) x s 2x4 t 4 6 MAX TRUSS SPACING MAX 6-0-0 O.C_ ITYP) BELOW . 48• O.G. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 Sp Il2 BOP CHORDS: 2X4 Sp #2 WEBS; 2X4 Sp 93 IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIOE ALL NECESSARY TOP CHORD BRACING_ VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (21 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) lOd NAILS OR (1) 16d NAIL PER INTERSECTION. OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 6' 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 I. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING IA' EXCE, _ -tt rr its s»lovc� rL.A,�;s . A1� 'rrao cn TEsMD PER AN@IrpI 1-1995 CURL. suppatt =Ma=da==teAA lll/1�l� lNCi' • READ ALL NOTES ON THIS SIIEET. CONY Studs 19 G-1-0 o.t. Lam_ �._ OF TNIS DRAWING TO BE Tt,rz: GIVEN TO ERECTING CONTRACTOR. Dwg: 4005 MARONDA WAY BRACING WARNING Dsgtlr: IZ,y CtiE: SANFORIJ, FL 32771 (407) 321-0064 Fax (407) 321-3913 Barg shown na Oda daayng b lwt <recbun bnW - or sin ,t1O,h a Patt of w< b-Bdhldes g ata i bradog• portal hracR.g btacUtg k for Iateral Su g �° and which .soot he PPott by we J•C hive C Dead 16.0 �{ TO MAS P r O) l CE P_E. LICENSE #0050069 c.uldued of trots mmllrers onl to bulhfing designer. Baring wade to xndlor lateral hnelog al ctui..nd s S [educe badding let m, Pr nislmu P�dlBooat b--., o[ the ererau.a, Pedlted I_ adding del @tot he TIC T� Uve 7-0 IISf O.D 1 R90 GIIEENBROoK.Cr.OVIE00,FL31766 Illuss PL-.tr 1nsU[ute, TPL b chur may I'eu ed. (See HCB o „TbY 'h<b.Wdmg dc.%,, located at 5M D'Onofriv Dane, Madly II on- WLsconsln A7191. C Dead PS ) 2.0 - ... -_—_ psF . - -rorAi. 7s n ner truss ID: VT DQIe: 4-11-01 Durfac - Lbc 1.25 DutFac - Plt: 1.25 O.C. SAaClrty_ 24.0n DesiO fl CFifcaria_- TPf Ct3cle Desc: f f.n l nn -- ,.,-- ��sl�ry I \11 OQMATION Thls desalt i4 fvra6 kidiridual buildbili _perxnt and has bee,.., ttasnt — Udormatkm prmkkd by (Ile ellcnt The desiplter dlscb}ms i any rvpenamutq fw da.,.agm >. ea..it of j faulty orincorrmtWommuoaspcdllcoUons d/or d—ig_ Iumbb d to the trussdolFner by the clknt and the correctness or accuracy ( thb /rdemtotbn as It .ray rela4 to a ap- etk prolcet and adepts no rnpo_ibUUT or exereBn — mutual with !egad to fabrka- [to- In„sirlprt dlb,g. I,ulallatlen or t. aT ,a bts r t..a and 0-Is ed as an j tmllvldual budding csntponerd ki accordance wM j ANSI/'tPi I-1945 and NDS97 to be btcnriaootcd as part d the bonding design fy a RuJdb,g Oalgner tregrslered. arehn-L •.r professbml e,+rtnetsf. wt en rc Fewed [or app.—[ by the b.fldmg deslvz Ihr d_%_ kodings sh— m t be cheek[ d to be sum Ilan the dal. .,.— are In eem agterd W" the loci buildl j, codes, local climatic cccords for wind or snows Imds pmfed apeelfloUar.s er sperbl applled loads. tint[.. ah_. truss Iran rat Ixett designed for storage or —paney bads. The dnigo ttsstnpcs sump shn dtotda Itop - bottoml are —nU. - ously breed by sboU.b,g unless oth—l— speciBcd- wbcre bottom eh-1. In Ie_l.n air tto( fully b-.cd [ate! ltr br a f.-7iy ppted ngld [dung. U,ey should be bnteeal a Irlacbnurtt apae6,g of IW-0. o..: Conneclur plal- shall be manufactured Irwn 20 gauge hot dipped g.) nUed sleet merAb,g ASir•(A 653. Grade 40. orbs .Utenvbe shorn, FABRICATION NOTES Prior to fabil-tlen, U,c (.t ftaw, a1,a8 revk. u,u dtawbtg to v irr tlul fhb dn,".g b b, mrdorn+aI;_ with th< fabrkairn's ptaras artd to reaUce a rerperWbinty for.arch —rf- DwUon- MY db-c .I— arc to be pu( to ,.rang berora mWng or abdauon, Plates chart not be Itumrled Deer imotholy, kttoU er d 'laded F.W. Itirn•bers shot be cut I- tight fl(tbtg wood to wood b—rig. Con- nect !poles almll Ix located on t oth r._ d 'h. irtasa wNh ruts r ,lly bnbcddrd and shall be n-- about thefulnt unless o[hermise shown. A 5a4 piste Is 5- Rude; 4- bog. A 6-3 pbte b 6- +Mc s 6' long, sots fholol n,n paralkt to the plate 1-1th xpcdtfcd. [) nhlc cub on .•eh anembers shall mecl at the ecnlrold of the webs .nbss oEhrs,ebe shown. Con. _ {,�r pyre stzo are ud bu m, sites hosed on the fnrcn airman and tray need to be ln=msed for ceutabn hand. licg and/or cc elton atrtsses. "its truss is trot io be lablt ud w1th 11- rrlar.bnl treated hanber cJm oUrernb<ah=' par addittenal btfomrauon a„ Quality tm ty Ctml ,der to nriSi/m 1_ 1995 PRECAUTIONARY NOTES dt bracb.g and ,acctb- recvn —d.U.— air b be foli—ed b, aece,danee with -li—dJing uastaltb.g A erad,tg-, HIB-91. Ttvsse ue to x handled ieh parueular ore du,b.g bas,db,g ,od bundWq, 11d11 yard a,atatallon to acoW lamage. Temporary and pe+r•+ne•+t braerng w holdb,g tnwe to • sbal,yld a,ed Pi„mb pow. tbn and tw rerblb,g btetal Intces shall tx Icaigned and 1_1a0ed M other. Cardul hsnd- .,tg k essenllal and erection bracing b alon7a cquitcll. Normal pfrdauumfT acwl, fr!r msso '[quirts such tcmpmary bracktg du,fng IsbOauen belwecu trusses to amid t0pp8ng n-r damMotng. The s.p. I.. of lac tfo,, of n,ss,a altall be turd- the cor+t—i .( pets._ speck I:ed In the Ice Wkilml of t uses. rvfasbnal ad „ee sha.lt be sought d needed. enKmUm of —tr.eUon Iwde greater tan Ute dalg 1—,h, shwa not., ot bt applltd to u. scs at Buy 111-- Na 4.dl olh" I,— Ute . eight cl th< cr.ctws .sl•alr ti al•pU..( to oases odd alter all IaslenUy(and Fnaetr.g cuuryklcd. 2x OF HIP GIRDER Vk): 111PI)FiAli BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. OSB' NOT TO EXCEED 24"0_C.. 70 BE NAILED TO TRUSSES w/ Q -12,t ON CEN_ STAGGERED PRE-ENG'D TR TOP WALL OF BUILDING WIPIR1111Y.li: READ ALL [MOTES ON THIS SHEET_ Ma►Cvnda SyStenlS A COPY OF THIS DRAWING TO BE 1twg. Job: ' W : T IPDETAI `� GIVEN TO ERECTING CONTRACTOR. nW Truss ID: HIP 4005 MARONDA WAY BRACING WARNING: Dsgur:7-rY Cbl{: , bate:l0-20-00 SANFORD, FL- 32771 (407) 321=0064 Fax (407) 311-39I3I BackgshoanonUt4dra— g b nM ercetron b,oclnl. -I'd bneb,g. portal bra.inp ,rr.bolls! bracing •aldcb b a part ./ Ure bonding design and nidch mull be TC Ltve •1•C Dead 16.0 psf _ burFcrc - Lb , r- I ..Z rJ V TOMAS PONCE P.E. minlderrJ by U,< butdL, d-1 skm.n b f r la tr.i s.ppo t d(ross mrn,ber m,h tr reduce bucklk,g lenpUr- Ptnvbb„s !rust tx o,ade to anchor lalersl brae K ener. nr-.dog b.gale,aaandspt�t,edlncalbnsdttanntredly-U,eb BC Live �-II psf DurP17C - Fill: -�IJ LICENSE #005OU68 last GREEN6ttoor (T.WiEOo.rL3ii66 AddIDtmal tnaek,p of the oee_tl.'_[tore mar i r , b g ener, tdb Bel tiros plate 1_Ututc, iPl- b totaled at 533 O'Onvlrb Ot�ctraadriso.ti9w,acfr v.�.. BC Dead (1-0 psf 1U.0 O.C_ $pC1ClriCT: �f 2V ou resign Criteria: S,,,g,. lrssf TPI n -„ 1OTAL 33.[) cod,= Uesc: sT JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client.. The designer disclaims any responsibility for damages as a. result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or amuracy, of this Information as It may relate to a. spe- ctfk project and accepts no responsibility or exercises no control with regard to fabrtca- lion, handling, shipment and Installation of trusses. This thus has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the designloadings shown must be checked to be sure that the datashown are In agreement with the local building codes, local climatk records for wind or snow bads, project specifications or special applied bads. Unless shown. truss has not been designedfor storage or occupancy loads. The design assumes cornpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specifled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ailing. they should be braced at a. maxinurn spacing of 10'-0r 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 thatthis drawing is in con(ortnance with the fabrfcaloes 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 shad be cut for tight flitting wood to wood bearing. Con. nector plates shall be located on troth faces of the truss with nalls fully Imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots tholes) run parallel to the plate length. specified. Double cuts on web members shall meetat the centrold of the webs unless otherwise showrt. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- Ition and for misting lateral forces shad be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required.. Norrrral precautionary action for trusses requires such temporary bracing during installation between tnwes to avoid toppling and do ti noing.. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shad 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 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 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 Le 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" Me-1.00 T 4-3-2 0-4-3 �TT I 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 1 920# 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 ATY:1 === _=_= ===Joint Locations======_____�___ 1) 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 BOT H-ROLL 7-0-0 16-0-0 7-0-0 1 3 5 5X10 3X4 5x10 -6 0000 T n 30-0-0 10 9 8 7 2087# 3.50" 1-0-0 2087# 3.50" 30-0-0 1-0-0 (RO-11-11j 430N EXCEPT AS SHOWN PLATES ARE TL20 G TESTED PER ANSI/TPI 1-1995 430y �(RO11-11) scale = 0.2094 WARNM : READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"g: Truss iD: A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY SANFURD, F[ . 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing is not erection bracing, wand bracing, portal bracing or similar brachrg 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 TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 _ O.C. Spacing: 24.0" Sp members only to reduce. reduce buckling length. Provisions must be psf . g. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf,,,I Design Criteria: TPI LICENSE #0050068 Rruss Plate institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. it Cade Desc: FLA V ^ I890GREENBROOKCr.OVIEDO.FL32766 TOTAL 33.0 psf V:06. 2.0 - 1 7 +..., ,.r.n. l,.ucc-r.vavvmaulJmrmJviviv RCS: 06.02.02 SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the ciient. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the conedness or accuracy of this information as it may relate to a spe- cific pmject and accepts no responsibility or exerclses no control with regard to fabrka- fton. handlIng. shipment and Installation of trusses. This truss has been designed as an Individual building comporent in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown mustbe checked to be sure that the data shown are in agreement with the kcal building codes, local climatic records for wind or snow bads. project specUkatbns or spectal applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise spectfle& Where bottom chords in tension arc not fully braced lateraW by a properly applied rigid ceding. they should be braced at a maximum spacing, of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanized 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 (he fabricabrs plans and to realize a continuing responsibility for such veri- 8otlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tightfitting wood to wood teaAng. 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 centroid of the webs unless otherwise shown. Connector plate styes are minimum styes 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 tnfonnaUon on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recorrunendatlons arc to be followed in accordance with "Handling Installing & Bracing'. HIS-9 1. Trusses are to be handled wtth particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos. abn and for resisting lateralforces shall be designed and hstalled by others. Careful hand - ding is essential and erection bracing is always required. Norriial precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dummob,g. 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 cons"ction loads greater than the design bads shall not be applied to I- atany lime. 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 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 734# Support 2 765# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 r 5-3-2 0-4-3 TI: B QTYA MULTIPLE LOADS -- This design is the ==============Joint Locations==========_____ composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L. 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 -734 BOT PIN Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -1794 0.35 2- 3 -1582 0.32 3- 4 -1637 0.39 4- 5 -1637 0.39 5- 6 -1582 0.32 6- 7 -1794 0.37 ..BC ... FORCE ... CSI 12-11 1568 0.47 11-10 1371 0.43 10- 9 1371 0.43 9- 8 1568 0.47 9-0-0 12-0-0 9-0-0 1 2 4 6 6.00 4X8 2X4 4X8 6.00 4-10-3 0-4-3 TT� I n Ilk 30-0-0 12 0 0-8 1036/i 3.50" 30-11 10 9 1036lJ 3.50" 1 1�-0-0�� L -0-0 (RO-11-11) I �e j"-(RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-1995 scale = 0.2094 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV arOnda Syste LMD A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771. Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit. 1.25 n - (407) 321-0064 Fax (407) 321-3913 shown. is for lateral support of truss members only to reduce buckling length. Provisloos must be BC Live 0.0 psf O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall re structumay be required. (See 111B-91 of Tpn. RC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (truss Plate Institute, TPI. is located at M3 D'Onofrkl Drive. Madison, Wisconsin 53719). ,.,,,, Cade Desc: FLA / 1890 GREENBROOR Cr.0ViED0.FL32766 TOTAL 33-0 psf I V•. 2- 7 - 3 "�•• •n••. �••. «. wnvvnau�mrn wutvtr HCS: 06.02.02 DESIGN INFORMATION This design is for an indtvldual building component and has been based on Information Provided . by the -bent. The designer disdains any responsibility for damages as a result of faulty or incorrect information. specincallons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as K may relate to a spe- ctffc project and accepts no responsibility or exetctses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an tndfvlduat building component in accordance wit[ ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archKcctor professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied. loads. Unless shown. truss has notbeendesigned for storage or occupancy loads. The design assumes compressfon chords (top or bottoml are conunu- 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. FABRICATIONNOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrlcator's plans and to malLm a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall notbe installed over knothoks, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be lasted an both faces of the truss with .it. fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4" long. A 6x8 plate is 6` wide x 8" long. Slots (holesl run parallel to the plate length spectlbed. Double cuts on web members shall meet at the cent wd. of the webs unless otherwise shown. Connector plate sizes arc minimum sins based on the forces shown and tray need to be increased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing% HIB-91. Trusses are to be handled wtth particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and domfnoing. The supervision of erecton of trusses shall be under the control of persoro experienced in the installation of truss-. Proresslonal advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,5 PROVIDE UPLIFT CONNECTION PER SCEMEULE: Support 1 727# Support 2 769# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 6-3-2 0-4-3 Tr� I WO: SUNIV WE: MULTIPLE LOADS -- This design is the cc%3osite 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, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Types: 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 -1777 0.42 13-12 1536 0.40 2- 3 -1435 0.40 12-11 1534 0.43 3- 4 -1240 0.25 11-10 1307 0.39 4- 5 -1240 0.25 10- 9 1534 0.43 5- 6 -1435 0.40 9- 8 1536 0.40 6- 7 -1777 0.43 TI: C ATY:i == _===_=====Joint Locations= 1e==_ ==__=_ 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 23- 7- 4 5) 19- 0- 0 10) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1035 81 -727 BOT PIN 29-10- 4 1035 0 -769 HOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 6- 6.00 -6 00 R 4X6 3X4 4X6 30-0-0 74 5-10-3 0-4-3 '13 12 i1 10 9 -� 1036f{ 3.50" �� 4 1036+Y 3.50'r (RO-11-11) 1 le 3 1-0-0 (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WAKNIN(it READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV_ Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgur: TLY Cott: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - LbC 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. prrtal bmcfng 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 DurFae - Pit: 1.25 - (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TtM). BC Deadps 1.0.0 f Design Criteria: TPI LICENSE #0050068 frruss Plate Institute, TPI. is located at 583 D'Onofro Drive, Madison. Wisconsin 537191. Code Desc: FLA I890 GREEN13ROOK Cr.0wfEII0.FL32786 TOTAL 33.0 psf :0 02 - I— ..,rrr. a... 1Ec Auvadu[Jmrn1.)UN1V NCS. 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 dlschbns any responsibility for damages as a result of faulty or Incorrect Infomation, specifications and/or desk 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 andaccepts no responsibility or exerclses no control with regard to fabrica- tion, handling shipment and Installation of trusses. This truss has been designed as an individual building component in aeordance with. ANSI/TPf 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneetl- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the datashown 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 rnmpressbn chords (top or botiomf 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 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 Otis drawing to verify that this drawing is in conformance with the fabricator's plans and to maUze a continuing responsibility for such ven- ficatlon. 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 fares of the truss with nails fully Imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wife x 8' king. Slots (holesl run patadel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate stirs are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stnrsses. This truss Is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inf—Uon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIBAI. Trusses am to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- Mon and for reslsting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required_ Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads 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 I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L_-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTICN: T- 0.03" RMB - 1.15 7-3-2 0-4-3 7T� I WO: SUNIV WE: TI: D ATY:1 MULTIPLE LOADS -- This design is the ===___==_=====Joint Locations—ze====_______ composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 All ChOMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 Wind Case- ASCE 7-98, C&C, V= 125aph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L= 40.0 ft W. 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type in INT zone, TCDL= 4.2 psf, BCn,= 6.0 psf 0- 1-12 1036 69 -716 BOT PIN Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLL TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -1768 0.50 12-11 1525 0.41 2- 3 -1304 0.47 11-10 1522 0.41 3- 4 -1107 0.29 10- 9 1105 0.28 4- 5 -1308 0.48 9- 8 1522 0.41 5- 6 -1768 0.51 8- 7 1525 0.41 13-0-0 14-0-0 11 13-0-0 1 2 5 6 112 1036# 3.50" 1-0-0 (RO-11-I1) I EXCEPT AS SHOWN PLATES Lmaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FZ92766 Derf— M—ir A"nlvdc 0 4X6 4X8 30-0-0 ARE TL20 GA TESTED PER ANSUTPI 1-1995 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 la not erection bracing. wind bracing, ponat bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is (or lateral support of truss members only to reduce buckling kngth. Provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of the overall structure may be required- (Sec HIB-91 of TP(1. (Russ Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191, -6 00 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 010 psf BC Dead 10.0 psf TOTAL 33.0 osf 6-10-3 0-4-3 7�T I 10364f 3.50" (RO-11-11) scale = 0.2094 Truss ID: D Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an individualbuilding component and has been based on information provided by the client. The designer disclatms any responsibility for The as a result of faulty or incorrect information. specifications and/or designs furnished to the truss desigrner by the client and the correctness or accuracy of this tnfornation as It may relate to a spe- cific projectand accepts no responsibility or exercises no control withregard to falid - lion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/'IPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compresslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specgied. Where bottomchords in tension are not fully braced laterally by a property applied rigid telling, they shouldbe braced at a maximum spacing of l0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over luwtholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates slug be located on both faces of the tnrss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x 8' long. Slots (hoks) run parallel to the plate length specified. Double cuts on web members slug meet at the centrold of the webs unless otherwise shown. Connector plate sWs 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 .4---tton on {duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing At Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shag be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of tosses. Professional advice shag 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. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.03" RMB = 1.15 8-3-2 0-4-3 T7� I WO: SUNIV WE: TI: E QTY:3 MULTIPLE LOADS -- This design is the === -=-========Joint Locations=============== composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 continuously braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 Wind Case- ASCE 7-98, C&C, V= 125nph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 H= 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 74 -680 BOT PIN Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -718 BOT H-ROLL -TC ... FORCE ... CSI 1- 2 -1746 0.34 2- 3 -1570 0.31 3- 4 -1144 0.30 4- 5 -1144 0.31 5- 6 -1570 0.32 6- 7 -1746 0.37 ..BC ... FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 15-0-0 15-0-0 1 2 3 5 6 7 n 4X6 30-M 00 r 7-10-3 0-4-3 T7� I 'L2 11 10 9 �1036# 3.50" 1036# 3.50" (Ro I1-11) I 30-0-0 (I Rp-11_ll) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis VVAKr41rW: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing 1s not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be conskiered by (he building destgber. Bracing shrn b for lateralsupport of truss members only to reduce buckling kngth. 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 HIS-91 of TPII. dress Plate institute. TPI, 0 located at 583 D'Onofrio Drive. Madison., Wisconsin 53719). JOB PATH: CATEE-LOKU00I/25MPHISUNlV Eng. Job: Dwg: Truss ID: E Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 2 RCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E1 ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ===_==========Joint Locations===========_=== This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on Information provided lrylbt cuf-daThe WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 any responsibtity for damages as a nsWt of agesias. result 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. Y 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 (auiy or incorrect tnfonnatlon.specifications Wind Case- ASCE 7-98, C6:C, V- 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the trvss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessorace""cy this Information It Support 1 616# Bld Type= Encl L= 40.0 ft W. 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of as may relate to a spe- elide project and accepts no responsibility or Support 2 714# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 990 61 -616 BOT PIN exeml.- no control wtth regard to fabrtca- AX MAXLIVE LOAD DEFLECTION: ct Resistant Coveri �a ng and/or Glazing Req 29-10- 4 1036 0 -714 BOT H-ROLL lion. handling, shipment and Installation of trusses. This truss has been designed asan L=-0.07" D=-0.07" T=-0.13 " ..TC... FORCE...CSI ..BC ... FORCE ... CSI individual budding component inacc larice"mh MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ANSI/TP1 1-1995 and NDS-97 to be incorporated as part or the building design by a Building T= 0. 06" _ Designer (registered architect or limiessional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10-19 1291 0.44 englneed. When reviewed for approval. by the T= 0. 03" 4- 5 -1144 0.30 9- 8 1513 0.48 building designer. the design loadings shown RMB = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 are in agreement with the local building codes. local climatic records for wind or snow bads, project specifiatons or special applied bads. Unless shown, truss has not been designed for storage or occupancy leads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a 15-0-0 15-0-0 maximum spacing of Itr-0- o.c. Connector plates shallbe manufactured from 20 gauge hot Ilk I 1 2 3 1 5 6 dipped galvanized sleep meeting ASTM A 653. Grade 40, unless otherwise shown. 0 O FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Ls I. conformance with the fabricator's plans and to realize a continuing responsibility for such ven- fica(lon. 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 rails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6" wile x 8" long. Slots (holes) run parallelto the plate length specified. Double- cuts on web members shall meN web at the centroid of the s unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain hand- Itngand/or erection stresses. Thla truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. for additional Information an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing b Bracing', HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisttng 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 truces shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of constructlon bads greater than the design loads shag no be applied to trusses at any (line. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. 4X6 8-3-2 0-41-3 —L_ 7-10-3 0-4-3 T7� 1 n n 30-0-0 12 11 10 9 990# 3.50" 1036# 3.50" le 30-0-0 �1-0-0 () RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 WAKNI111444 READ ALL NOTES ON THIS SHEET. Eng. Job: , LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: Truss ID: E1 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 3Z77I Braciig 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 des(gur. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 - (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions roust be BC Live 0.0 Psf O.C.Spacing: 24.0° l aC p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracing of the erall structure may be required. (see HIB-91 of TPI). BC Dead 10.0 Psi Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI, le located at 583 D'Onofrio Drive. Madison. Wisconsin 53'719). 1 Code Desc: FLA 1890 GREENBROOK CT.OVIEDO.FL32766 TOTAL 33.0 psf I V• 6 - 3 - 4 �.ucc-a,vnuvoouoMrniaurvly 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 responsibWty 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- cUtc project and accepts no responsibility or exercises no control with regard. to fabria- don, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance wilt ANSI/TPI I.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the datashown are in agreement with the local building codes, local dtmatic records for wind or snow bads, project specifications or special applied (cads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ally braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rtod ceiling, they should be braced at a maxtmum spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvamzed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify thatthis drawing is in conformance with the fabricator's plans and to reallm a continuing responsibility for such vai- f cation.. 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 (lttlng wood to wood hearing. Con- nector plates shall be located on both faces of the fetes with nails fully imbedded and shall be sym. abort the Joint unless otherwise shown, A Sx4 plate is 5- wife x 4" king A 6x8 plate Is 6` wide x 8" long Slots fhoks) run parallel to the plate length specified. Double cuts on web member shall meet at the centroid of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces shown and may need to be increasedfor certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated )umber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI i-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bmch<. HIB-91. Trusses arc to be handled with particular care. during lbandingi and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting latent forces shall be designed and installed by others. Careful hand- Ung is essential and erectionbracing s always required. Normal precautionary action for trusses requires such temporary bracing during InstaUatbn between trusses to avoid toppfinq and donif—ing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of tosses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design toads shall notbe applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION- T= 0.03" RMB = 1.00 0-3-14 WO: SUNIV 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, CBC, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: F QTY:2 ==============Joint Locations============_== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 HOT H-ROLL 9-10-13 1 2 3 24 3-9-14 1 I 9-10-13 1 I 5 209k 4.95" 42.50 423# " (�2 r (111-6-0) a. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 9-10-13 wAKNlNU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Ls not erection bracing. wind bracing, portal bracing nr similar bracing which is apart of the. building design andwhich must be considered by the building designer, 89 shown Is for lateral support of truss members only to reduce buckling length. Provisions must Mrs<In made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPiI. (truss Plate ImUtute, TPI, is located at 583 D'Onofno 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 osf scale = 0.4873 Truss ID: F Date: 6-18-02 DurFac - Pit: 1.25 _ O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design: Marrir Armfvsis HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The destgne, disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this mfonnatfon as R may relate to a spe- e tc 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 wit ANSI/TPI 1-1995 and NDS-97 to be incorporated as par of the building design by a Building Designer (registered architect or professional eng n.ert. When reviewed for approval by the bWldhtg designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local of at atic records for wind or snow loads. projectspecifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top m bottom) are continu- ously braced by sheathing unleas otherwise specified.. Where bottom chords in tension arc not fully braced laterally by a. properly applied rWd cellfng, 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 conforance with the fabricators plans and to realize a continuing responsibility for such vert- fkatior. Any discrepancies are to be put In writing before cutting or fabrication. Plates shalt not be installed Over knotholes, knots or distorted grain. Members shag be nit for tight fitting wood to wood bearing. Con- nector plates shall be located m both. faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wile x 8" long. Slots (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the toms shown and may need to be Increased for certain hand- Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addhlonal Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling installing R Bracing'. H18-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required- Normal p-tionnary action for trusses requires such temporary bracing during installation between busses to avoid toppling and dommoing The supervision of erection of trusses shall be under the control of persons experlenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appliedto trusses al 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. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONVECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0-3-14 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. 125aph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 TI: F 1 ATY:2 __============Joint Locations========_______ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. RHACrIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-loot Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 1 2 3 F 4 2424 3-9-14 I I 9-10-13 5 4 215# 11.31" 417# 2.50" 1-6-2 (R1-6-0) art 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 GREENBROOK Cr'.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 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 shownis 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 II16-91 of TPI). (Truss Plate institute. TPI, is located at 583 D'Onofrto Drive. Madiso). Wisconsin 5371% scale = 0.4873 Eng. Job: . SUNIV Dwg: Truss ID: F1 Dsgnr: TLY Chk: Date: 6-18-02 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 psi V: 02.02- 13807- 44 .�� ...ur,r.-r,vn vvuautrmrn w�rvir 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 respotssibntiy for damages as a result of faulty or incorrect htformaton, specifications and/or designs furnished to the truss designer by the client and the correcGress or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handhng, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSi/7M 1-1995 and NDS-97 to be lrcorporated u part of the building design by a Building Designer (registered architect or professional en0neer)- When reviewed for approval by the bu8ding designer. the design Im lings shown. mUSt be checked to be sure that the data shown are In agrtement with the local building codes. local cis tic records for wind or snow loads. protect 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. When, bottom chords in tenslon are not fully braced laterally by a prrperly appied rigid ceding,raced at a. they should be b maximum spacing of I ae-O" o.c Connector plates shall be numufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabd atlon. the fabricator shall review this drawing to verify that this drawing le in connfomnance with the labrteator's plans and to realize a continuing responsibility for such ven- fkation. Any discrepancies art to be put in a-rting before cutting or fabrication. Pies shag not be installed over knotholes. knots or distorted grain. Members stag be all for fight fitting wand to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be SM. about the Joint unless otherwise shown A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain band_ ling and/or erection. stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional inf..Uon on Quality Contmi refer to ANSI/T'PI 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed in accordance with 'Handling bnstalling & Bracing•, HIB-91. Trusses are to to handfed with particular care during banding. and buo ding, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and kutalted by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses mqulres such temporary bracing during hub illation between busses to avoid toppling and damanoing. The supervision of erectlan of trusses stag be under the control of persons experienced In the Installation of trusses. Professlenal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I 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, CRC, V= 125mph, H= 21.0 ft, I- 1.00, RV -Cat. B, Kzt= 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 4-3-15 0-14-3 —L ON WO: SUNIV WE: Analysis based on Simplified Analog Nadel. 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 TI: G 9TY:9 ==---- ==Joint Locations.-----, 1) 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ---MAX. REACTIONS PER BEARIIdG LOCATION----- X-Loc 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 1 2 0 Connection designed by others. 3-10-3 Attach with (2) 10d Toe -Nails 7-0-0 4 3 281# 3.50" 151/t 2.50" (� I-1- I _ 82# '50" -B 7-0-0 6I r (R1-1-7) C/L: -10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 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: Mard Analysis TW,KKrA1N41: 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 o, 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 to agkd. kxations determined by the budding designer. made to anchor lateral bracing at rods and sp Additional bracing of the Overall structure may be required. ee (SI IIB-91 of TPI). fTmss Plate Institute. TPI. Is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKUOBS 125MPHISUNIV Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: G Date: 6-18-02 DurFac - Pit: 1.25 - O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component andhas been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no, responsWWty, or exer lses no control with regard to fabrka- tlon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance wgi ANSI/TYI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow bads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The designassumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a properly applied rigid ceding, they should be braced at a maxtmum spacing of 10'-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gram. Members shag be cut for tight ,filing woodto wood bearing Con- nector plates shag be located on bothfain of the truss with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrwd 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/a, erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I.-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shag be designed and installed by others. Carefulhand- ling is essential and erection bracing s always required.. Norval 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 m the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chorus 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 4-3-15 0-4-3 A_ 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 Ti: GI ATY:5 _ = == ==Joint Locations=====_________= 1) 0- 6- 8 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 6.00 3-10-3 7-0-0 Ilk 4 3 281# 8.0011 151ii 2.50" L 1-1-9 -L 7-0-0 82# .50" (" (R1-1-7) C/L: 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 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 1690 GREENBROOK CT.OVIEDO.F1.32766 wAKNINW READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of 1Yg. (7l'rrss Plate Institute. TPI, is located at 583 D'Onofrfo Drive, Madison. Wisconsin 53719). Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Eng. Job: WO: S' Dwg: Truss ID: G1 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" - BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13809- AA - NCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUN IV WE: DESIGN INFORMATION This designis 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, spectfiratio and/or designs furnished to the truss destgner by the client and the correctness or accuracy of this information as K may relate to a spe- c1fk project and accepts no responsibility or exercises no control with regard to fabrics- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance wd ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the bndldtng design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the datashown are in agreement with the Loral building codes, local climatic records for wind or snow loads. project speMcations or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I(Y-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance withthe fabricators plans and to realize a continuing responsibility for such ven- 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 shad 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 shad be sym. about the joint unless otherwise shown- A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shallmeet at the centmid of the Webs unless otherwise shown. Connector plate sizes are miNvuum sizes based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling installing & Bracing'. RIB-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 tresses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ting is essential and erection bracing is always requlmd. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of tresses shall be under the control of prisons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad no be applied to trusses at any time. No leads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is canpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are asstmted 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= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L--0.10" D= 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 W 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 QTY: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- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 Q 2-10-15 5-1-8 4 3 219# 3.50" 110# 2.50" 1I-1- T 5-1-8 50'r EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports VVAKIVIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: Marondd Syste111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORU, FL. 32771 Bracing shown on this drawing is not erection bracing . wind bracing, portal bracing or similar bracing Which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified kx:atiors determined by the building designer. Additional bracing of the overall structure may be required. (See IIiB-9I of TPd. BC Dead 10.0 psf LICENSE #0050068 (rruss Plate lnstitute.'IPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cf.OVIEDO.1`1_32766 TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" - Design Criteria: TPI Code Desc: FLA ••• , - I— HCS: 06.02-02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H1 QTY:4 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, specs katfon s and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as itmay relate to a. spe- cific project and accepts no responsibility or exercises no control with regard to fabrka- tion. handling, shipment and installation of tresses. This truss has been designed. as an. Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approvalby the building designer, the design loadings shown must be checked to be sure that the data shown are Inagreement with the local budding codes. local climatic records for wind or snow loads. project speclfications 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 ailing, 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 lhs 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 wring 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 nals 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 T long Slots (holes) run parallel to the plate length specified.. Double cuts onweb members shall meet at the -ntrold of the webs unless otherwise shown. Connector plate sizes are minimum slim based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss Is to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection tecotumendations are to be followed In accordance with "Handling irstaHhV $ Bracing'. HIB-91. Tnssses are to be handled with particular cate during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shag be designed and Installed by others. Careful hand- bng 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 domdnoing. The supervision of erect"" of trussas shag 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 shag not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assuaged 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- 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" FM = 1.15 0-4-3 1 -- 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 ======_==te====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 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL Ilk t 5-1-8 (, 1 2 2-10-15 Attach with (4) 10d Toe -Mails Attach with (1) 10d Toe -Nails 5-1-8 Ilk 4 3 219# 8.00" 110f1 2.50' L 119 � 5-1-8 61A 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports scale = 0.6197 WAR IN : READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Mtdl'0nda SystemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss iD: H 1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf Durfae - Lbr: 1.25 SANFORD, FL_ 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or sundar bmacing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 _ O,C, Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral struss members of tmembers only to reduce buckling length. Provisions must be BC Live 0.0 psf P TOMAS PONCE P.E. made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of M). BC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 frmss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison., Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.0VIEDOXI-32766 TOTAL 33.0 psf V:Q . . 2- 13811 - 48 •b••. '.--- • ,...w.n., wo —In: t-:rtrr_LUAUVC3111JMrrrt3UN1V 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 discialms any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- rifle 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 tndh4dual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Deslgter (registered architect or professional engtneer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local chrmutle records for wind or snow loads. project spectficatlotts or special applied bads. Unkss shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top w bottom) are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of Ia-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrl atlon. the fabrtaitor shall review this drawing to verify that this drawing is ur conformance with the fabrleatofs plans and to realize a continuing resporuibWty for such vert- fieation. 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 (or tight filling wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully Unbedded 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. Doubk cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slur are minlmum 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 hunter unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Allbracing and erection recommendations are In be followed In accordance with "Handling Installing & Bating'. HIB-91. 'Musses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installedby others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amid toppling and dommotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectom shall be applied to trusses until after all fastening and bmcmg is completed. JB 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= 125ag1h, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl 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 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 EXCEPT AS SHOWN PLATES (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cf.OVIEDO. FL32766 WO: SUNIV 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 TI: I 9TY:4 __ ===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- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 6.00 3-1-8 r / 4 3 154# 3.50" 67# 2.50" 1-1-9 (R1-1-7) Br 3-1-8 37N 2 0' C/L: 0-4 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eug. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 1 CONTRACTOR. Dsgnr: TLY Chk: I Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing sbown on this drawing is not erection bracing, wind bracing. portal bracing or similar bating which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 - shown is for lateral support of truss menders only to reduce buckling length. Provisions must. be BC Live 0.0 p O.C.Spacing: 24.0" psi made to anchor lateral baring at ends and specified locations determined by die building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPp. BC Dead 10.0 psf Design Criteria: TPI frmss Plate Institute. TPI, is located at 583 D'Ono(no Drive. Madison. WLsconslit 537191 Code Desc: FLA TOTAL 33.0 psf _ V:06.02.02- 13812- d9 ••-- •---�•-� — I—. t-.soon--r,vnvvnw��arm�urvfv HCS 045.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infarmation provided by the client. The designer dtscl hots any responsibility for damages as a result of faulty or incorrect information. speclikations 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- elfte project andaccepts no responsibility or exercises no control with regard to m fabrf- tfon, handling, shipment and installation of to , This truss has been designed as an tndmeual building conponeM in accordance with ANSI/TPf I-19%and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional eng teed. When reviewed for approval by the budding designer. the designloadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage m occupancy lends. The design assumes compression chords (top or bow tto tl am continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tensionam not fully braced laterally by a property applied rigid ceding. they should be braced at a maximurn spacing of 10'-0- o.c. Connector plates shad 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 shaft review dr awing rawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responslblFlty, for such verl- ficatton. Any discrepancies are to be put in. writing befom cutting or fabrication. Plates shall not be installed over knotholes. (mots 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 (hotes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrod of the webs unless otherwise shown. Connector plate sizes am WhIlmum sites based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Dumber unless otherwise shown. For additional Information on Quality Control mfer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendatbns are to be followed in accordance with "Handling installing & Bradttg". HIB-91. Trusses 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 pos- Itlen and for resisting lateral forces shall be destgned 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 trussc 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 thanthe design loads shall not be applied to trusses at any time. No loads other than tine welght of the erectors shad be applied to trusses until after all fastening and bracing 1s completed. JB: SUNBURY I 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, H= 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 3.1 ft Truss in EIM 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 24-11 0-4-3 WO: SUNIV 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 1 288# Support 2 176# Support 3 26# .TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 QTY:4 =- ===========Joint Locations======_ ======= 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAR. 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 BOT H-ROLL II 1 - 3-1-8, 6 0000 3-1-8 F / 4 3 154# 8.00" 67# 2.50" L 1-1-9 B� 3-1-8 37# 0" j' (R1-1-7) C/L: 0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPL 1-1995 Over 3 Supports L14aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OViEDO-F L32766 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 11 CONTRACTOR. Dsgnr: TLY Chk: I Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this dewing Is not erection bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is apart of the building design andwhich must be considered by the building designer. flncing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 p5f _ O.C. Spacing: ^ ` I� g• 2A.Or, made to anchor lateral bmctng at ends and specified loratprrrs determined by the building designer. Additional bmctng of the overall structure may be, TP required. (See HIB-91 of B. BC Dead 10.0 Rsf Design Criteria: TPI frruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wfsconsin 537191. Code Desc: FLA TOTAL, 33.0 psf V:06.02.02- 13813- 50- .moo r.rr,n. ­J C-wnu(lna11LJMrn1aUN1V HCS: 06.02.02 SUNBURY I AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION Thls design b for an Individual building component and has been based m Information provided by the client The designer disclaim any responslbdtty for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and —pis no responsfbfWy or exercises no control with regard to labrica- tlon. handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance wit] ANSI/'IPI 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 sum that the data shown are in agreement with the local building codes. local clinatic records for wind or snow loads. projectspectflestfons or special applied loads. Unless shown, truss has not been designed for storage. or occupancy loads. The design assumes compression chords ]top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom. chords Intension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Membersshallbe cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with naps fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown.. Connector plate sizes art minhnum 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 f11"'ed with fire retardant treated lumber unless otherwise shown. For additional bdonnation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection neonmendations an to be followed In accordance with 'Handling Installing & Bracing'. HID-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ItIon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for muses requfm 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.. Conoentratlon of construction loads greater than the design lands 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, 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 Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L,e 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 1 166# 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 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 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1 21 6.00 0-10-15 PEI N 1-1-8 4 3 89# 3.50" 25# 2.50" 1-1-9 1-1-8 13# 2. " EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI I-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 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown mn this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling. length. Provisions must be made to anchor lateral bracing atends and specified locations determined by the budding designer. Additional bracing of the overall structure maybe required. (See NIB-9l of Tpll. (Truss Plate Institute. TPI, is located at 5&9 D'Dnofno Drive. Madison. Wisconsin 537191- Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead BC Live BC Dead TOTAL Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Truss ID: J Chk: Date: 6-18-02 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 nsf vnA ne nn_ 11and n El. n..;.,-. ­ .--r.... HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design. Is for an tndtvtduai building component and has been based on information provided by the chent, The designer disclaims any responsibility for damages as a result of faulty or Incorrect information.. specifications and/or designs furnishedto the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and tnstallatlon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI I A M and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the localbudding codes, local climatic records for wind or snow loads, Project speciliicauons or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-(- 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 with the fabrleator`s plans and to reallm a continuing responsibility for such verf- 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 (or tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. 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 parades 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 sloes 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 Humber unless otherwise shown. For addtuorW rm infoation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accrrlanoe 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- Mon and for resisting lateral forces shall be designed and installed by others. Careful hand- hng 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 shad be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to uusss until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.001 D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.001 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 N= 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 -2 0.02 TI: J 1 ATY:4 ==----- -- ===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 -65 TOP PIN 0- 4- 0 88 31 -166 HOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# �tL 1-1-8 L 1 2 6 0000 0-10-15 4 3 89# 8.001n 25# 2.50" ( 1-1-8 l-1- I 1 ( ° EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY 4005 MARONDA WAY BRACING WARNING: TC Live SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead (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 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined try the building designer. Additional bracing of the overall structum may be required. (See H16-91 of TPI). BC Dead LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison, Wiscorsun 537191 IM GREENBAOOK Cr.OVIEDO.M32766 TOTAL Attach with (1) lOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Truss ID: J 1 Chk: Date: 6-18-02 16.0 psf DurFac - Lbr. 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf 10.0 psf O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA 33.0 psf V:0 _,02.02- 13815- 5 +vo rnrr. a,.ucc-c.vnuvnantosirrzn�urvty HCS: 06.02.02 SUNBURY I WO: SUNIV 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 inconird information.. specl6cattons and/or designs furnished to the truss designer by the client and the correctness - accuracy a this Information as It may relate to a spe- c➢ a project and accepts no responsibility or exercises no control with regard to fabrica- Uon. handling, shipment and Installation of trusses. This truss has been designed. as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineed- When reviewed for approval by the budding. designer, the design. loadings shown must be checked to be sure thatthe datashown arc in agreement with the local budding codes. local climatic records for wind or snow loads. Project specification or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise speclned.. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng. they shouldbe braced at a maximum spacing of I (Y-a' 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 shall review this drawing to verify that this drawing is in cordormance with the fabricator's plans and to realize a continuing responsibility for such ven- flcation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shall be cut for tight 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.. aboutthe joint unless otherwise shown.. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is G 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. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing & Bracing'. HIB-91. Trusses are to be handled with parui tar 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 forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary actionfor trusses requites such temporary bracing during installation between trusses to avoid toppling and do«nmomg. The supervision of erection of trusses shad be under the control of persons experienced In the buta➢ation of lasses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until 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" RMB = 1.00 r 4-3-15 0-4-3 T7� I 1111-9� (R1-1-7) I EXCEPT AS SH �Maronda S 4005 MARO SANFORD,t- (407) 321-0064 F TOMAS PONCE LICENSE #0050068 1Ir90 GREENBRGGK Cr.O Fax 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 TI: K ATY:i ---- ---======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 7-0-0 7-0-0 1 2 5 6 6.00 5X10 SXIO �00 21-0-0 11 10 9 8 1447# 8.00" 1447/t 8.00'r 21-0-0 430N 430# OWN PLATES ARE TL20 GA TESTED R ANS11TPI 1-1995 WARN : READ ALL NOTES ON THIS SHEET. Eng. Job: � etamc A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss I CONTRACTOR. Ds�: Date: BRACING WARNING: DurFai NDAWAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing DurFa L. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing O.C. (407) 321-3913 shown Is for Lateral support of truss members only to reduce buckling length. Provgions must be made to anchor lateral bracing at ends and specified t-ttons determined by the building designer Desla P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TP11. (Truss Plate Institute. TPL is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code AFDO.Pl.32766 TOTAL psf V: .0 JOB PATH: C:!TFF.-LOKUO8S112SMPH!SUN/V seer. SIC TLY Chk: TC Live TC Dead BC Live BC Dead 16.0 7.0 0.0 10.0 33.0 psf psf psf psf 3-10-3 0-4-3 T7� I le = 0.2880 D: K 6-18-02 c - Pit: 1.25 _ Spacing: 24.0" n Criteria: TPI Desc: FLA i I ' JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L QTY:1 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specM-Uons and/or designs funiNhed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cffic project and accepts no responsibility or rcises exeno control with regard to fabric- tin. handling shipment and Installa.tlon of trrtsses. This truss has been designed as an irxtWW al building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celhng. 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 ASCM 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 mallw a continuing responsibility for such verl- flcaUon. Arty discmpancles are to be put in writing before cutting or fabrication. Plates shall not be installedover knotholes. knots or distortat grain. Members shall be cut for tight filling wood to wood bearing Con- nector plates shall be located on both faces of the mass with nails 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 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 sfzes based on the forces shown and may need to be Increased for certain hand- hrng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations ate to be follmved in accordance with "Handling installing & Bracing". Hls-9l. 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 straightandplumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- Ifng Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during bnt.&ti.n between trusses to avoid toppling and dominoing The supervision of erection of trusses .lull be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shallnot be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and 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 MULTIPLE LOADS -- This design is the cculposite 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, Rzt= 1.0 Bld Type= Encl L- 40.0 ft We 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=:e=======_ 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 BEARING 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 9-0-0 k 3-0-0 9-0-0 Ilk 1 2 1 14 5 6 6 0000 00 4X8 4X6 21-0-0 10 9 g 745# 8.00" 745k 8.00rr 1--y �e 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: TC Live 16.0 psf BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or similar bracing TC Dead 7.0 psf which is a part of the building design and which must be considered by the building designer. Bracing shownis for lateral support of truss members only to reduce buckling length. ProwL ions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locatlons determined by the building designer. Additional bracing of the overall structure maybe required. (.See HfB-91 of Tpil. BC Dead 1U.0 f Ps (Truss Plate institute. TPI. is locafed at 583 D'Onofrio Drive. Madison, Wisconsin 537191. 4-10-3 0-4-3 A_ I 119 (R1-1-7) scale = 0.2880 Truss ID: L Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA TOTAL 33.0 uesrgrs: mmrrz Anoysis JUlf PAIH: (,Alttd.OKVU851lZ5MPHISUN1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M QTY:5 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 4) 15- 5-12 7) 10- 6- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 provided by the client The designer disclaims anyyoricorrey mtionges asareauli of continuouslybraced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 infrfor incorrect [nfarmatbn, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ACE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- and/oror and/or designs furnished to the truss designer support 1 549# H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 2 581# Bld Type= Enel L= 40.0 ft W= 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN of th6 information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: is INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL ciBc projectand accepts no responstbdny or exercts s no control with Ord to f brtca- L/999 Impact t Resistant Covering mad/or Glazing R g ng eq taus handling,shipment and L=-0. 03" D=- O. 03" T=- 0. 05" dinstallationigneot trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE...CSI ..BC...FORCE...CSI individual building component in accordance with T- 0.03" 1- 2 -1083 0.37 8- 7 927 0.50 ANSI/TP11-1995and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50 as part of the building design by a Building T= 0.01" 3 - 4 - 827 0.27 Designer (mustered architect or professional engneed. when reviewed for approval by the R1lIg = 1.15 4- 5 -1083 0.40 building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes. local chmatic records for wind or snow leads. project specifications or special applied loads. Unless shown. truss has not beendesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a 10-6-0 10-6-0 maximum spacing of 10'-O' o.c. Connector places shall be manufactured from 20 gauge hot 1 2 4 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 6.00 -6 0000 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- ftcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for tight fluting wood to wood bearing. Con- nector plates shall be locatedon 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 meetat the centrold of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing is Brachtg". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Nomial precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dombwing The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. 6-0-15 0-4-3 4X6 21-0-0 Ilk 8 7 6 745# 8.00" 74FB 8.00" 1-1-9-9� � ( (R1-1-7) I I 21-" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 rMaronda 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 on this drawing is not erection bating. wind bracing, portal bracing or similar bracing which. Is a part of the building design and whichmust be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must he made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HI13-91 of TPI). rrruss Plate Institute, TPI. is lasted at 583 D'Onofrio Drive. Madison. Wisconsin 537191. 5-7-3 0-4-3 11-9 (R1-1-7) scale = 0.2880 Eng. Job: WO: SUNIV DWg: Truss ID: M Dsgnr: TLY Chk: Date: 6-18-02 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 Dsf vnA no n,3- van i o_ cc - -�••a••- •••••••� �••+�>>�• ,vo rnrn: t,:ucc-LtiAtJVtlJVUMYrIJUNIV HCS: 06.02.02 I I I JB: SUNBURY 1 AC: WO: SUNIV WE: TI: P QTY:4 I DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibuity, for damages as a result of faulty or incorrect information. specification 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- cilic projectand 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/TPf 1-1995 and NDS-97 to be Incorporated — hart of the building design by a Budding Designer (registered architecto 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 wish the local building codes, local climatic records for wind or smow loads. project specifications or special applied bads. Unless shown. 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. Where bottom chords in tension are mat fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanlred steel meeting. ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, thefabricator shag 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 installed over knotholes. knots or distorted gram. Members shall be cut for tight luting wood to wood hearing. Con- nector plates stall 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" wide x 8" long. Slots (hales) nun parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are mfnimmu sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recoatmendallons are to be followed in accordance with "Handling installing 8: Bracing". NI5-9I. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itoru and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is eaaentlal and emotion bracing Is always required Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and do mining. The supervision of erection of trusses shall be under the control of persons experienced in the installation o(tnusses. Professional advice shad be sought if needed. Concentration of construction bads greater than the design bads shad no 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. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 (1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONI!I Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxi -inn reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTIONs T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB s 1.15 1X4 continuous lateral bracing attached with 2- iOd nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part La 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 4-1-8 1 2 0 I3X61 3-1-3 8X14 2X4 2X4 1 -7 3X4 11-2-3 8-1-0 8X14 a7 3-6-4 65 4 3 1518# 15.00" 144# 1.50" 1-1-9 4-1-8 GABLE STUD PLATES (0) 2X4 (R1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. MdrOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing SAN FORD, FL. 32771 which Is a part of the building design and which must be considered by the budding dnigner. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations deteradned by the budding designer. TOMAS PONCE P.E. Additional bracing of the wend structure may be required. (See HIB-91 of TP(l. LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.FL32796 === Joint Locations==min=====--__-_ 1) a- 0 s0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# scale = 0.1878 Eng. Job: WO: SUNIV Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" - BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13820- 54 Design: Morris Analysis JOB PATH: CATEE-LOWOBS1125MPHISUN)V HCS: 06.02-02 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on infomration provided by the client The designer disclaims any resporutbNty for damages as a mum of faulty or Incorrect Informattion, specificatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss bas been designed as an individual bulkh g component in accordance will ANSI/T'PI 1-190 and KDS-97 to be Incorporated as part of the budding design by a Building Designer (registeredarchitect 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 Inagreement with the local budding codes. local eikriatle records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not beendesigned for storage or occupancy loads. The design assuirnes 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 Hod ceding. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review thb drawing to verify that this drawing Is in confon sate with the fabncatoes 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 shallbe cut. for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with malls fully Imbedded and sham be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" Song. A 6x8 plate B 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web rnernbus shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are 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 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI t-1995 PRECAUTIONARY NOTES Ali bracing and erection recmmnendattons are to be followed in accordance with "Handling [asking & Bracing'. Ii1B-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- dion and for resisting lateral forces sham 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 during installation between lrmses to avoid toppling and dommom& The supervision of erection of trusses shall be under the control of persons esperienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any titre. No toads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 (1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION! I! Bearing block ends mthst meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximums reactions and proper 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- 0.01" RMB = 1.15 TI: P 9TY:4 ..... ===Joint Locations==== 1)Oa 0 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loot Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCH3Di1LE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 1 4-1-8 L, 4-1-8 3 -- CONTINOUS 6 00 -6 711V OSB SHEATHING "IitA 1YA ®IX4 continuous lateral bracing attached with 2- lOd nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding W. MULTIPLE LOADS -- This design is the composite result of miltiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W- 4.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 �3X ti=7. -12 0-?-12 0-7-4 I i I 14-74 6, 5 4 324# 15.00" 324# 15.001 �1.-1-9 I Q-1 7) f �- 8-3-0 GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LtMaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOR Cr.OVIEDO.FI-32766 Design: Matrix Analysis WAKNIN(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 bra..chig, wind bracing, portal bracing or sim(iar br cing which is a part of the budding design and which must be considered by the budding designer. Bracing shown I s for lateralsupport. 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. Additionalbracing of the overall structure may he required. (See HIB-91 of TPH. (Truss Plate Institute, TPi, is located at W D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH. CA7'EF--LOKUOBSI)25MPHISUN)V NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. 1-0-7 ATTACH IN FIELD USING 7/16" OSB SHEATHING NAILED W/8d NAILS (aif4.0" O.C. AT ALL CONTACT SURFACES scale = 0.1878 Eng. Job: WO: SUNIV Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr" 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02. 2- 1 820- 56- HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, speclfkations and/or designs furnishedto the truss designer by the client and the correctness or accuracy of this infonnatlon as it may relate to a spe. cffk project and accepts no responsibility or exercise 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/7PI 1-1995 and NDS-97 to be tocorpor-ated as part of the building design by a Budding Designer Registered architect or professional engineer). When reviewed for approval by the building designer, the deign loadmp shown must be checked to be sure that the data shown local are in agreement with the cal building codes. local climatic records for wind or snow loads. project specifications or speclal applied bads. Unless shown. truss has not beendesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords In tension are not fully braced laterally by a 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 galvanizedsteel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrfcation. the fabricator shall review this drawing to verify that this drawing is in mnfomuarnce with the fabricators plans and to realize a wntinuing responsibdity for such ved- f1 acfon. 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 fltting wool to wood bearing: Con. nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6" wide x 8" king. Slots (holes) run parallel to the plate Length specified. Double cuts on web rmecabers shall meet at the ccntruld of the webs unless otherwise shown. Connector plate slus are minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing'. 11I8-91. Trusses are to be handled with particular rare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mn and for resisting lateral forces shall be designed and installed by others. Careful hand- ttng is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and dommotng. The supervision of erection of muse shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T--0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.18" RMB - 1.15 a3 MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. A11 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= 30.0 ft Truss in 1Nr zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U ATYA __=== __== ===Joint Locations_______________ 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1= 1 12) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL Ilk 13-0-0 k 4-0-0 L, 13-0-0 1 2 5 6 6 0000 0d 3.00 I 5X6 5X6 3.00 12-10-0 1z 3-9-0 11 12-10-0 112 8 i 1042# 3.50" 11 1 1042k 3.50" 1-1-9-9 ( 30-M (R1-1-7) I le (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.2077 (!b!faronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE. #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 WKKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing,. portal bracing or similar bracing which is a part of the building design and which must be wrukdend by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling Length. Provisions must be grade to anchor lateral bracing at ends and spe tied locations; determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drivc, 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 1.0.0 psf TOTAL 33.0 Dsf Truss ID: U Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: AC: 10# UPLIFT D.L. SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cBent. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information. as it may relate to a spe- cillc project and accepts no responsibility or exercises no control with regard to fabrica- tion- handling. shipment and Installation of trusses. This truss has been designed as an Individual budding component in acconlance with. ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or prof -tonal engineer). Whcn reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, total truistic records for wind or snow lords. project specifications or spectal applied loads. Unless shown, truss has not been designed. for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid terming, they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shallbe 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 caritlnuing responsibUity for such veri- (katlon. Any discrepancies are to be put tn. writing before cutting or fabrication. Plates shall notbe totalled over knotholes. knots or distorted gram. Members shalt be cut for tight fitting woodto wood bearing. Con- nector plates shalt be located on both faces of the truss with na11s 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 (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmlmurn sizes based on the forces shown and may needto be increased for certain hand- ing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with "Handling fnstatling @ Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery andinstallation to avoid damage. Temporary and permanent bracing for holding trusses In a. straight and plumb pos- Kfon and for resisting lateral forces shall be designed and installed by others.. Careful hand- ling is essenttal and erection bracing is always required. Normal precautionary action for trusses mWires such temporary bracing during installation between trusses to avoid toppling and dommoing The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. professional advice shall be sought If needed.. Concentration of construction loads greater than the design bads shall. not be applied to trusses at any tune. No toads other than the welgiot of the erectors shalt 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: 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" We = 1.15 6-3-15 0-4-3 T7� I 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- 125mph, 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 ..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 TI: V CITY:1 ====== _ =====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) IS- 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 BaT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 11 8-0-0 11-0-0 i 2 4 6 7 6 0000 �-10000 3.00 1 5X6 3X4 5X6 1 3.00 5-10-3 0-4-3 0-3-8 038 10-10-0 7-9-0 10-10-0 3 12 11 1. 9 1042# 3.50" 1042# 3.50" 1_-1�-9� ( 30-" �e 1--1-9- (111-1-7) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 • Maronda Systems WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: W Truss ID: V Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 Psi DurFac - Lbr: 1.25 SANFORD, FL. 32771 407 321-0064 Fax 407 321-3913 Bracing shown on this drawing is not erection bmctng, wind bracing, portal bracing or similar bracmg which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support truss TC Dead 7.0 psf BC Live 0.0 DurFac - Pit: 1.25 n O.C. Spacing: 24.0 Pa ( ) ( ) of members only to reduce buckling b length. Provisions, most b< PSC TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specdied locations determined by the building designer. Addition Additional bracing of the overall structure may be required. (See HIB-91 of T?d. BC Dead ]0.0 Ps C Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI, is located al 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.OVIEDO.rL32766 TOTAL 33.0 PsC V:0 .02 2- 1 822- 5 •• - +.�.+ •�...r. a,.ur.c-a.vnuvaortomrn+avmr HCS: 06,02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = = =====Joint Locations_===_=___==____ =0- This design is for an individual building component and has been based on information HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 cotu>posite result of multiple loads. 1_) 0- 0 5) 21- 0- 0 9) 20-10- 8 by the client- Thedesigner 2x4 #2 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 anyproreed "iiL of airy respons{b{d1 for as, SP 3,5 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 faulty or incorrect information. specifications Wind Case- ASCE 7-98, C&C, V. 125aph, 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 BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy of this information as it may relate to a spe. Support 1 781# Support 2 819# Bld Type- Encl L. 40.0 ft W= 30.0 ft Truss X-LoC Vert Horiz Uplift Y-Loc Type cdfc project and accepts no respomilbil ty or exerrises no control with to fabrics- [ (LIVE LOAD DEFLECTION: in INT zone, TCDL- 4 . 2 s f , BCDL= 6 . 0 P psf Impact Resistant Covering and/or Glazing Req 0- 1-12 1042 92 -781 HOT PIN 29-10- 4 1042 0 regard tion, handling, L/999 -819 BOT H-ROLL 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/TPI 1-1995 and NDS-97 to be incorporated T= 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 as part of the building design by a Budding Designer (registered architect or professional MAIL HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 engtneer). Whenrevtewedforapprovalbythe T= 0.19" 4- 5 -3163 0.56 9- 8 2955 0.76 budding designer. the design loadings shown. = RMB 115 5- 6 -2945 0.55 must be checked to be sure that the data shown . 6- 7 -3246 0.68 arc in agreement with the Loral budding codes. local climatic records for wind or snow loads. projectspedJf cawns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by. property applied rind 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 ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbdtty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be hnstaued 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 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" 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 fort- 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 fnformalion on Quality Control mfer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance wtth "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a. straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection. bracing Is aiways 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 b of construction ads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing. is completed. T 5-3-15 0-A14-3 9-0-0 12-M 9-0-0 1 2 4 6 7 3.00 I 5X6 2X4 5X6 13.00 4-10-3 0-4-3 T7� 1 0-3 ik 8-10-0 11-19-0 8-10-0 1 11 10 l 1042# 3.50" 1042# 3.50" 1-1�9 f ( 30-0-0 1-1-9 le (�R117) 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 1890 GREENBROOK t.7.0VIEDOXI-32766 VVAKNfNCr: 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 bmchrg 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 mernbers 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 IfIB-91 of TPd. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: W Date: 6-18-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the = ==== _====Joint Locations========__=== This design is for an individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0 0- 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based on information provided by the client The designer disclaims BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 any responsibility for damages as a result of WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) IS- 0- 0 7) 24- 9- 0 faulty or incorrect information. specifications 2x4 SP #2 2,4 Design based on 2-ply laminated Bot chord. 4) 25- 0- 0 8) is- 0- 0 and/or designs furnished to the truss designer 2-PLY TRUSSI fasten w/3"X 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. ciftc projed and accepts no responsibility or TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLiq To —cot.- no control with regard to fabrics- Distribute loads equally to each 1 a Y 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 Ilan. 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 ANSI/TPI I-1995 and NDS-97 to be incorporated Support 1 766# Support 2 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 design by Budding aspart crthe tiered architect Designer (registered a professionalvathe MAX LIE LOAD DEFLECTION: ..TC.... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -33 BC Vert L+D -20 5- 0- 0 -33 25- 0- 0 -20 25- 0- 0 30- 0- 0 wed fa a entQneeti. tYtten reviewed for approval by the L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location building designer. the design badings 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 are lnagreement with the local building codes, local climatic records for wind or snow loads. T= 0•Z9" MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER HEARING LgCATION__-__ project specifications or special applied bads. T. 0.14" X-Lac Vert Horiz Uplift Y-Loe Type Unless shown. truss has not been designed for 0- 1-12 1684 0 -766 BOT PIN storage or occupancy loads. The design assumes compression chords (top or bottom) are eontlnu- RMB - 1.00 29-10- 4 1685 0 -766 BOT H-ROLL ously braced by sheathing unless otherwise speeded. Where bottom chords in tension an not fully braced laterally by a properly applied rigid ceding. they should be braced at a ma;dmum spacing of lo'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvarttred steel meeting ASIM A 653. Cede 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 an to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shad be cut for tight fining wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4• long. A 6x8 plate is 6• wide x 8" long. Slots (holes) rum. parallel to the plate length specified. Double cuts on web members shad meetat the centrotd of the webs unless otherwise shown. Connector plate sins 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 addalonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance with 'Handling Installing R Bracing'. HIB-91. Trusses an to be handled with particular ore during banding and bundling,delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a. straight and plumb pos- 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 misses requires such temporary bracing during installation between trusses to avoid toppling and damning The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the designtoads 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. 3-315 04-3 Z-PLYS REQUIRED 11, 5-0-0 20-0-0 5-0-0 1 3 14 5 0-3-8 � 3.00 I 8X10 1OX10 Rxin -6 0000 3.00 03-8 ik 19-6-0 11 4-11-8 1 8 f 1685# 3.50" 1685k 3.50" 1-1-9 30-0-0 �1-1-9 EXCEPT AS SHOWN PLATES ARE tL2196# 0 GA TESTED PER ANSI/TPl 1-1995 scale = 0.2077 T 0-4-3 2-10-3 (Maronda Systems 4005 MARONDA WAY SANFORD, rL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 wAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn on this drawing is not erection bracing, wind hmcing, portal bracing or similar bracing which Is a partof the building designand which must be considered by the building designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Prrnlsions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrmss Plate Institute. TPI, is located at 583 D'Onofria Drive. Madison, Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: X Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf vnA m n,3_ i,2Qnv &. ..... ,.,,,,. HCS: 05.02.02 DESIGN INFORMATION This design le for an individualbudding component and has been based on Information provided by the client. The designer disclaims any respons"Ity for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the buss designer by the clientand the correctness or accuracy of this information as it may relate to a spe- cifk project and accepts no responsibility or exercises no control with regard to fabrica- tion.. handling, shipment and Installation of trusses. This thus has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local clhmatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not beendesigned for storage or occupancy loads. The design assumes compression chords (top or bottorn) are continu- ously braced by sheathing unless otherwise Specified . Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced ata maximurn spacing of 10'-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvant d steel me.Ung 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 verf- flcatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shallnot be Installedover knotholes, knots or distorted gain. Members shall be cut for tight fluting rood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A frx8 plate is 6" wide x 8" long Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sties are minimum sizes baud on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing, HIB-91. Trusses are to be handled withparticular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phmnb pos- nion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobhg The supervision of erection of trusses shag 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 loadsshag not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and. bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION( T- 0.09" IMB = 1.00 0-3-15 1 e SUNIV 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, CSC, V. 125s1ph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 TI: Y ATY:2 _ ===Joint Locations=====__________ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Hariz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 7-0-14 1 2 4.24 2.12J 0-4-15 6-7-15 4 3 95# 4.95" i 9-U 2-s(I" 1-6-2 0.10 Ee (R1-6-0) 7-014 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 GREENBROOR Cr.OVIEDO.FL32766 scale = 0.6346 WARNINGS READ ALL NOTES ON THIS SHEET. " Eng. Job: WO: SU IV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design and which must be consideredby the building destgmer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 Psf O.C.Spacing: 24.0" p made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of ml. BC Dead 10.0 f Design Criteria: TPI fr"ss Plate Institute. TPI. is located at 5&3 D'Onofrio Drive. Madison. Wisconsin 53719). Cade Dese: FLA TOTAL 33.0 psf 6.02.02- 13831- 65 - uesign: mono inatysis JUH TAM: CAILL-LUKU0651125MPHISUNN r+cs: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z QTY:I I DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 analysis based on Simplified Analog Model. _ _ __ ====Joint Locations====s==.==____. This design is for an individual budding BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0 9-15 3) 5- 0- 0 component and has been based oninforlation All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 Provided by the client The designerdisclaims continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages as a result. of Shim. or a if recess to achieve full faulty or Incorrect information, specdk twns �' supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to1,truss designer bearing. be marked on truss. Shim or wedge if 4-10-12 107 141 -274 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 215 191 -390 BOT PIN of this bnfonnaWnasRmayrelatetoa.pe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, CEC, V. 125mph, 4-10-12 58 0 -43 SOT H-ROLL cffic project and accepts no responslbdtty or Support 1 390# H. 21. 0 ft, I- 1. 00, Cat. B, Rzt- 1.0 exercises no control with regard to fabric- P tion., handling, shipment and installation of Support 2 274# Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss trusses. This truss has been designed as an Support 3 43# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf individual budding component in accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/TPI I-1995 and NDS-97 to be incorporated L/684 at Mid -panel # 1 as part of the building designs by a Building L=-0.09" D- 0.01" T=-0.08" ..TC... FORCE... CSI ..BC... FORCE... CSI Designer (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 engineer). When reviewed for approval by the building designer, the design Ica ltngs shown T- 0. 00" most be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the localbuilding codes. T- 0. 00" local climatic records for wind or snow bads. projectspecifications or special applied loads. RMB - 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise Ilk - specified. Where bottom chords in tension are j 2 not fully braced laterally by a property applied rigid ce88mg, they should be braced at a maximum spacing of IO'-O' o.c. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach with (4) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- flatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut. for Light fitting wood to wood bearing. Con- 3-3-15 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 0-4-3 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to 1-2-2 the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces shown Attach with (1) and may need to be increased for certain hand- 3X4 10d Toe -Nails ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Lumber unless otherwise shown. For addlUonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing" HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos. Eton 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 actionfor 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 prisons experienced In the Installation of trusses. Professional advice shalt 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 erecters shall be applied to trusses until after all fastening and bracing is cwnpleted. 3.00 I 0-3-8 L 4-8-8 4 3l 215# 3.50" 108# 2.50" 1-1-9 ale 5-0-0 59# 450" (R1-1-7) ( C/L: 4-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLfTPI 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 1890 GREENBROOK CT.OVIEDO.P1.31766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members ono, to reduce buckling length. P-0stons 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-9I of TPI). frruss Plate Institute, TPI. Is located at 583 D'Onofrio Drive., Madison, Wisconsin 53719). scale = 0.6314 Eng. Job: WO: SUNIV Dwg: Truss ID: Z Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: .02.02- 13832- 6 sr.. ."...r., --yr.r run rAln: t,:urc-i.vAvvnavoafrtft.)UrviP HCS: 06.0102 JB: 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 Inform itton. 3pecRt®ttons and/or designs furnished to the toss designer by the client and the mrreclness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibigty or exercises no control with regard to fabrfo- tion. handling, shipment and installation of trusses. This truss has been designed as in IndNkhtal buflding tmponent in accordance with ANSI/TPI I-I9% and NDS-97 to be Incorporated as part of the building design by a Building Desig+er (registered architect or professional engineer(. When reviewed for approval by the buddhig 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 specafmtiors or special applied loads. Unless shown, tress has not been designed for storage ar occupancy bads- The design assumes compression chords (top or bottom) are conHnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are rot fully braced laterally by a properly applied right ceiling, they should be braced at a maximum spacing of la-0" o.c. Connector Plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrt®tion. the fabricator sham review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing m sponstbWty for such ved- ficAlon. Any disoepanctes are to be put in writing before cutting - fabrication. Plates shalt not be Install d over knothol, l mots or distorted gain. Members shall be curt for tight Otong wood to wood hearing. Con- nector plates shag be located on both faces of the truss with malls fully imbedded and $bag be sym_ about the joint unless otherwise shown. A 5x4 plate s 5" wide x 4' long. A ex8 plate s 6* wide x 8- long. SW (holes) run parallel to the plate Iength specified- Double cuts on web members shag meet at. the centw6d of the webs unless otherwise shown. Connector plate sixes are mm"num alms based on the forces shown and may need to be Increased for certain hand- ling and/o erection stresses. This truss s not to be tabrtated with fire retardant treated lumber unless otherwise shown, For additional bdormatlon 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 Frandle! with partfeutar ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding fusses In a straight and plumb poa- alon and for resisting lateral forms shag be designed andinstalled by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for busses requires such temporary bracing during Instalation between trusses to avoid toppling and domtnah4 The supervision of erection of. tresses shag be under the control of persons experienced in the Installation of trusses. professional advice shall be. sought If necicd. Concenttaton of construction toads greater than the design loads shag not be applied to trusses at any time. No bads other than the weight of the sectors shall be applied to trusses until after an fastening and bracing Is completed. 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 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" De, 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccefposite 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, Ha: 21.0 €t, 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 Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z1 9.TYA __ ==Joint Locations====s: = ======= 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING; LOCATION----- X-Loc Vert Aoriz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 HOT H-ROLL 1 2' Q 3.00 0-3-5 0-10-0 4 3 89# 3.50" 25# 2.50" 1-1-9 13# 2,L" (1-1-9) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1 �t Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OV1EDO.FL32766 Design: Matrix A"afysis wwKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or sInnlar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is far haterai support of truss members only to reduce bucklingk be made to anchor lateral bracing at ends ands ugh" R1pt�ldin must ne Additional bracing of the overall structure maybe (See HiB-9l of Pl).eternarred by e building designer. fhuss plate Institute. TPI, s located at 583 D'Onafrio Drfve. Madison. Wsconsln 537191. Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 Attach with (1) 10d Toe -Nails Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: CATEE{0KV08SU25MPHISUNIV HCS. 06.02.02 DESIGN INFORMATION 'this design is for an individual building component and has been based on fralbrmatbn provided by the then!. The designer disclaims any realnonsdHhty for damages as a result of faulty or Incunrct tnformatton. specifications and/or designs furnished to the truss designer by the client and the correctness or accurary of this information as a may relate to a spr dAc pojed and accepts no responghttay or ere+elses m control with regard to fabrta- tionL handling, shipment and ustafisoon of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1%5 and NDS-97 to be lr=,ponted as part of the bullding design by a Building Designer Iregtstered architect or professional engtttacd. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ate in agreement with the Local building codes. 10=1 dimatic records for wind or snow loads. project specakattons - sp,tlal applied loads. Unless shown, truss has not been designed for storage or occupancy beds. The design assumes compression chords (top or bottomd are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are rot fully braced laterally by a Property applied rigid cetitn& they should be braced at a maximum spacing of I0--O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvarnited steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrkator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reslise a continuing responsibility for such ven- Ilcation. Any discrepancies are to be put in writing before cutting or fabrication. Plat" shad not be installed over knotholes, knotsor distorted grain. Members shadbe cut for light fitting wood to wood bearing. Con- necter plates shall be located on both faces of the truss with nails fully imbedded and shah be sym- about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 15-8 plate is 6' wide x a' long. Slots (hof—1 run Paraild to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown.. Connector pill, slue are minimwm sizes based on the forces shown andmay need to be increased for -ruin hand- ling and/or erection stresses. This truss is not to be fabricated with (he retardant treated lumber unless otherwise shown, For additional information on Quality Control refs to ANSI/TPf 1-1995 PRECAUTIONARY NOTES Alf bracing and erection recommendations are to be followed In accordance with "Handling instsaing & Bracing-, fff"t. 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 resistfng lateral forces shall be designed and Installed by otters. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses mquhes such temporary bracing during Installation between trusses to avoid toppling and domhotng. The supervision of erection of trsses stall be tinder the control of persons experienced In the Installation of trusses. Professional advice shall be sought itneeded. Concentration of const uctlon loads greater, than the design loads shall not be applied to trusses at any time. No Wads other than the weight of the erectors shall be applied to in,sses ntnta after all f teeing and bracing is completed. JB: SUNBURY I 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 - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the CCUIPOsite 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, Rzt= 1. -0 Bld Type= Enc1 L- 40"0 ft W= 3.1 ft Truss in SND zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCK — CSI ..BC! ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTYA =_ = ==Joint Locations=====-======-== 1)Oa 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 0-10-11 -38 3- 1- 8 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Lot 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 6.00 1-2-7 0-8-8 1 3.00 I 0-3-$ 2-10-0 4 3 II 199# 3.50" fa 1-1-g 65�1#12 ' o0" -9 I3-1 8EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/0-4 �!anonda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 3214WA Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1590 GREENBROOK Cf.(MEDO.FL32766 Design: Minn& Amtysis 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 bracbrg, portal bracing or similar bracing wlnkh Is a part of the building design and whkh must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions mustbe made to anchor lateral bracing at ends and specified locations deterinined by the building designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPI). (boss Plate Institute, TPI, Is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. JOB PATH: C.'17F-E-LOKUOBSIf25)4PRISUNfV Eng, Job: Dwg: Dsgnr: TLY Chk: Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails TC Live 16.0 psf TC Dead 7.0 psf BC, Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynoids 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: Agency Initials/Date Agency •Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,, City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 PAGE 29 ad A °a "aa ` d d`% FASTENERS FOR CAULK TDP OF MULL # 10 X 3/4" TEK SCREW - WINDOW JAM i i WINDOW J i HEAD 7/8" 0 lx3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 5/8" 800 LB. MAX CAPACITY WINDOW JAMB 7/8" lx3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) #j10 x 3/4" t - TEX SCREW I 1 I WINDOW i SILL CAULK BOTTOM - 3/8"MIN. OF MULL + �" — _ PRECASTED - -- 3 "MIN. SILL Q D Pb D . 3/4"MAX. p p D p SEE CHART FOR FASTENERS y b b b VERTICAL MULLION SCHEDULE SINGLE UNIT : TYPE OF MULLION TYPE OF CLIP WINDOW WINDOW DESIGN PRESSURE WIDTH HEIGHT 'PSF NUMBER AND INCH INCH 35 FLA-45 TYPE OF FASTENERS _ 26" -1_0 s 3.0__- OK 4 _3 160 x 1-1 2 TAPCON� 15-1/8" 50-5Z8' 3.0--- --- JI60 63" _-_1.0 x p{--- 4 _ s 1-2 TAPCONS 6- 73 4-d ___1.0_ x 3.0--- _---_��_{_--_-_- �_ 4 _3J16di�g_f-J2" TAPCONS x 3.6 OK 4 3 16i''_x 1-1 2" TAPE6NS _ 26" T 98_-1 4 _ _ _i_0 x 3.0 _ _ - 1.0_ OK 4 3 160 x 11-1/2 TAPCONS 26-1/2"50-5%8�` x 3_.0 ---1:0 _0_K --- 4 _ J160� x 1- J2" TAPCOhIS --- - 63" x 3.0------- ----- ------ OK ,�--'-- w------ 4 -3J16j_x_ 1_-J2 T_A_PCONS _ 76-3 4� 1.0 x 3.0 ---1.0 --- _0_K 4 3J18��' x 1 J2" TAPEONS -3 $ 3.0--- OK--- 4 161? x f-1 2R TAPCONS 38_ _ LO g 3.0 --- - _0_K --- --- 4 3 160 x 1-1 2 TAPCONS -�---- n- APCON 1- 3J6� 37" [26" 5-0-6%B�' 10 3--- ________ ----_-4 _0_K 4 : x 1-J2 TAPCONS 76-3%4 __ OK _3Ji6� 4 3j60 x 1-1 2 TAPCON_S 1.0 x 4.0- 1_0 x 3.0 OK 4 1 40 r x i-1 2�' TAPCOAIS 38-IT4� _--__-lA x 3.0-_-- OK ---aF(---- _4 _3 18m x i-1 _2__T_A_PCONS 4 3 166" 1_-1 2" 53-1/8" 5015 8' ---Z- 1.0 x 3.0 - ------- --- -- bK_ x TAPCONS -� - 2 '� _63" -__ 1.0 x_3_.0_--____OK ___ ... _ij4 x_1-1/2' TAPCONS x l-1/2" TAPCONS 76=3 4�`' 1.0 x 4.0 ___(2_1140" OK 2 1 4 r x 1-1 2�' TA-PCONS ACTURER NAM: mmTER Faz 3 NOTES. 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 6063 T5. CHARLES A. PA EN, P.E. 2) WHEN THERE IS ONE TAPCON (1/4b" X 1-1/2"} ON EACH ANGLE LEG, THE TAPCON SHALL BE FL REG. ENG.. � 49121 DATE: 3/21/02 PLACED ON MULLION CLIP CENTERLINE. 4 v ti L-4 �-v-I� y a Nd �' 4 �i w� V46 AT 28 DAy3��RESSiVE STRENGTH s 3.000 PSI il9lhlal�I I IglI PAGE 30 I'AG h; ;2 4 (2) 110 x' 1-3/4" PH SUM JM 2 x 3/160 x 2-3/4" TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT DITO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1 3/4' PH -SUS DM 2 BY BUCK WITH 1-1/2- MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I (-'WOOD BUCK 3 19LmDIG 1 4' TEMPERED CIASS ( COMP LASS DOORS ANALM CHART Na Or ANCHORS No. OF ANCHORS �0 �TIEB 6LYSLSLIDING GL&SS �g No. OP ANCHORS No: of ANCHORS Cj --I CZ4 iq 78100i Dn�aistoACITY- lm D CAPN iD E 01111 310143 DESIGN LOAD CAPACITY-PDr 201' �� �� 46 A !e HEAD k Su 30 TRAM JAMB a warm 201" 1190" (INCHPOSITIV (4) 06.7 A 09.4 SEAR gm SILL 30 Q ,� ul W W Q l47.S73' 46 {8 24 a 147.S76' 68.7 09.4 Z4O 46 16 6 99.6' 06.7 89.4 1624 � (8) 8 162.750' W (9) 60.7 77.4 24ULS75' W 57.5 57.5 to 5 7&5' 67.5 57.6 la 6 11L375' 76.G o&T BSo 15O 66.7 BS6 la . lY8' o5.6Y8 110' (2.5) 6&7 6&7 26 8 in so' (t5) 6&7. 75.3 20 a 1-4 Q .-1 8&8 6&6 10 0 a8.t125 S-&7 78.3 10 0 !q•376' 00.5' 91"(4) ai is 46 .90 10 YOl' 9) (4 50 60 so 10 O 4b 15 Y4 10 147.376' 60 60 24 t0 46 45 16 to 99.6' 60 80 to 10 16Z.T60 i1L'S76' �' (a) 48.9 4&0 24 10 15&7w "" (3) 46.3 65.3 24 to 10 6 cz` ko 515 1tSs la 10 11L375' 86.7 71.3 13 75.5 514 55.4 18 10 76.b' 6&7 718 i6 t0 q O t tY8' aaazb 9e' (t6I S4_s 54.5 20 t0 IES' 63t al. 28) 95.9 65.0 20 to 64.6 b4 6 10 10 667 .< to IO SHIM S REQUIRED TYP. JAMB. SECTI( WOOD SHIM (SHOWN) OR MUDD TRACK AS REQUIRED I BY 2 BY BUI (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER , M SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,, MAX SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5• a OR T6 WITH TYPICAL WALL THICKNESS OF-0.62' a" a 3 USE HIGH quarry CAULK BEHIND WINDOW FLANGE. a 4� GLASS THICKNESS BASED ON TABLE E1300 GLASS e CHARTS, AND MAY VARY DEPENDING ON SIZ& .r 5) THE RESPOMUMITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLELOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY DEADER AND SILL SECTION BUILDING REQUIREMENTS REST SON LY WITH THE ARCHITECT, i/4' SHIM ---( MAX i� X X a PANP, PANEL aue tl (2) 3/16"0 x 2-3/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. ° N FEE ELEVATION FOR "vHn_,R SPACING_ to \ Ea z� aW� toV 4 co r3 sw I" --{ m 14• i x X x x PANEL .,... o PANEL PANEL PANEL .ou n TYP. 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PS[ �-( 1- '� FrA -Wl* 4-� AT 28 DAYS, (2BY2)TYr¢At, t9ivum (4BY2)nwAL tzvAlm11 :sae m (2).110 x 1-3/4" PH —SUS INTO 2 BY BUCK OR 3/I6'0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHO" WITH A 1-1/4` UK EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING, (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING, L_ OPTIONAL 2 BY WOOD BUCK (2) 010 x 1 3/4' PH -SUS INTO 2 BY BUCK WITH 1-1/2" URI, EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, 3/16" TEMPERED GLASS PANEL SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX X3G( }xxx ALL 30 his' s 58Y/2 " 53.3 55.8 10 16 18 6 361iis` x 59�/2 " 49.8 49.8 12 18 22 B 3 x 791/2 " E49.7 49.7 10 16 20 8 361hs x 791/2 " 45 45 12 .18 22 8 SERIES 500 ALIL311I+1UM SLIDING GLASS DOOR OPERABLE PANELS FASTENER CHART wmn au+i� i L OBIDA B.O.A.F. fR (2) 3/16.0 x 2-3/4' TAPCON OR MIAMI WID1H MANAC �hRQ NAWi 1 x WOOD BUCK CONC. DF 'FASTENERS '�nc 1.i SEE ELEVATION FOR -SHLM AS REQUIRED TYP. HOR12 WOOD SIiLM (SHO Nj JL OR MUDD TRACK AS REQUIRED 1 BY (2) 3/16`0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING, a NOTES: 2) � ALUMINUM UIRED. MAC SHIM STACK 1/4'. EXTRUSIONS ARE ALLAY 6063-T5 OR TS TYPICAL WALL 3) USE HIGHTQUALiTY CAULK BEHIND WINDO➢YESS OF0FLANGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION .OF NORMEX PRODUCTS TO MEET ANY APPIICABLE IOCAL..LAWS, BUILDING DES' HEADER AND' SILL SECTION UI�NTSS REST SOLELY WITHCES OR °HEE ARCHITEM BUILDING OWNER 'OR CONTRACTDIL TYP. 1 BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH a 3,000 Psi AT 28 DAYS. �rv�ati�vLG1a ' PAGE 23 1 =i 1/4" SHIM --�I— MAX (2BY2)ne i rt •,... (4HY2) nwcu. gm7mw O A� co co r En O co [/) ko Q PAGE 22 11 10 X 1-3/4" P.H. S.jL 4/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. / 10 X 1-3/4` P.H. S:M.S: W/1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR NOTES: 1 :SHIM AS REQUIRED. MAX SiiIM STACK 1/4". ANCHOR SPACING. 2� ALi, ALUMINUM .$IFfRUSIONS ARE ALLOY 6063-T5 09,'T6. wrM `TYPICAL W AL4 THICKNESS OF 0.62" . 3) USE HIGH. QI'IALITY -Ci�IU IBEMD WINDOW FLANG& 4 GLASS. PHIDiolgss13ASED ON TABLE C1300 GLASS �� CHARTS, AND .MkT-VARY DEPENDING ON SIZE. 5)THB RESPONSIgILiT1 FOR SELECTION OF NORANDEX PRODUCTS 3Y3 3MET -ANY -APPLICABLE LOCAL LAWS, BUi[;6ING -!CGDL4, URDINANtES OR OTHER SAFETY RE9i�.ST SOLSIY WITH THE ARCHITECT, C3 ro A BURANG OWNSR.'0 2''CONTR�CTOR 6) NOTE ' v 'INDIGA`IM • THAT Ed�U�AL .FASTENERS AT HEAD AND SQi: ARE REQUIRED. w A ALT. FIN ATTACHMENT 1 UNDER SH ,ATHING F 1'10 X 1-3/4" P.H. S.ms. CE1 m. AL FLOX MA B:O.A"F" W/1-1/2' MIN. 1 1BEDMENT SEE ,ELEVATION FOR MAWACTUM NAMME; ANCHOR SPACING. \ MASM rftE # 3 4- PAL SALS HEADER AND SILL SECTION ji�1j2? MtN. EMBEDMENT SEE. ELEVATION WOOD FRAME ANCHOR SPACING.OR (TOP AND BOTTOM) HM; "L.- RS_ FL KEG'.NG`. P E 1 49121 DATE:,3/Q7/02' )OW ISIONS WINDOW FASTENER.SCHEDULF, No- ANCHORS NO. JAMB ,INNCCfM SEE NOTE 6 35 45 60 35 ,PSF 45 60 1 ca rS PS SF PSF PS � �,4 w. • '�" 2 _2 2* 2 2 2 2 25" —g 2 2 C) Ll p 2 2 4• 3 4 �i ,1 C`'�, 'q 2 2 2*2 3 3 37-1/4 2 2 _2 lzq 2• 2 3 3 3 3• 3 3 3, I 2 3 4• 3 3 3 . —2 —2 2• 3 3 3 �� ii] 49-5/8 2 2 2 9 2• 3s 3 3 $ 3 3 3 4• 3 3 3 3 3 62` 2 �' _2 2• 2• 3 ,} 4 4 4 _2 _3 3• � 4 4' o �` y e co W4nb 2 _2 2• 3 4 5 3 3• 3 4 5 2 .3 4• 3 4 5 ! D4.$. °ov9_b • 'v� p � _ Aux um► vmra GJ u � 4 1 x• AIL -A --DETAIL-C DETAIL-B cs ••v1�KIVLL• 1L PAGE 10 # 10 X 1--I/A" P 14 C 11 C W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 0 # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" ijIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI �.i�iC1'fl�iER NAM:TCP. FHZ # ALT. FIN ATTACHMENT f IV X 1-3/4" P.H. S.US. W/1-1/2` MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. -,- 1/4" MAX - SHIM (BOTH 10 X 1-3/4" P.H. S.)LS. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD FRAME WIDTH TYP. JAMB SECTION ©-WOOD FRAME CHARLES A Pd -.F. FL REG. ENV. J. 49121. DATE. 3/27/02 NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4'• 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 WITH TYPICAL WALL, THICKNESS OF 0.62" . 31 USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND 'MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF. NORANDEX PRODUCTS 'TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODM, `ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING tW1�ER OR CONTRACTOIL 6) NOTE i INDICATES -THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. Tyr. XT D.C. MAX �ETAIL-A DETAIL-C� SASH R// DETAIL-B . I PAGE 21 o io 1AMUN WITH A b i-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ---7 a . 4 p 10 F.H. S.M.S. W/1-1/2- MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK 1/44`. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 TS H WITHTYPICAL WALL THICKNESS OF O 3) USE HIGOR CAULK BEHIND WINDOW DOFLANGE ` 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS d ' a .. CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS' RESTSOLELY WITH THE ARCHITECT, BUDDING OWNER OR CONTRACTOR. 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT, THIS SUPPORT SHAH, BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 03 7) CONCRETE COMPRESSIVE STRENGTH.— 3,000 PSI ALT. HEADER SECTION AT 28 DAYS. 6) NOTE • INDICATES THAT EQUAL FASTENERS AT TW � A TYP. 2 BY BUCK B.O.A.F.- 3/18" TAPCON MANMACTIRM NAME! W/1-1/4- MIN. EMBEDMENT --Alo,04.1,i (SEE ELEVATION FOR ANCHOR SPACING) )jjjT,ER FME d d [ CALL SIZE WIDTH _ t. 6 • • TI BUCK O 2 BY BUCK 'TIf JAMBS) 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP- I BY BUCK CHARLES A -:P N, P.E. FL REG. ERG. #:491?-1 DATE: 12/11/Ol 1 10 F.H. SALS, W/1-1/2- MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DDdENS10NS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEAD SILL JAMB WIDTH HEIGHT (INCHES) (INCHES) SEE NOTE 8 P9 5-6(PSF 45-6 P35 SF 2 2* 2 2 26-1z- 2 — 2. 2— — 3 2 b3-1 8" 3 3• 2 2 18-1 8` 2 2'_ 2 3 26 1 2- 38-1/4- 2 _ _ 2• 2 _ 3 37" _ 2 3'_ 2_ _ 3 63-1 8- 3 _ 4• 2 _ 3 19-1 8` 2 _ 2•_ 3 3 26—1 2 50-5/8" 2 2• 9 — 3 37' 2 3• 3 3 _ 2 20 4 26-1/2 B3- 2 " 2+ 3 4 37- 2 — 3r 3 —_ 4 59-1 8` 3 4+ 3 4 19-1_8" 2 20 3 4 26-12" 76-3/4" 2 _ 2- 3 _ 4. _ 3• 53—i 8" 3 4' 3 4 24' Me- -A //�/ Of/ ///%/ DETAIL—C DETAIIrB PAGE 9 3/16" TAPCON WITH A ®N. I-1/4' MIN, EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 10 F.IL S.M.S. WITH A IN. 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR caerwn NOTES: — 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—TB 4; OR T6 WITH WALL 3 USE HIGH Q ALITYAC CAULK BEHINID �WINDOWOFLANGE. GLASS THICKNESS BASED ON TABLE FA300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) ME RSSPONSI$IL[y'y.gOR Spgpl&nON OF NOWDEX PRODUCT'S TO I{EEP ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REMENTS REST SOLELY WITH THE ARCHITECT, OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL. BE ADDED UNDER THE PRODUCT TO HILLY -SUPPORT UNIT THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH {SUppI, HY OTHERS),IED 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI AT 28 DAYS. 2 BY BUCK CENTRAL FLORMA B•O.A.F. �UFACTunq NAME: 3/16" TAPCON W/1-1/4" MIN. EMBEDMENT MASTER �,ry7�� SEE ELEVATION FOR i u.r+ FOR ANCHOR SPACING. CHARLES A. PAGM P.E. FI. REG. ENG: -1' 4g121 DATE: 3/21/02 # 10 RIL S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ON7f 1II71Ti el ea' aq uNc SASH? �// DETAIL—B A M i A M PDADE 111IAh4I-DADS COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•COtiIPLIANCE OFFICE ME-7120-DADS 1°LAGLIM 13U11.1)10Ci 140 WI:S'I' FLAGI.ER S'1'ltlil'(', SI)I'17i 1 i,U3 MIAM1, FLOItIDA 33130-I563 (305) 375-2901 FAX (305) 375-290S CONTRACTOR 1.1C;1{\tiING tiliC"1'IC)\ (305) 375.2527 FAN (7U5) 375.235s C:o\riw.-rolt I,-NFoiwj...Nrr •\"r ►)rt ts1U� (30) 375.2966 FAX (305) 375-21)(is t�ItUl)t7C:t' C:C)� t'ita[. 1)11'l510X Four application for Notice of Acceptance (NOA) of: (3u5) 375 2902 1"AN (305) 372-63 39. Entergy G-8 S-W/E Irlswinb Opaque Double w/sidcIitcs Rcsic1e11tinl Ir►stllrttcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Altcrnate Mliterials and -Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be vaiid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the: South if Building Code. The expense of such testing will be incurred by the manufacturer. Lid L--�f ACCEPTANCE NO.: 0.1-0314.24 r EXPIRES: 04/02/2006 Raul Koanguci Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDi'I'ION'AL PAGES FOR SPE IFIC:AND GENERAL CONDITiONS BUILDING CODE &-•PRODUCT REViE.W COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Francisco J. Quintana. R.A. Di rector Miami -Dade C011llh• Building Codo Compliance Oilicc 1\404S0001\pc:000\\templates\notice accepwnce cover page.dot Intcrnc( mail atltlrcrs:)Instnulstcri;builtJin;�cnticnnlinc.cgm llurnciia� e: i 11:/h��r\v.buifdin��cocicunlinc com Premdor Entry Systems ACCEPTANCE No.: 01-0314,24 APPROVED JUN 0.5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I,I This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 25, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of 'Aceeptance, 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 Chanter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entcrav 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documcnts: Drawing No 31-1029-E1V-1, Sheets 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, -dated 7/20/97 with revision C dated 01 /1 1 00, 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 documcnts shall hereinafter be referred to as the approved drawings, 3. LIMITATIONS 3.1 This approval applies to single unit applicatioris of pair of doors and single door only, as shown in approved drawings. Single door units shall inelu.de all components described in the: active leaf of this approval. 3.2 Unit shall be installed only at locations Protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc desitmed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel 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 require a hurricane protection systeni. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection systcni. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, State: and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies ol"the: Following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics of the approved drawings, as idcntif icd iiin Section 2 of this Notice. of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documcnts required by the Building O al or the South Florid' uilding Codc (SFBC) in order to properly evaluate the installation o -it system. Manucl 'crcz, P.E. Product Con rrit- xamincr Product control Division 2 Premdor Entry Systems ACCEPTANCE No.• . 0I-0314.24 APPROVED SUN 0 5 2001 EXPIRES Anril02 2006 NOTICE OIL ACCEPTANCE: STANDARD CONDITIONS I , Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.e, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this,Acceptanee. 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 acceptarncc, including the correct installation of the product. d. Thc, cnginccr who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tiic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advcrti;ing literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in is entirety. 7. A copy of this Acccptancc as well as approved drawings anti othcr_documcnts, whcrc it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'available for inspection aC the job site at all time. The engineer needs not-rescal the copies. 8.- Failure to comply with any section of this Acceptance shin 1 be cause for termination and removal of Acccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this List page 3. END OF THIS ACCEPTANCE: Man icl crez, P.E., Product Contro - . imincr Proc uc, Control Division VP w Q• Lows ,« PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING)Alm rr p` �111C1., C kWCwr -1 lae 1/z• 37 1/1• MAX MAX 74• 37 1/4• 4' N11X �• A. MAX 1NX r -�. 13a IIs s' aG • �o.aC G -- 4' C iS' O.IIT aC 13' O.G�- Jjf �• �NiAX MAX MAX MAX _I MAX M ''r- S' M o c MAX • MAX 1 . 17 1/2' MAX y Opi. 11 I.C. SPACING L Npl �///// `NrpI1MBo\ Is, 17 1/t MAX 18, OL SPACING j 17 1/ O.G SPACING MAX le, 17 1/ MAX O.C. SiACING �B•, 43 11/16' 11 S TOD or mm a a, 4',�MlrrfNY J.wl To ! q LOCK 0 LD '"M -11 oC l M�Lw,m,Y :✓M-IIN IAPGPIS - w'+a I `_19' o.C,l7' QC� 13. 0C�17. 0� 19. OCIS• UC II Ur wwMM UI�CUfRI -'1 r Mnx Mnx MAX NAx MAX MAX „_ �• MAx s• MAx •Mnx ' Al 1•-•— - •• MAX• "AllVa• . C tvlS rl.,as sac -arc r ATTACH ASTRAGAL THROW BOLT 18 x 1' 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 1B x 1 3"" LONG PROPERLT.TD+ TRANSFER.LDADS TO THE STRUCTURE. rLArHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO DUALITY THE FOLLOWING INSTALLATIONS. Lr, INSVING R.M. INSVING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING, ASTRAGAL B. MASONRY CYR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY STRUCTURAL WOOD BUCK APPR'tAo'�� �LTa<aanl.r.,E C. MASONRY OR CONCRETE CONSTRUCTION WHERE TMM� Afjlx NoC Dl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WATER INFILTRATION VIICRE WATER ONTO IRArrION OR MASONRY V TH OR WITHOUT A NON-STRUCTURAL WD2CTiNI IS NEEDED X REDUIRETIENI IS NOT lIEEOEB er ONE BY WOOD LUCK. v x + FNNOOU • OOM TROL6Ms1oN 3. ALL ANCHORING SCREWS TO BE 110 WITH x _ e�L,,.APPMVFfi_ MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCI:No,71•o:ll 1. _r OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED OILT AT LOCATIONS PROfECTEB BT A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BEIVEEN THE EDGE OF CMDPY OR OVERHANG A. UNIT MUST BE INSTALLED WITH 'MIAMI-DADS COUNTY APPROVED' SHUTTERS 10 SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN NON -HABITABLE AREAS WHERE DC UNIT AND THE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATIOK AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES AND DOOR. 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE 1: V MOTT malworm a JAMBS AND SIDELITES. L11IS NICE NW[1 .. aN (Iil16IpL UITSt 701 TIL TDrI �T A ue a1Pca A _ I11wfNLMAIIfJYS mwn 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDELITE BASE gLvfm CORNERS ARE COPED AND BUTT J51NEII _ 1 &YIN- II%N%MAII +m. osllm S. DOORS SHALL BE PRE PAINTED VITH A VATER-BASED EPDXY RUST LL l ' INHIBITIVE PRIMER PAINT WITH A O8Y FILM THICKNESS OF 0.8 TO 1,2 MIL. M 1-1029-EW-1 9. FRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/� OOP T SHEET 1 OF S VATER-REDUCIBLE WHITE PRIMER V17H A DRY FILM THICKNESS OF 0.9 TO 1.2 MIL. • NBY1i31 NElio C t 9116' 112' RITE GLAZING DETAIL j VILLIARS MGRARE LAIR CAULK EXTERIOR '.t IHIERUR �<% 1/V TEMPERED GLASS INTERIOR INSWING OTHER CONFIGURATIONS AVPAOVWAS C0LVLYWB LV{nl iM6 SOUTHR�MILm6000 �CMWVMM E ACCEPDV:CB m o t- 0 3l'i. 2 y 1-1029-EW-1 SHEET 2 (F 6 -u11u I 1/4' SHIM MAX r- 3/4' BO 1]/16' MAX INTERIOR 79 5/16' MAX } SECTIDN B-B 2 By WOOD BUCK EXTERIOR MAILRIALS LIS 11EH Fp. DESCRIPTION PART k i VDOD WAD JAMB COMPRESSION VEATHERSTRIP i CV-14 1 1/4' X 4 9/16• HTL. TO BE PINE OR EQUIVALENf ALLMNUH ASTRAGAL - KRN AN LUXIEAL 0 ( ) PREMBOR BRAND OR EQUIVALENT- 5/8',ALUNINUN ASTRAL TL1IfRESTHRESHOLDEV-15 PREMDOR iRAND OR EQUIVALENT - I I/4' CHAi-BUMPER TOP CHANNEL Aill4tl EV-08 , x 4 9/16, PREMDDR BRAND - 1 11/16' - 20 GA STECL T K N 26 'i!U ,BII .mD TIE Est t [st IIT�T g e IRA BASF FRAM - NSiTY 2:0 TO 25 1b5./f T' BOTTOM LHp L EV-07 PREMDOR BRAND - 1 11/16' - 2D GA STEEL ✓ODD LEtCK OCK >TRiKE STILE EV-09 4' X 9 I/2' NTL TO BE PINE OR EQUIVALENI _— TINGE STILE EV-06 15/16' X 1 11/!6' NIL TO BE PiNE OR EOUiVALCNi EV-DS 15/16' X 1 1!/16' NTL LOCK PREP FILLER PLATE EV-10 -1 OE PIME OR EOUIVALENT PREHODR BRAND - THICK- NIL, 4'x4' HINGE V- 6 .050' TO BE P[Xvr• HAGER BRAND HiHE•C ^^ VOOD HINGE JAMB ux tu(IfVALLt41 - l!D x 3/4' F.H.V.S. - 1 1/4' X 4 9/16' MTL. TO BE PINE OR COUIVALCHI i10 x 2' FHV.S. (4) SCREWS PER HINg INTO MOOR Lux TII hL TWREA1}T[e LI . vN �iKvs INRW t StRWE JAXI IRiO SIDELIIE -AN11. r wa rant U' OL. TIEREAI'TERMVS Tp T1RM" EACH SIBUITE AM' INTO SIDELITE. ,• Howl rROe IS• OL 11EREArTER.R in CV IN X S. ELEVAID$I VICW, TOR I (B SCREVS USED AND LOCATIONS 9 18x2' FHW.S. .S. (2) SCREVS PER HINGE IN10 JAMB LOOCSET f2) SCREWS AT EACH STRIKE PLATE 110 X 1 3/4' F.ILV.S. KVIKSET BRAND 20D LOCK OR HART DC BRAND 100 LOCK 01 VOOD SI�LITE JAMB (2) SCREVS PER HINGE INTO JAHB 22 X 64' SINGLE PANEL GLASS EV-19 I 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENi SID£L1TE TRTH (VpOp> EV_2pGLASS k A Y TL --i 4] - (ODE I 1/4• VOOD CASING EV-?I EV-22 58161xHTL/ u P1L,�pWgµN'NEtpR EflUIVALEN rip - VOOD SiDELiTE HEAD JAMB CV-23 sty er stoc rwrr wa twtuats totacs u WOOD SiDELiTE BASE 1 1/4' X 4 9/16' MIL. TO BE PINE OR EOUIVALENT POLYPROPYLENE LITE FRANE EV-24 -)643, DDL-2 1 i14' X 4 9/16' NTL TO BE PiK OR EOUiVALENT HP Polypropylene by 16 X 1 1/2' PAN HEAD SCREVS DOL D PER FRAHE v TD 1 SiDELITE STILES PIN NAIL EY-26 x o N 416 ArT a. 15/16' X 1 II/ib' NIL TO BE PiNE OR EWiVALrNT n LL46 MAIL, r R riot EVI. TUT C Dr: iw&wjM tx[D IR HLU6AVD 1 DOW SILICONE #995 LBDii DI[SS IDII[B, (RAC ILL CTIRI$ S 1l1ESS BDIED, Sit MrL IO. S AlL B DADE COLUITY MODIFICATIONS APPROVED A DDED PaGE 5 (ODOR OPTIONS) Lit rot RD AS cwiPLYING WITH THE ff R[VISk QhI( BY - By PREMDNR ENTRY SYSTEM `[ «I 911LJTMOR 31-1029-EW-1 TtUa. m CODE COLTLIAHCE Omm t—o31 P11119IR6, K• U762 A SHEET 3 Of 6 ACREpTwl HD.D y.ZY R[VIS91 L[t1CR B 2 By W00D BUCK 1/4' SHIM MAX 3/4` NTERIOR I 79MAX16" 80 M11/16- 1 ax 2 BY WOOD BUCK SECTICIN PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 FPr.2oM u MPivnrc WM THE sour,, aomoe lum rour:— 31-1029-EW-1 SHEET 4 OF 6 RCYlS(ON TC(T(R p OTHER DOOR .'CONFIGU RATIONS M•r -M�i 41Mw 1 1 w II V r1e � 1 w 1 - - K raK D rK r yr ..i I • r I�.w r K PbK - ic s awc *h/ `z/ r ..1 oxx A"PRWED AS CDIAPLYV r, WTH THE SIX11H ft BMDW COMDY DATE N JJ P1 PRDDI .TDLDMUM 411 BADW CMEcouRMI�oE Pil ACCEPTANCE pq. v 1--°z�• t.Y xx x 31-1029-EW-1 SHEET 5 OF 6 R[YISM MI[R .OTHER DOOR PANEL STYLES 36A' r—MAX 79 41R ng E gob [1030 000 MAX 0�1�1 an UHRQ _____ 00 oa ICI uO ]LAW TOP 6-PANEL 4-PANEL 9-PWL 10-PANEL 4-PAIB-PAWL4-PAWL .OTHER SIDELITE STYLES N — MAX 793 16p M X SL-10 SL-20 SL-30 1 SL-60 SL-50 ' SL-500 SL-69A SL-69B ❑ e7 00 0o ao G� �� as as a® as as ao as as PD-1 PD-2 PDA PD-4 P➢-5 Po-6 PII-7 PO-B El El a®® ©o 191 DO oa FLUSH B-PANEL CROSSBl1CK ITPANEL 4-PANEL EYEBROW WS�OLL EVEBROV 5-PANEL [-PANEL V /SCRCk-L L YE BROW o Q SL-69C SL-25 SL-55 SL-39D SL-4D SL-90A as oa ©o oa oQ PD-9 P11-10 PO-11 PD42 PO-13 1 i l II tt 3 � 1111' li Ilil .: i i I It ►t �I i1 ii lit, ��: nl w n� !ii ul Il II R ,, 11 II ,11' �l_ 1l1 ■ii iil tiil !11 ' Ili ■■■ III IIi i11 1 Q� 0 Ia� IIIa. ��I Q 00 a o Q Q a PD-35 PD-36 PD-37 PO-39 PD-39 PD-40 PD-41 PO-42 i A-908 SL-90C SL-300 SL-30C SL-70 SL-8. QQ o ao PD-14 PD-15 PO-16 PD-17 � F �W a O 6 w. C) U O {..i r u C u ;a ao s: n2 1• .%Jt Q PD-31 PD-32 PD-33 PO-34 31-1029-EW-1 SHEET 6 OF 6 t[VISD■ L[ti[E MIAMIDADE 12ODUCT CONT Pr-crndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 -AIIAA II-DADE COUNTY, FLORIDA _NIETRO-DADS FLAGLER SUILDI,\'G BUILDING CODE CONIPLIANCE OFFICE M171R0-DAI)li FI,n(;LER I3UII.I)1NG 140 1V1iS'I' FI AKil.Iat S'11tIi1i1', SUrn, ) 6U, NOTICE OF CCEI''I'fll\'CE (;US563 M7 -2901 AX1( c)3)' �s-39oS c:a` rltat-l•rJit t.1ca•:�si��c ti1•:c-rtc)x (303)373.2327 t,t\(;1u5)375.=ttL C:o\"I'It.IC"toff F.1FUItCai�Jli\T I)tV1s,Ov (303)375-2766 t.,1.\'005) 375.29ux 11HODL•CI• (:0S.I.W)I, DIV Isms Your application for Notice of Acceptance (NOA) of. (305)373.27D2 FAX (305)372-c3.19 Entergy 6-8 S-W/E Outswing Opaque Sirltgle w/sidelites Resiclellti:tl insulated Steel Door under Chapter S of the Code ofMiami-Dade County 1l,overnint; 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, I3CCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this ,rpproval, if it is determined by BCCO that this product or material rails to meet the requirements of the South Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer. TfinCE NO.. 01-031-t,21 ACCEPEXPIRES: 04/02/2006 Raul KoangucZ Chief Product Control Division T1IIS'IS TI"iE COVER5IiEET SEE ADDITIONAL PA(;ES FnR SPE;CIFICr1\n GENERAI, ON1)ITIO,\S BUILDING; CODE LC Pr>ODLICT REVIEW CO.lf,11ITTEE This application for Product Approval has been reviewed by the 13CCO and approved by the Building Code and. Product Review Committee to be used in Nliami-I)nde County, Fl forth above. orida under the conditions set Francisco J. Quintana, R.A. Director -Al'I'IZOVED: oG1�001 rMiaivei-Dade County 13uildi ng Codc Compliance Of7icc \\s0450001\pc2o00\\templates\notice acceptance cc ver page.dot Internet m;ril ucldresx: linsUn;tstcrir Ilu 'rlit) "r_uoCori H tic, Coill r",� ifnnlcna��c:lrrrn�Ntt�tt•,,., 1,r�,,,,..,,r.,.,.,r:...:....... Premdor Entry Systems ACCEPTANCE No.: L01-Q3I4,2 I APPROVED JUN 0 EXPIRES � EXPIRES pril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, *2000. It approves a residential insulated door, as described it, Section 2 of this ' Notice of Acccptancc, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami -Dodo County, for the locations where the pressure requirements, as dctcm'iined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in Elie approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-WIE Outswing Opaque Sitield Residential.InsuIatcd Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following, documents: Drawing No 31-1020-EW-0, Sheets .I through 6 of 6, titled "Premdor (Entcray Brand) Wood Edge Single Door with Sidelites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated" 7/29/97 Nvith revision C dated 01115101, bearing, the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These .documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION -4.I The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Fvifl not require a hurric=c protection system. 4.2.2 Sidelitc: the installation of this unit Nvill recluire a hurrici nc protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERNIIT REQUIRENIENTS 6.1 Application for building permit shall be accompanicc! by copies of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acccptancc, clearly marked to show the components scle ctcd for [lie proposed installation. 6.1.3 Any other documents required by the Building Official or- the South Florida Building Code (SFBC) in order to properly evaluate the i nstallati n of if is system. Manucl(p :rcz, P.E. Product Con rol •xamincr Produc , " )ntrol Division Prernr or Entry Svstems ACCEPTANCE No.: QY-03I4.Z I APPROVED ,JUN 0 5 -'F-r;l EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD COi\'DITIONS I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if, a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior writicn approval has been requested (through the filing ofa revision application with appropriate fec) and granted by this off cc. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in,advcrtising Iitcraturc. Ifany portion of the Notice ofAcccptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The caginccr needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for tcribination and removal of Acceptance. 9. This Notice ofAcccptancc consists of pages 1, 2 and this last page 3. END OFTHIS HIS ACCEPT NCI Manuel`"crez, P.E., Product Co tro Examiner zzz Produc control Division 3 4' MAX 15' 'MAX O.C. 15' MAX 0'C. 15' MAX D.C. A 15' MAX O.C. 15' MAX L "uI ILuI\ �l_H i i C !�U I DNHiYUI W UUU tllVt SlNGLE DOOR WITH- SIDELITES IN WOOD TRAME' WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4' MAX MAX 3' MAX 4' MAX MAX _ 3' MAX 3' MAX MAXt q' r MAX A, HAX 4' MA D IA6' ( 1 l-�--14 Of isL ! Hn Is, Vy TOP A7 O1F 1/0 O[D]R 4 71jig, ( TO OF LOCI � tNMIBT{S KVIKIET DEABDDLt KOOCL &," SERIES DROt LIC DEADROLH MAXI DLO :' 1 , - I/P n 34 i 1M mNus - IiE[ANIfU.. (6 PER TMI 0B L/16' PFH TAPCONS MINIMUM EMBEDMENT NpTET3 LES A 00 11/16' MAX p' MAX•. IM Is' MAXA. 6' AX r<nxT:� •4'MAX X 3'AX MAX NOlES� 3 3' MAX WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4AX 9' VIAX MAX 'ROPERLY TO TRANSFER LOADS TD THE STRUCTURE, �3) !) THE PRECEDING DRAVIN6S ARE 1NTENOED Tp 8 x l 3/4' F.H.V.S THE FOLLOWING INSTALLATIONS. PER SIDE FROM L WOOD FRAME CONSTRUCTION WHERE BIER y� /� j� YSTEM IS ANCHORED TO A MINIMUM TWO BY V0011 v v JAMB INTO THRESHOLD PENING. . MASONRY OR CONCRETE CONSTRICTION WHERE P.M. OUTSVING L.H. OUISVING OUR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD RUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE — DOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE ERE VAICR �p4IRA(IQ1 VKp[ VA�p Df IRA IW 4 MASONRY VITH OR WITHOUT A NON^STRUCTURAL gRE VAT IS ME IS K R[OIRR[11ERI IS R� NEED D vE.BY WOOD BUCK ALL ANCHORING SCREWS BE IID WITH � APPROVED AS COUGLYI.'G111IHiInE _* N(MUM 1 I/2' EMBEDMENT INTO WOOD SUBSTRATE kx IN 1 3/16' PFH TAPCONS'VITH S�tITNPEurSULDIIJOCODE JUN 1 1/2' MINIMUM EMBEDMENT TO MASONRY. a WITS OIAU. BE RISIALLEA ONLY At MfIONS PROfECICB Or A CANWY M Dni= By UNIT RUST BC INSTALLED WITH 'MIAMI DADE COUNTY DVCRW& SUER IMAI DE A UC BCIVEEN INC EDGE Or. CAN(FT OR OVERIvnf, 'PROVED' SHUTTERS TO SILL IS LESS THAN 15 CECREES. UNLESS WIT IS UISIALLED IN raoa Tc TTRpLcrAS� l THREE STAPLES PER SIDE JAMS INTO HEADER ON SIDELITES 10-HIAIIIARLE AREAS VHERE INC Loll AND UE AREA ARE DESITIED'to to DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELtTES. ACCEPT VATER INIIIIRANOM BUILDW CODECptdPLtayC£CFF;LE LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ACCEI+YAHH^R NO pT• o1/I it ,MBS AND SIDELIYES. 1 4 I&W mw I ~rAI DOOR/SIDELTTE HEADER, DOOR/SIDEUtE JAMBS, AND SIDELItE BASE IIIA�S I RNERS ARE COPED AMD BUTT JOINED, n ODORS SWILL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST FRIAMES L PRE-Pmr ANIEDCRY THICKNESSe SHALvE BE WITHAN VATER BASED/ k I Y Y IN TER-RCOMBLE 31-1O2O-EW-C WHITE PRIMER VITH A DRY FILM THICKNESS OF D8 TO 1; MIL. +HLrlr SHEET I Q;. 5 alrtm ¢ta ON GLAZING DETAIL U U i S w I Cj OTHER CONFIGURATIONS ---------------- SHERVIN VILLIAH5 059A I GITERNR piapE LATEX CMAX 6e air I MAX 68 7/1' lIA7( EZTCRtOR ML INTERIOR APPW cco a cow tTw Yhnj7w 112' soumjnw ;LASS BITE 9 av- sr V8' IEMEREO GLASS OROI ON49pN . B AOM CODE COMPUAKE f t 1Ntm ACCEMARMW 0I-031 MMMA 1-•1020-EW-0 SHEET. 2 O' 6 at�U�a! C 1- 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` INTERIOR wJ�sr stun PART iIAIDER.I EOMHEN I WOOD HEAD JAMB EV-12 f I/4' X 4 MTL iO BE PINE OR COMPRESSION WEATHERSTRIP u_ 4 EQUIVALENT LDCK WOOD STRIKE JAMB V- M RAN X A 1 1/4' X 4 9/16' MIL TO BE PiNE T1 IRi1NlB4-BURPER THRESHOLD EW-13 OR EQUIVALENT PRENDOR BRAND OR EQUIVALENT TOP CHAFDdEt EW-1)5 - 1 1/4' x 4 9/16' PREMOOR DRAMA - il1/16' STEEL SKIN - 20 GA STEEL 26 9L U111 Jim BOR1 ' T F SIT.t RASU 4rI NO 6 BASF FOAM 7 - DENSITY 2,0 TO 25 Ibs/Ft' BOTTOM CHANNEL LW-04 PRrl4nnn nOAwn -- _ LOCK PREP FILLER PI 4'x4' HINGE VOOD HINGE JAMB 110 x 3/4' F,H.V.S. F-R-Ws Y/MAR �R6' PTM IN'= vmmn 1 11 SIDELITE VOOD STILE 98 x ' 2' F.KVS. LOCKSET BID x 1 3/4- F.H.V_& IUY vUUD SIDELITE JAMB .1 1/4-' 22' X 64' SINGLE PAWL GLAS SIDELITE TRIM (WOOD) WOOD CASING' VOOD SIDELITE HEAD ,IAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ® 16 X 1 112, PAN HEAD SCREWS PIN MAiL DOW SILICONE #995 AAPRtllWAS Cowtym YdAT VS SOIRN qA Jyfl � Jr P (IY I P 9B B1A>NFK;(x1DEC= dFnM ttfl hCCEP►AMCENQ p (-C3/V"Zt SIL OHL iII Is Aw' THICK- MTL TO BE POLYETHYLENI v-15 HAGER BRAND HINGE OR EQUIVALENT - .097 iHiu (STEEL 1 I/4' X 4 9/16 NIL TO BE PINE OR EQUIVALCNT (4) SCREWS PER HINGE INTO ODOR I� �1IlL 1IERET i EACH SIIR3JTE .1N(B Wt0 SI11ELi1E, 4' WVN rRRf AFtCR REFER TO ELEVAIIDN ViEV, FOR i iT SCREWS USED AHD L11CAi1O45 EV 07 15/16' X 1 it/16' NTL TO BE Plt4E OR EQUIVALENT (2).SCREWS Ai EACH STRIKE PLATE KVIKSIETCREVS BRAND 200 L OR HARLOC AND.100 LOCK 6A%SICREWQL1i1 fENR 'III INTO Si11ELitE IAHB, 8' IIDVN TRLM flip Im SCREVS 114nUfd1 STRIKE JAMB MID SIIk11TE JAMB. 4' i "FRt91 lt$ x B. O.C• MEREAFTER 4) SCREWS 118O1[pl EACH MNU BgiD i W .IWI "REW V-I8 1 1/4' -X 4 9/16' MIL TO BE PINE OR EDUIVALCNT it-19 E GLAS IN 111,YP YL F -164 - (UQL- N-20 5/lb x 1/2' MTL, TO BE PINE OR EQUIVALENT W-21 riR SI�MBY Silk JAMBS' AS AI�ICs� - I a-22 1 1/4' X 4 9/16' NTL, TO RE PINE EQUIVALENT l-23 1 1/4' X 4 9116' NTL. TO BE PINE OR EQUIVALENT 643, ODL-2 HP Polypropylene by ODL 18 PER FRAME lD CEEI I4 T ? Arr 4' uwj MA - 4' TR m m BAx B' tit TIE wIfx Uzi M ULOU A14R iRIN 31-1020-EW-0 A SHEET 3 OF 6 RIV1SM MID? 0 1/4- SHIM MAX WERIOR I 79MAX16- 80 11/16- MAX j 2 BY WOOD BUCK SECTION PLEASE SEE °GLAZING DETAIL" DRAWING #31-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 '""ovMrg COUP WTH ME � �� -.Juui\ �,uivr lUUKH f lUl�� i U[HLK BUUK PANEL STYLE S -MAX C3 Cl '9 670 QQ 00 Igas Q� as MAX [7 oo OQu © o U ® QCJ Donn BLANK TOP a❑ QQQ 4-PANEL 6-PAFlEL 4-PANEL 9-PaQL i0-PANEL 18-PANEL UTHER SDELITE STYLES 30' -1 t mAX SL-l0 SL-2D SL-JO SL-60 SL-50 SL-508 SL-69A SL-691 as pp pp PO-t PD-2 PD-J PD-4 PD-5 PD-6 PD-T PO-D 1113 ®® lJ tJ L! U 0v� 10I I Q q q FLUSH D-PAN[L CROSSDUCK 12-PANEL 4-PANEL ❑ Q 5-PANEL S-PANEL EYEIROV V/SCROLL EYEOROV 5-PANEL 5-PANEL ViSCRp.L EYEBROV 0 p I S�Lq-69C SL-25 SL-55 SL-390 SL-40 SL-90A n° al? Qa oa a° PO-9 PO-10 PO -II PO-12 PO-lJ PO-IB PO-19 PO-2D PO-2I PO-22 PD-23 PO-24 PO-25 Pp-26 PO-27 PO-ze PD-29 PO-Ja [apcussID[I,lnx In, I a ❑ Q a IQ� aad , ooa Q Qn • I PO-36 PO-37 , PO-30 PO-39 PD-40 PO-41 PO-42 PD-47 PD-43A 90 C LTf[RSp( . PD-438 PIfIsm L5 66T62 31-102V p SHEET 6 OF 6 iltmr urn 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: 05 ovywA101(1 CQu•-i- Permitting Office: City, State: ATO FL, 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 1 - SEER: 11.00 4. Number of Bedrooms 3 b. N/A - 5. Is this a worst case? Yes _ 6. Conditioned floor area (11") 2223 fe c. N/A 7. Glass area & type a. Clear - single pane 267.0 W 13. Hearing systems _ b. Clear - double pane 0.0 ft, _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft' HSPF: 7.20 _ d. Tintlother SHGC - double pane 0.0 W b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0,0, 136.0(p) f3 - 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 ft2 _ EF: 0.93 _ b. Frame, Wood, Exterior R-11.0, 992.0 fl= b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 f12 d. N/A _ c. Conservation credits - e. N/A (HR-Heal recovery, Solar 10. Ceiling types _ I)HP-Dedicated heat pump) a. Under Attic R=19.0, 1200.0 fP _ ! 15. HVAC credits PT, b. N/A - (CF-Ceiling tan, 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 fl MZ-C-Multizorre cooling, b. N/A _ M7-H-Mukizone heating) Glass/Floor Area: 0.12 Total as -built points: 27355 Total base points: 30107 PASS I hereby certify that the plans and specifications covered [Review of the plans and by this calculation are in-mmnliance with the FlArida specifications covered by this Energy Code, calculation indicates ctmpliance PREPARED BY: yvith the Florida Energy Code. efore construction is completed DATE: APR 2 3 2021 this building will be inspected for I hereby certify that thi ding, as designed, isl in compliance with Section 553.908 compliance with the �+ nyrg,Code. j,, Florida Statutes. OWNER/AGENT BUILDING OFFI(:IAL: DATE:A-PR 23as DATE: EnergyGauge®(Version: FLRCPBv3.21) y01T10 $r9r�°IA W, •.�il'i f FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 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 0.9B 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: 38.0 139.2 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 EnergyGaugeV DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT 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 48091.7 48091.7 1.000 1.00 (1.079x 1.150 x 0.90) 0.310 1.117 0.310 0.950 0.950 15816.8 15816.8 EnergyGauge'"" DCA Form 60OA-2001 EnergyGauge®lFIaRES'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 TYPES Area 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 Base Total: -258.4 11 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 Ene gyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 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 Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit = Multiplier Heating Points 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.6 4259.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPS v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18617 3798 7692 30107 15817 4260 7278 27355 PASS y01 SSE ST EnergyGaugeT"' DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.2 1 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , " , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION FOR EACH PRACTICE_ CHECK _ Exterior Windows & Doors_ ._...REQUIREMENTS 606. 1.ABC. 1. 1 ---------- _. _Maximum:.3 cfm/sq ft. window area; .5 cfm/s.qft. 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 i penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to, the foundation to the top plate. _ Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the 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 atthe 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_test , Multistory 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, air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences_1 COMPONENTS _ SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit .... breaker (electric) or cutoff as must be provided. 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 efficiency of 78%. Shower heads 612.1 _-------._ _-.-.—__-- Water flow must be restricted to no more than 2.5 gallonp per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically _.. attached, sealed, insulated, and installed in accordance with the criteria of Section 610. ....... .._.. -------- Ducts in unconditioned attics; R-6_min. insulation.__ HVAC Controls _--._ 607.1 _ _ Separate readily accessible manual or automatic thermostat for each system:.___ _ Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 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? Yes 6. Conditioned floor area (111) 2223 ft' c. N/A 7. Glass area & type a. Clear - single pane _ 267.0 ft' _ 13. Beating systems b. Clear -double pane 0.0 W _ a. Electric Heat Pump c. Tint/other SIIGC - single pane 0.0 ft' _ d. Tint/other SHGC - double pane 0.0 if 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 a. Concrete, Int Insul, Exterior R-4.2, 720.0 W b. Frame, Wood, Exterior R=11.0, 992.011' b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft' d. N/A _ c. Conservation credits e. N/A (Hit -Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat plump) a. Under Attic R=19.0, 1200.0 ft' 15. HVAC credits 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 _ RB-Attic radiant barrier, b. N/A M7.-C:Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida .Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code c?mplipt features. APR Builder Signature: GR... :� Date: Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr SEER: 11.00 Cap: 40.5 kBtu/hr _ IISPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, y� p4fi HE STq�6o� .. & AI �Ob wst~fa� *NOTE: The homes estimated energy performance score is only available through the FLAIRI S computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86,for a US EPA/DOE .F.nergyStardesignation), your home may qualify for energy efficiency mor•tga�;e (EE-M) incentives ifyou obtain a Florid;a Fnergy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge vveb site at wwwfisec. ticf edu for information and a list of certified Raters. For inform ition about Florida's L'nergy Efficiency> C ode For Building Construction, contact the Department of Community Affairs at 85G 487-1824. Energy(;auget (Version: FLRCPB v3.21) PLOT PLAN for. MARONDA HOMES, INC. DESCRIP110N. _ LOT 36, CROWN COLONY 3U80IVI5I0N RECORDED IN PLAT BOOK G PAGE(S) 7G thn) 76 PUBLIC RECORDS SEMINOLE COUNTY, FLORIDA T R A C T' E'- CONSERVATION AREA n 500012'240E 59.54' /r 504009/21 %V 0.47' LLW A �I��1111 h p F �lA ♦• �16 D.E. cb vq a 7.5' 15' 3a �yO0 — ------ I°43 GRAPHIC WALE eE1' F4L N N O y C6 7' ti 18.a ry o O 1 "r o . rE ". WT w PATIO :- 1O.57 40.00' 9.49' MODEL: 9UNDURY' 1 • •-- E.I2 a (3-2 �, I/2) WITH LOFT FINISHED .-- FINED FLOOR O ►- ELEVAnON - 46.91 L07 37 Q) DRAINAGE TYPE=' B W/GARAGE SVC DOOR Z 4 a 1x Ia coNc PAno LOT 35 � � o 3 ,V P'45'4c 8.0, e p� GO' BUILDING LINE CONC D" f 43.3 7 �J 0 I U.E. /}0Ol c1 e 3 C� R-50.00' � s A—23004'26' E�s•.3 ARC-20.14' CH.-20.00' �s CH.BRG.— h�' N31 ° 12'0&E RADIUS POINT F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS BUILDING SETBACKS FLOOD CERTIFICATION NOTES. FRONT: 25' BASED ON THE FEDERAL EMERGENCY 1. BEARINGS ARE BASED ON THE CENTERLINE OF REAR: Y0' MANAGEMENT AGENCY FLOOD INSURANCE DOMINION COURT BEING N22106757'W. SIDE: 75' RATE MAP, THE STRUCTURE Z ELEVATIONS AND LOT DRAINAGE TYPE SHONN SIDE ' SHONN HEREON DOES NOT LIE WTHIN HEREON ARE BASED ON SITE ENGINEERING SIDESTREET: ?0SOLVING IIE: THE 100 YEAR FLOOD HAZARD AREA. PLANS FOR THE PROJECT. THIS STRUCTURE LIES IN ZONE ' X * 3. BUILDING TIES ARE TO FOUNDATION. COMMUNITY PANEL NO. 120289 0040 E 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED LOT 36 CONTAINS EFFECTIVE DATE: APRIL 17, 199& IN THE F►ELO. 9,250 SQUARE FEET110.212 ACRES +/- MAP REVISION DATE: THIS IS NOT A SURVEY. (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY. SETBACK LINES. AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREV I A 770NS/L EGEND. EARi -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE- WALL EASEMENT F.E.-FENCE EASEMENT RADIUS PA -POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P,C.C.-POINT OF COMPOUND CURVATURE U.E.-UTTUTY' EASEMENT -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG.- BEARING SdNU.E.-MEWALK O UTILITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY O CENTERLINE A/C -AIR CONDITIONER PAD &DELTA CENTRAL ANGLE D.&U.E.-ORMNAGE & UTILITY EASEMENT SIDEWALK EASEMENT LCHIP OT by FFILE. C tO%wCOL36.0WG W.O.2003-3997 t7 7 THIS SURVEY NOT VALID UNLESS EMBOSSED REVISION A NONE INC. LAND SURVEI'nRS AND AUPPERS 300 SOUTH RONALO REAGAN BOULEVARD LONCNOOD, FLORIDA 32730-3499 (407) BJO-90rl0 FAX No. (407) 339-3636 E-MAIL: CA NONE O CFL.RR.COM KITH THE SIGNATURE ANT! RAIJ�D SEAL OF AFL OA LICENSED SURVEYOR AND MAPPER DATE ORANN pOMINIp(F CAVONE - PRESIDENTTELEPHONE FLORIDA SURVEYOR rx MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN 3-28-2003 CB