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Home My WebLink About106 Crown Colony Way 03-1669 CO (2)PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNERS ADDRESS PHONE NUMBER r ELECTRICAL CONTRACTORres-,,r-, MECHANICAL CONTRACTOR \`'f�, PLUMBING CONTRACTOR �4 -� aa MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION PERMIT # 0�\V'7�'A DATE �� "d� PERMIT DESCRIPTION G PERMIT VALUATION � SQUARE FOOTAGE d t7 Cn a CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 106 CROWN COLONY WAY for which permit 03-00001669 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 A ':' ' {'.�, ;lt, Re-SALsircomplies with all the building, plumbing, electr9cal, zo ing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In, ►'�ovC� Meter Set Reclaimed Water ENGINEERING: FIRE: Inspected Sewer Lines In Sewer Tap Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work FEES PAID DATE APPROVAL DESCRIPTION DATE AMOUNT [An ". 021:49"Lt21=4682=[ 6=221W 01-APPLCTN FEE -ELECTRIC 5/02/03 10.00 01-APPLCTN FEE -BUILDING 5/02/03 10.00 01-APPLCTN FEE -MECHANIC 5/02/03 10.00 01-APPLCTN FEE -PLUMBING 5/02/03 10.00 02-ENGNG DEVLPMT FEES 5/02/03 10.00 01-FIRE IMPACT - RESIDENT 5/02/03 59.27 01-LIBRARY IMPACT FEE 5/02/03 54.00 01-OPEN SPACE 5/02/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 106 CROWN COLONY WAY for which permit 03-00001669 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 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 Yes No ,45 // OWNER BUILDING OFFICIAL / D CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTI( **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: PHONE #: 3 2- 1 - 2,,2 --009 Sr' 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. /ngineering 0&- sw ' E]Public Works ❑ Utilities ❑ Fire o Zoning []Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) r CERT IFCAT'E OF OCCUPANCY REQUEST FOR FINAL INSPECTION ****SINGLE FAMILY RESIDENCE**** DATE: q —1 -1 _6 3 PERMIT #: ADDRESS: l(0,o C CONTRACTOR: MARONDA PHONE #: 3 Z I , Z,Zg -O0q, J The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. D E ngineering 11 Fire nn % J3 [ ,Public Works `J �l �^�oy1 S ` OZonin g Utilities ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION . **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: q ADDRESS: CONTRACTOR: MARONDA PHONE #: 3 Z 1 z.8 -009 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑ Fire ❑Public Works Zoning tilities (/ �. ❑Licensing --------------- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) F-- P/ �© 300 COUNry ROAD 427 SOUTH LONOW000, FLOR10A 32750-5499 LAND SURVEYORS TELEPHONE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 106 Crown Colony Way Legal Description: Lot 3, CROWN COLONY SUBDIVISION, Plat Book61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 3 4 CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). 3 Dominick F. Ca"gone Date Fieldwork Completed Florida Surveyor & Mapper Reg. No. 2005 9/11/2003 Licensed Business Number 5073 W.O. # 2003-12551 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M,B. No.3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS '(Incuding Apt.,'Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAIC Number, 106 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 3 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑. GPS (Type): ##.##" or ##.#####°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION. B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER. 82. COUNTY NAME B3. STATE CROWN COLONY 1120294 SENNOLE 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 4/17195 4/17195 X B10. Indicate the source.of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ AS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 139: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes, ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings` ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be.required when.00nstruction 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, AR/AO Complete Items C3.=a- below according to the building diagramspecfied in Item C,2. 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 anddatum 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 NIA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑Yes ❑ No X a) Top of bottom floor (including basement or. enclosure) /O .ft.(m) o b) Top of next higher floor _ _ft.(m) Cn o c) Bottom of lowest horizontal structural member (V zones only) _. J(m)o 0 o d) Attached garage (top of slab) _. NO � 1 o e) Lowest elevation of machinery andlor,equipment w CU servicing the building (Describe in a Comments area) ft.(m) E' X' f) Lowest adjacent (finished) grade (LAG). O ft. m z' 2) o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) N C o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.11 —sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be;signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITI F COMPANY NAME ADDRESS SIGNATURE FEMA Form.81-31, January 2003 CITY DATE See reverse side for continuation. STATE ZIP CODE TELEPHONE Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, arid/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ 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. E1. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA�issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, and E are correct to the best of my knowtedge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH FELLER ROAD, SUITE F ORLANDO FL 32810 SIj� NATURE 'j� DATE TELEPHONE /� �d��[ 1 LJ qll e-, h 3 407.475-9112 COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the communitys 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 k(without a FEMA-issued or community�ssued 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: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions IMPACT FEE STATEMENT ISSUED BY CITY OF SAHFORD BUILDING 1. WOUNTY NUMBER: SEC TWPg 35 SUBDIVIANK OWNER NAV10., APPLICANT NAMEt ADDRESSU TYPE USEr Residential BENEFIT RATE FEE UNIT RATE PER R & TYPE TOTAL DUE ----------------------- ROADS LIBRARY� ,CO-WID� O dwl unit $ 54.00 1 $ 54.00 SCHOOLS [O-WIDE O dw1 unit$1,384.00 1 ^$ 1,384^OO �AMOUNT DUE $ 2,285.00 ` STATEMENT* RECEIVED BY:____ `r=100- PRINTNAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: P`AIj1JRETO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** ^ ` DISTRIBUTION: 1-COUNTY 3-CITY � 2-APPLICANT 4-COUNTY � PERSONS ARE ADVISED THAT THIS IG A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF HE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE 1 EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR D S OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN| 1FICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST 1v1EET,11'11E 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, SA0FQRD» FLORIDA 32701; (407) 665-7474. � PAYMENTZHOULD BE MADE TO: � CITY OF SAMFORD BUILDING DEpARTMENT 3O0 NORTH RK AVEHUE ' � SANF[RD. FQ32771 PAYMENT:SH8ULD BE BY URDEN AND SHOWLD REFEREHCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF'THE NOTICE. ' � � ***THIS STATEMENT IS VALID ONLY IN ColpUNCTIPM WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** ` _ CITY OF SANFORD PERMIT APPLICATION` Permit No.:c� `- , �.i 1C """ Job Address: 106 CROWN COLONY WAY Lot: 3 Parcel No.: 33-19-30-5QS-0000-0030 (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 Andress: 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.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address Bonding Company: N/A Address: Mortgage Lender: 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 Signature qT O r/Agent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name 04/21/03 Si na re f Co actor/Agent Date RUSSELL KEITH SUMMERS Print Contractor/Agent's Name �V`"t. J;X.6 04/21/03 —Q"U04/21/03 e Or ida Date .af.Aiata-�+=+nf lorida Date My Comm Ev. ZW e DES81E TIME No. CC 999378 My Comm Exp• Z/ 5 wRp,wy wwwo 11 oaw I.o. No. CC 999378 Pvwnaily ►�+o m I ) othw 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: '`z'•y`- Date: 04/21/03 4�7s � 1 �- 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: _____ 106 Crown Colon Wd -------- Lot _3 Panel__4 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 Sig Lure CFC057_039 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 Address of Job: _ (O ] �Q�� _V411 11 HA) i-A L r--- Electrical Contractor: DANIEL G. P LISI Residential: _ Non -Residential: Number I Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 50 New Commercial: AMP Service Change of Service: From _ AMP Service to _ AMP Service Manufactured Building Other: Description of Work: A Iication Fee: $10.00 TOTAL DUE: .r f; po By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ppl' nt's Signature C0001663 ------------------------ State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 106 Crown Colony Way Lot: 3 Panel: 4 Mechanical Contractor: GARY CARMACK Residential ___�_____ Non -Residential _ Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. �y Applicant Signature CAC043900 State License Number IIIrNi1f11Nf1MMM1�NwIN11N1Yillflwligl901110LE MT; SK 04790 PG t512 CLERK*S 8 2003067634 pEt,'0M 04/?J/m 12t19:41 P11 WXMINB M 6.00 NOTICE OF C0N11VIEcam :*1T STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0030 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 03 106 Crown Colony Way Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address NIA Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave 0102 Winter Park FL 32789 ATTN• DAN MNNEGAN Phone (407) 646-0304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kempf Title, 200 W. 1" St.. Sanford FL 32771 Fax: 407-330 5002 Phone; (407) 322 9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEPM4TWERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of .2003. (; Q I Notary Public • AN 2Jaj Oft CtfiTIfIED COPY TIME MARYANNE MORSE W Con► Epp. ?/5A6 CLERK OF CIRCUIT COU" rho. cc M378 aSEMINOLE COUNTY. FLONWS r...�a w�o.w � � ow« I.D. ' r3EPIiTY ClERK PLOT PLAN for: MARONDA 1 IIES, INC. " DESCRIPTION: LOT 3" CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 76 thry 76 PUBLIC RECORDS GF SEMINOLE COUNTY, FLORIDA LOT 35 NEW UPSALA m ff PLAT BOOK 1, PGAE 67 �/N NOO°06' 19%v 60.00' f 4 d 5' la 20` 8y��49�� fsF.E. — — — — — — A6 ` GRAM11C SCALE R45 29 — — — G E-4� 20' G.E. — — — — — — — — — — — — r O^ t)10 7.d CONCRETE 9 PATIO t >�' LOT 2 LOT 4 lo.oa '� b `� 0 cp 40.oa MODEL: SUNBURY' I ' TWO STORY (4-2 1/2) BLOCK W FINISHED FLOOR ELEVATION — 45.77 .� 2 0 DRAINAGE TYPE:' A IO.00`1U) c Z s 1o.Da 1s.a• . 11 I CONCRETE DR VE N n f�' 9 • la U.E. P.C. C 1 P-4�� . R-200.00' E-+3•s C 1 23.75' A— 10*26'32" NOO°06' 19V ARC-36.45' $ CH.-36.40' CH.BRG.- 505° 19'36"E _ CROWN COLONY WAY F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS. NOTES: FLOOD CERTIFICA710N I. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROMN COLONY WAY BEING NO0106'19*W. MANAGEMENT AGENCY FLOOD INSURANCE FRONT. 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHONN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON S►TE ENGINEERING SHOMN HEREON DOES NOT LIE WININ SIDE: 7 5' PLANS FOR THE PROJECT. THE 100 YEAR FLOW HAZARD AREA. SIDE STREET: ?0' 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO, 120269 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 3 CONTAINS (SUBJECT TO CHANGE) 6,940 SOUARE FEET/0.159 ACRES +/- THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERSr AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS GEHD: EAW RP.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E-FENCE EASEMENT P.I.-POINT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-POIINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT P.C.-POINT OF CURVATURE QR-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-U7XITY EASEMENT ENGTH L.B.-LIGENSEO BUSINESS CH.BRQ- ORO BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILItt &LINE A/C -AIR CONOT ER PAD &DELTA CENTRAL ANGLE) DAU.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT W.0.2003-2557 CAW FILE: CROMNCOL3.OM1C THIS SURVEY NOT VALID UNLESS EMBOSSED REVI l LI INC.1 v ` ttA VON. METH iFIE SIGNATURE AND RAISED SEAL OF A FLORIDAL!.;CENSEO SUeiYEYOR .WD MAPPER • SION DAIS LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REACAN BOULEVARD LONCWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 7 FAX No. (407) 339-3636 DOMIMCK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 200$ 1 LICENSED BUSINESS NUMBER L.B.5073 1 PLOT PLAN CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 03 Subdivision: CROWN COLONY Property Address: 106 CROWN COLONY WAY 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: C] a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. O 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. Total (Gross Area) 2,667S.F. Cx7 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, April 21, 2003 SIGNATURE: (By Owner or Authorized Agent) 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: im crown 6DjuN Permitting Office: City, State:6anfor- Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New a 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 - _ SEER: 11.00 4. Number of Bedrooms 4 b. N/A _ 5. Is this a worst case? Yes = I 6. Conditioned floor area (W) 2223 ff c. N/A - 7. Glass area & type - i a. Clear - single pane 267.0 ft_! 13. Heating systems b. Clear - double pane 0.0 ff _ I a. Electric Heat Pump Cap: 40.5 kBttvbr c. Tint/other SHGC - single pane 0.0 W _ _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 ft, b. N/A _ 8. Floor types _ a. Slab -On -Grade Edge Insulation _ R=0.0, 136.0(p) ft _ c. N/A b. N/A c. N/A _ 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R>4.2, 720.0 ff _ _ EF: 0.93 b. Frame, Wood, Exterior R=11.0, 992.0 ft- _ b. N/A _ c. Frame, Wood, Adjacent R=11.0, 159.0 ft- _ d. NIA c. Conservation credits _ e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ I DHP-Dedicated heat pump) a. Under Attic R=19.0, 1200.0 ft' _ I 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, _ c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Une. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A j MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 29781 PASS Total base points: 32671 I hereby certify that the plans and specifications covered Review of the plans and IRE sT by this calculation are in compliance with the F odda specifications covered by this o� 9rFo Energy Code. a calculation indicates compliance with the Florida Energy Code. PREPARED B Before construction is completed d DATE: APR this building will be inspected for A 1 hereby certify that this (ding, as designed, kvin compliance with Section compliance with the F r'd 3 Ene gy Coble. Florida Statutes. Gov wii � OWNER/AGENT. oo BUILDING OFFICIAL: DATE:APR 21 = DATE: - EnergyGauge(@ (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 835.2 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Base Total: 1871.0 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 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 = Paints 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 As -Built Total: 136.0 -4338.4 EnergyGaugeO DCA Form 600A-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 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauget/FIaRES'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 Omt 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 1 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge(&+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 (1.068x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.E 4259.6 EnergyGauge^" DCA Form 60OA-2001 . EnergyGaugeORaRES7001 FLRCPB v3.21 FORM 600A-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: T T , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water ' = Total Points Points Points 18617 3798 10256 32671 1 15817 4260 9705 29781 EFP:ASS EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sg.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windowstdoors & frames, surrounding wall; I foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous Infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 dim from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 i Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded b all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric 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 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. — Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 _ 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. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.5 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 V a. Central Unit 3. Number of units, if multi -family I 4. Number of Bedrooms 4 Y b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 2223 fi' c. N/A 7. Glass area & type _ a. Clear - single pane 267.0 fr' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft d. Tint/other SHGC - double pane 0.0 fe 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 fi' b. Frame, Wood, Exterior R=11.0, 992.0 ft' _ b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft' _ d. N/A A c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1200.0 ft' 15. HVAC credits b. N/A (CF-Ceiling g 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 W-C-Multizone cooling, ME-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 Codf cotplian Builder Signature: Date: APR 2 1 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBttt/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar"mdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fseaucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, -contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) PLOT PLAN for. MARONDA 1 TIES, INC.' DESCRIP770N. - LOT 3, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G I PAGE(S) 7G thry 76 PUBLIC RECORDS of SEMINOLE COUNTY. FLORIDA LOT 35 NEW UPSALA n S. PLAT BOOK 1. PGAE 67 vAllNu NOO°OG'19"W G0.00' 4 a 5' la 20' !'yt 6' F.E. 06 GKArMIC 9('.11LE F 5 29 E-44.99 200 D.E. — — — — — — — — — — O^ t � � 7.a bCOt r , t � 9 LOT 2 � LOT 4 _ 1 O 0° / O � O 40.0(Y MODEL: SUNBURY ' I ' TWO STORY (4-2 1/2) BLOCK W FINISHED FLOOR ELEVATION - 45.77 �- 2 o DRAINAGE TYPE: *A 10.000 tn g,' Zs g 1O.oa d1 IG.a' CONCRETE TR t' 9 1aU.E. tf R .J" P-'2 r.C. �' '200.00' E�'—� C 1 23.75' 0-10°2032' NOO°OG' 19"W ARC-36.45' $ CH.—U.40' CH.BRG.— 505° 19'3G"E _ CROWN COLONY WAY F.H.A. PLOT PLAN / P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING NODb6'19"W. MANAGEMENT AGENCY FLOOD INSURANCE FRONT. 25' Z ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR; 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOW WAND , � '! SIDE. 7' SIDE 51530' 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES *146 X 4, PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO IW289 W40 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE. APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 3 CONTAINS (SUBJECT TO CHANGE) 6,940 SQUARE FEET10.159 ACRES +/- THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH/ INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION, ABOREWA TIONS/LEGEND: NU-NUIMBER P.T.-POINT OF TANGENCY CONC-00NCRETE 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 D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE OUR -OFFICIAL RECORDS ACC. -POINT OF COMPOUND CURVATURE UE.-U 1Y EASEGA/EE.NT TERLLEINE TM A%C- NCON01 R PAD SS t Ai ,R A aE) JSi1U E.- A GiE 3 UITLITY EA�SEMMENT D U. SIDEWALK EASEMENLITY T7 1 LOT by LE.- W.0.2003-2557 CAW FILE: CROWNCOL3.OWC THIS SURVEY NOT t7'A Y`UNE INC. LAND SURVEYORS AND MAPPERS JOO SC><UTH RC7NAL° REAC.AN BOULEVARD LONGW�OOD. FLORIDA 3275O-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 1%ALlD UNLESS EMBOSSED WITH TklE SJGNATURE- .NND RAISED SEAL OF A FLORIDA !:LENSED SURVEYOR .w0 MAPPER RENSION DATE pGMpNIpG F. CAyONE _ PI�SIDEN� FLORIDA SURVEYOR #MAPPER NUMBER 2005 LICENSED BUSNESS NUMBER L.8.5073 PLOT pU,Ay ?-26-2W3 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1"x4" and 1 "xT Aluminum Mullions Contact Name & Number: Chrlstooher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, If applicable. Governmental Product Approval: Agency Initials/Date 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 3/26102 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 r -1 A ` dd °. SEE CHART FOR G • <d v d e • a° FASTENERS i I-1/8 VERTICAL MULLION SCHEDULE CAULK TOP OF MULL `„ - _ - I SINGLE UNIT TYPE OF` MULLION TYPE OF CLIP WINDOW WINDO�If RESIGN PRESSURE :ES N 10 X 3/4" t 3/8"MBd. WIDTH kiNIGHT INCH 35 FLA-45 NUMBER AND TYPE OF FASTENERS o W 44, 4 TEK SCREW t WINDOW HEAD'. _ 26" 1.0 x 3:0 _O_K 4 3 160 x 2 TAP -CONS --- --- V o WINDOW t '44---1.0 � 3.0--- _1_-1 �,-- ,.------ _--4 ` -_ -- _-- -__OK-- 4 J60 x I-J2ONSJAM � --- - OIC 4 _3J60 x f-J2 TAPCQ,35r� 1.0 -------- 3.0 -�.- -R------ '�----q.o 5/8" 7/8" x OK 3 160 x 1-1 2 TA :'d - - x 3.0__ 5. lx3 MULLION (XFI.A-26-1) " " e 4 Z8�`OK4J60 t63 _1_0 --_O_K 4 3 160 x 1-1 2 TAPCONS -.---- ,�------ _ x 1_-LT T_APCONS 0 � MULLION (XFLA-39) Oi{ 4 - Ji60„ x 1- JTAPCONSix4 1.0 x 3.0--- --- `-- �•- R------ ---- 4 3J160 x 1-J2 TAPCONSFLA-451.0 ___OK___ 4 x 3.0 OK 4 3 160� x 1-1MULLION ANCHOR CLIP g 3.0-----OK '3 GA GALV. SHEET �LO 4 37" 5©_-5 8�' % 4 160 x 1-1 2 TAPCONS16 Y:0 x 3.0 - --- ----- n------ _0_K_ 4 x 1- J2 TAPCONS -_-_- -- ,., f A `0 e 5/8" METAL 800 LB. MAX CAPACITY _ 63 - f x 3.d-_-- _3160 ?---- - - -1.0 x 3.0 _ _ _O_K- _ _ 4 Ji x 1- TAPCON_S � , 4� y4 WINDOW JAMB 7/8" 1x3 MULLION XFLA-26-1) 76-3 4'' i lm --- ------OK4 _3�80� x 1-1 2� TAPCONSh T 1.0 x 4.0 OK---- 4 1 4i.- x f-f 2�' TAPCONS 1q � #10 x 3/4" TEX SCREW 4 lx4 MULLION �XFLA-39)828" 4-a - T 53-1/8" 50-5 78� _ _ -1-� X 3.0 - _ _ _ _ _ oK_ _ 4 _3 16_0_p_x_ _1-_ 1 2F TAPCONS 1.0_ x-3.0 _ OK 4 3 i6d x__1_-1 2 TAPCONS ---1.0 - --- -- 5 p a o Y"4 I - [ _ -1- - — x 3.0 r-,,------- ---- --------�K--- 2�_1j4 TAPCONS Z _x-G-71I/ I I 63" 1:0 g 3.0 _ _ _ I WINDOW --- -�---------_-- _O_K(2 114-"-_1_-1/2 TAPCONS 76=3 4' 1.0 t SIId, x. 4.0 OK 2 i 4- x 1-1 2�' TAPCdNS 4 CAULK BOTTOM - OF MULL 3/8-MIN. ®.A;.F. {-S Y�C.JJ Y�JJ y PRECASTED M -- 3 "MIN �� pACrMP- NAA'is Q SILL _ A a � 3 4-MAX, MASTLI� 1E # Z> D p p SEE CHART FOR FASTENERS D b b NOTES: a i) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, N OR 6063 T5. CHAR[ES A. • PA LN, P. E. 2) ON EAC WHEN ANGLE IS LEG, THE T� ON i130 y/ Z , o SHALL FL DATES 3/21/ 29121 PLACED ON UULIJON CUP 3) CONCRETE COMPRESSNB STRENENGGTH - o 14, i, is — 3.000 PSI AT 28 DAYS. ti c - e c PAGE 30 -VAUE 24 (2) 110 x i 3/4" PH —Sidi INTO 2 x BUCK OR TO 3/16 4 x 2-3/4' TAPCON THRU 1 BY BUCK( (SHOWN) 3 t8` cli5s t 4" TEMPOW cuss ( r WITH A 1 1/4" MIN. EMBEDMENT INTO MASONRY. P� 8IMM 6tI ODOR SEE ELEVATION FOR ANCHOR SPACING. u Alm or NO aF } 7�176�AttEL7446 Na. or tta: OF O 4 R1tID0TI to ARMORS ARMORS cDESM aP LOAD ANGNOW ANCHORS A g. »ooaw CAPAt?IT— A RaRIRT d ° y (2) #10 x 1-3A" FH—SUS INTO 2 x BUCK JAMB Twill DIMS) pomil ttttR>!n A �su1 � � U) � � w SEE ELEVATION FOR ANCHOR SPACING. or 2aY 4e 48 ae 8 aw• W7 89.4 30 a to 14 2.6* ( 46 18 to a 1470aG ee 7 ea4 ?8 a C�h 4 a 09.5' 48 4gio FL 75 two IFs 24 8 1b2.750' 95.7 77.4 24 a L[4Si6" �" 67•a 57.5 I8 a 11L87a• w 86.7 838 t8 a � � r�� 75.5. (e) a7.6. 57.5 is 0 7a.a' (3) Ba7 8.i.0 td a. 'y. " eo• 597 697 20 a fee' eo" ea7. re s no s A .� eae2e (aa) eaa eae to a eaae5 (z5) ear 78-E t0 e o Rol' e6 4a ae w � =I eo 00. 90 w t/] �''�i I .a D7 f47.375�• 45 45 24 10 — 98_ 1400 00 24 w Cfl ca a` 45 45 t8 fo 9D 6' (4) eo 5o to to � 1a2.768• 4&9 48Y E4 w 15Z7W 35.8 esa Y4 t0 "•t L OPTIONAL it13z5' Sas 5sa is 1fl ui sss• 7Ls Is to (2) #IO x i 3/4' PUKE IN1 D E HY 2 BY 75 8' (OI 59 4 �.4 16 l0 76 5` (s) 68 7 738 IB 10 C BUCK WCfH 1-1/2' MIH EMBEDM6M. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK i2e' ge 54:5 545 18 tte' ge` es.tr eae 20 w °o es:asa (s ai 64.5 a4 E to to ase25 (z51 ea7 85.2 to HOOD BUCK rs ALI IN PAR;IP IMM 1NOR:LM PARR SM IN FL^^: CALL SIZE WIDTH TAPCON OR MIAMI/4" (C.S.W.) A.^E APPROVED CONC. a s s STEEL REM. FASIt. Lj?& N 2 a I ALL 10' PANELS SEE ELEVATION FOR o q r . & 60.0 D.P. ANCHOR SPACING.cv ^' $ STEEL a• sae\ ~ n " 4 AM 10* PANELS Nv &60.0D.P.. SHIM n sKttiREQUIREDi•Ij TYP. JAMB. SECTION 1� SHn1 OR MUDD TRACK A5 REtUIRED 1 BY 2 BY BU K (2) 3/16'0 x 2-1/4" TAPCON OR �� l MIAMI DADE APPROVED CONC. FASTENER .,a soe �. c SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,, MAIL SUM STACK 1/4 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T6• OR T6 ° a s HIGH TYPICAL WALL THICKNESS OF-0.6:r . 3 USE HIQUALITY CAULK BEHIND WINDOW FLANGE, 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS ° CHARTS, AND MAY VARY DEPENDING ON SIZE. .r - '• . 5) THE RESPONSIBILITY FOR SELECTION OF NORANDE% PRODUCTS TO MEET ANY APPICABLE LOCAL LAWS, BU MING CODE�ORDDIANCES*OR OTHER SAFETY IIEADER AND SILL SECTION REQ�M�ST SOLELY WITH THE ARCHITECT, BUILDING OWNEOR CONTRACTO& i� a�rw. X X b Pkh% PANEL /a X X X X PANEL rr PANEL PANEL PANEL L/ a Z 0 c z 04 a h 0 � �www TYP. I BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI �—(� (".. �.`Q'q—i �° y 1i k cs AT 28 DAYS. (2BY2} 7texa tuvmox (4BYZ) ttrt as►ucon o` a a t •�vittilVLP�I� ,PAGE 23 (2). /10 x 1-3/4' PH -BUS INTO 2 By BUCK OR 3/16'0 x 2-3�4' TAPCON TM I BY BUCK, (SHo" WITH A 1-1/4 MIN, EMBEDMENT Dili) MASONRY. A SEA ELEVATION FOR ANCHOR SpAONG. (2) #10 x 1-3/4' FH-SUS INTO 2 x BUCK d a SEE ELEVATION MR ANCHOR SPACIxr S a - I 2 BY WOOD BUCK (2) 00 x 1 3/4• PH -BUS RM 2 By BUCK WITH 1-L/2` M& EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. 0 r-2 x Vnnn wftrw 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 XXX XXXX ALL 30 46" s 59 /2 " 53.3 65.8 10 16 18 6 36 %6 x 59'/2 " 49.8 49.8 12 18 22 6 31)4,5 x 791/2 " 49.7 49.7 10 16 20 8 3814e' x 781/2 45 45 12. 18 22 e SERIES 5D0 ALU]QNUM SLIDING GLASS DOOR Ali. OPERABLE PAMPAS FASTENER CHART �' C FLORMA B.O.A.F. _ (?) 3/16'0 z 2-3/4' TAPCON 09 'ssil.r, 0 A.� q CIO O �:2�. co C4 h b MAN DADE APPROVED CONC. �! vimA`++ viiP,$ NAM: 1 x WOOD BUCK FASTENERS. • i ` 1 � 4 q c--hQlGlCfii y �r R w SEE ELEVATION FOR I )(A 1 !Vbfs ANCHOR SPACING. k u 1! AS REQUIRED T YP. HO RI1 U SLAM iSHO t! MU% TRACK'A3 REQUIRED 1 BY / (2) 3/18 0 x 2-1/4' TAPCON OR Ul"I DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. No No TES. 1 SHI11 AS REQUIRED, MAX SHIM STACK 1/4% 2 ALL ALUMDiUM EXTRUSIONS ARE ALLAY 8083-T5 a OR T6 WITH TYPICAL WALL THICKNESS OF 0,82' , . e 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. a 4 4) GLASS THICKNESS BASED ON TABLE E13OO 'GLASS CHARTS, AND MAY VARY DEPENDING ON SM& v 6) THE RESPONSIBILITY FOR SELECTION .OF NQUANI)EX PRODUCTS TO MEET ANY APPLICABLE I;f}CAL..LAlPS, HEADER AND SILL SECTION REQUIREMENTS RESTBUILDING CODES, S OIZLY WITH THE .ARCH EC, TYP. 1 BY BUCK 6) BUILDING VE� 0,OWNERR ISTRENGTH — S:000 PSI AT 28 DAYS. (2SY2) � (4BY2) emu. muumw Ot r 1 of f� kI y .� cl Ir o' z PAGE 22 10 X 1-3/4' P.H. S.M.S W/1-1/2` MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. I10 X 1-3/4' P.H. &M.S. MIN. EMBEDMENT. NOTES: 1) .SHIM AS SEE ELEVATION FOR .ANCHOR SPACING. 2} ALL ALAL,U 3} USff na 4 01",1 CHARTS; PROD.UC W MUM B17iiA7llsif 6} NOTE A] HEAD' !U �a 0 a ALT. FIN ATTACHMENT UNDER SHEATHING CEN.RAL FLOBSDA S:O:A.F. ACrU- E i. NAMLI MASTRR FILE # 3 4EADER AND SILL SECTION W/i—l/z- MIN. EMBEDMENT WOOD FRAME ANCHOR S ACING.OR MAX SHIM STACK 1/4'. USIONS ARE _ALLOY 6063-T5 'A iB D00WOFLANGE. ASED ON TABLE E1300 GLASS ARY DEPENDING ON SIZE. "R Ox ot? NoRANDEX Alit APPUCABIE LOCAL LAWS, DINAMES OR OTHER SAFETY SOLELY WITH THE ARCHITECT. •'CONTRACTOR. HAT EEAL. FASTENERS AT , /•10 X 1-3/4` P.H. 5.1CS. W/1-1/2' MIN, I;MBBDMENT SEE. iIEVA1lON BOR " ANCFIOR SPACING. ,'_� / i SHIM MAX (TOP AND BOTTOM) c11ARLEs'.. A: � rr FL REG: ONG:, 49i21 DATE:, 3/07/QZ•' DW NSIONS WINDOW FASTENER. SCHEDULE WIDTH HEIGHT N ANCHORS SEE NO. JAMB NCBES INCHES NOTE 6 35 45 60 35 45 60 coCa rS PS PSF PSF PS TO 2_ 2 2* 2 2 2 �. 2g• 3 2 2• 2 2 V 2-1 3 4• 2 2 4 3 - 6- 3 3 3 3' 4• '� 3 3 3 3 cc . � 2 _2 2• 3 3 S co co i=1 2 48-5/8 _2 2_ 2• 3_ 3 3 2 3 .3+ 3 3 3 4' 3 3� - f_�8' 82_ 2 2 2 2• 3 q 4 .2• 4 4 —. -3 3 3 3• 4• '3- S- 4 4 4' o � y ��Nb { �2. 6=3/4- 2 _2 2 2' 2' 3 3 4 4 5 6 � R 014 wy�'n b q.14. K, a �. '-1 8` 4 5 GJ 4 � �:4 3 .3 4• '� 4 5 • k:4 � �ot` Q dxq7_y. rn. ar __—Drm-C //// _,-DErALL-B i • a, v l�KlY 1J.L!, ,, WAGE 10 iY/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, �001 Jill lillbo IN 1 750 Typ 2.437 I 1 10 X 1-3/4" P.H. S.M.S. W/1-1/2" VIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI&. -- .- TYR FHX # - ALT. FIN ATTACHMENT 10 X 1-3/4~ P.H. S.M.s. W/1-1/2 MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. 1/4" MAX -- SHIM (BOTH TYP. JAMB SECTION n, WOOD FRAME f # 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT Q D°D SEE ELEVATION FOR X ANCHOR SPACING. HEADER AND SILL SECTION CHARLES A PA rP.E WOOD .FRAME FL REG. G. :�49121• - DATE: 3/27/d2 AMENSIO"DONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS WIDTH HEIGHT - HEAD/SILL JAMB NCHES INCHES �E NOTE 6 45 $0 PS PS PSF 35 45 60 PSm -PSr PS 2 2 2. 2 2 2 - 2 2• 'f 2 2 5 -1 2" Ba 25" 2 3 3 .- 2 2 52-1 B" -3 3 3 • '�' 2 2 1e=118' 2 2•_ 2 3 3 I2" 37-1/4" _2 _ 2 2 2• 3 3 36 - e" 3 9 • 'f 3 3 B-�8• 2 2 2' 3 3 3 5-12 49-5/B 2 2 2 3 3 3 38' _ 3 3 3• 3 3 3 52-1 8" 3 3 3 18=1L8" 2 2 2• 3 3 4 E=12" 62" 2 • '3 3 4 36 _2 3 3 • .3_ 3 4 5- 8" 3 9• 3 4 2• 445 �L-V-;n822 6-3/42 • 5 L5- 33.4 5 8" 3 9 4 5 NOTES: 1 SEW AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMSNUM EXTRUSTONS ARE ALLAY 6063-T5 OR TO. WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE HIGH .QUAiiTY CAUiK BEHIND WINDOW FLANGE. 4 GLASS: THICKNESS 'BASED 'ON TABLE E1300 GLASS CHARTS, AHV -MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF, NORANDEX PRODUCTS 'TO MEET ANY APPLICABLE LOCAL LAWS, BURDING CODEORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR 6) HEAADD AND SILL ARB RETQgQUTA FASTENERS AT D. 77P. li gr 2C 0.Cma ETAIL-A DETAIL-C SASO LDETATML-_-B. PAGE 21 LAPI;Ufi WITH A ' 1-1/4" MIN. EMBEDMENT f 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2' MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING, 2 ALL ALUMINUM •EXTRUSIONS ARE ALI.IIY 8083 t ° e , IA. A A d ° OR TB WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGK " 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS a ' • a . CHARTS; AND MAY VARY DEPENDING ON Sim 5) THE RESSPONSIBRM- - FOR SBLt;CMN OF NORANDEX PRODUCTS TO MEET AIUC APPLICABLE, LOCAL LAWS, BUILDING CODS .IiRDINAX= OR OTHER SAFETY �- REQUIREMENTS REST 30LELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. . 6) A PRESSURE TREATED WOODEN BUCK:OR MARBLE SILL SHALL BE ADDED UNDER THE. PRODUCT TO FULLY SUPPORT UNT£ THIS SUPPORT SHALL BE �+ FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). to 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI ALT. HEADER SECTION AT 28 DAYS. 8) NOTE ° INDICATES THAT EQUAL FASTENERS AT TYP. 2 BY BUCK 3/16' TAPCOX MAN MANUFACTUM NAME S MIN. EMBEDMENT . /{I 4&ei r_ {SEE ELEVATION FOR ANCHOR SPACING) MAST�'t' �i. FUZ ° • a I` CALL SIZE WIDTH i a • TBy,BUCK::: © 2 BY BUCK SHIM TYP. JAMB SECTION )TH JAMBS) • 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLES FL REG. ENG. 491?1 DATE: 12/L /Oi, $ 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT +� SEE ELEVATION FOR sl _ ANCHOR SPACING. T DAIS ONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEAD SILL JAMB WIDTH HEIGHT SEE N TE 8 (INCHES) (INCHES) PS 45- 45-80 PS60 P35 SF 2B-1 2 26' 2 — 2' 2 — 2 3k 2 2 fi3-i 8' 3 3' 2 2 2 2• 2 3 28-12 38-1/4' 2_ —_ 2'_ 2 —_ 3 37� 2 3• 2 3 65-1-B' 3 _ 4' 2 3 2S-1Z2 50-5/8, 2 2' 4i 3 37" _ 2 _ 3• 3 —_ 3 53-1 8' F 3 — 'it 3 3 37 2 2' 3 4 37" _ .63- -_- 4 59-1 8" 19-1/8" 2 20 3 4 28-1�2 78-3/4' 2 _ 2' 3 _ 4. 3r _ 3' 3 _ 4 53-1 8" 3 4+ g — q tux UNM vwru 1-� zt as I --D':vL-C //f% DETAIrB 0/1 Illfli« I{I{ 11 0 M 1.1LL A PAGE 9 3 16' TAPCON WITH A MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING.— d d d 4 4 '4 I 750 TYP 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' . 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 41 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) TH$ RESPONSIBIidTI'.FOR SILEMON OF NORMDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY UMEWING D S RBST SOLELY WITH THE ARC11IMT. OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UM THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH {SUPPLIED 7) BY OTHERS). CONCRETEAT COMPRESSIVE STRENGTH a 3,000 PSI ALT. HEADER SECTION 28 DAYS. TYP. 2 BY BUCK =moo L940 iu r.n. S.M.S. WITH A Da. 1-1/2' MIN EMBEDMENT SEE ELEVATION FOR ANCHOR 3P6lrtur T 3/16' TAPCON W/1-1/4" MDL EMBEDMENT SEE ELLVATION FOR - FOR ANCHOR SPACING. CENTRAL �RMA B.O.A.F. MANUFACTuRERNAME: CALL SIZE WIDTH N-e f ^' e �. 1 BY BUCK C a C 2 BY BUCK � TYP. JAMB SECTION i/a' sxtM 1 BY 2 . BY BUCK MAX (BOTH JAMBS) P D SEE NOTE 6 HEADER AND SILL SECTION BY BUCK CHARLES A 'PAGIQ Y.E. FL REG. ENG: 1' 49121 DATE: 3/21/02 10 F.H. S.M.S. MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. rlux uwff vmrm Typ T Pf- 4C 'YUC� Vc AIL. A `DETAIL—C SA H A/�/ DETAIL—B M I A M I•QADE IIAMt-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Syste111s 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE COMPLIANCE OFFICE MEIRO-DADS I.ACl(,Ii1Z IJUll.l)INC; 140 WITS'I' FI.AGIXJt S'1'IZI;I. I', SUI.11? 1 t)tt3 MIAMI, 1'1.OJUDA 33130-1563 (305) 375-2901 I:AX (3u5) 375-29os VONTILtC TOR 1.1C1:\tiltiG ti[:C!'IC)� (JUS} 375-25�7 F:L\ (.IUS) J7S-'_SSS C:()\ r1LlC:rUlt F:.� F'C)12('F:\I2{,1 r I)I e'lstc) (3U5) 373.2966 FAX (305) 375-29as 11I2OU x:I' C:O. .t2Ut. I)11'ltilU\ (3US) 37S• ?U: FAX (JUS) J7?-6JJ9 Your application for Notice of Acceptance (NOA) of: Eutcrgy 6-8 S-�1'/E Inswing Opaque Double «/si(ielites Residelltial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 , EXPIRES: 04/02/2006 Raul Koangucz Chief Product Control Division TIIIS IS THE COVERSHEET, SEF 1DDIT10NAL PAGES FOR SPECIFIC AND GENERAL CONDi'MONS BUILDING CODE &f •PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by'the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Francisco J. Quintann. R.A. Director Miami -Dade Coellltl' Iuilding Code; Conil liance Office \1s04500011pc200011templateslnotice acceptanc.a cover page.dot ` It)t(:rnct trait address: ltostnutsterrG<'buildin,�cnticnnlinc.culle Ifomelr1".C. lit tll.MvivNv.buildimi"codeunline.com Premdor Entry Systems ACCEPTANCE No.: 01-0314,24 APPROVED JUN 0.5 2001 EXPIRES _ AyriIO2 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.I This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of'Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Nliami-Dads: County, for the locations where the pressure requirements, as determined by SFBC Chapter 2 3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entcrg}• 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidclites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E11'-I, Sheets 1 through 6 of 6, titled Premdor (Entergy Brand) Double Door with Sidclites 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 Miarni-Dadc 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 pair of doors and single door only, as shown in approved drawings. Single door units shall indlu.de all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 46 degrees. Unless unit is installed in non -habitable areas where the unit and the area are designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance %with the approved drawings. 4.2 Hurricane protection systcm (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systcm. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection systcm. 6. LABELING 5.1 Each unit shall bear a permanent label with the mant,facturcr's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approvcd". 6. BUILDING PERMIT REQUIRENIENTS 6.1 Application for building permit shall bc accompanied by copies ofthe following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or the South Florid' 3uilding Code (SFBC) in order to properly evaluate the installation o 1i s stern,.GG .4 Manuel crcz, P.E. Product Con xamincr Product ntrol Division 2 Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN O 5 2001 EXPIRES Anril0? 2906 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this Acceptance (approval) shall be considered aficr 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 Acceptance. 3. RenewaIs 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 rcquirer»ents of this acceptance, including the correct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. if any portion of the Notice of Acceptance is displayed, then it shall be done in its =-ntircty. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distri Tutors and shall bc'available for inspection at the job site at all tirnc. The engineer needs not reseal the copies. 8.• Failure to comply with any section of this Acceptance shall be cause: for termination and removal of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last. page 3. Ei\D OF THIS ACCEI)T.Ap-.CE Manu :1 crez, P.E., Product ontro - . imincr Prods ; Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE • DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) yy�' GKALFiciL'ic ' ' N� •71 la.^ NYIIMNI Ell PC 46 1., 37 1/4' MAx MAX 7 1/4• . Vr x r LOW su1Ct •• "Ar MAX SK NOR / 4' MAX T MAX MAX �r • MAx �• AAt • Max 13• nG Is' nC _. Is'•0. 13• aC MAX MAX MAx rin7t 13• Is' DG_. MAx MAx !3• a 13• � 11ax Nnx c A1 M OA .%gj r . e In N.�r 17 1/ MAX O.0 SPAGINCi �. to* D.G. _// r If „ 17 1/ M X nL• SPACING Tip Of DOOR 18.' nC CO F LOCK rD x C• film m In AM WfIII J" A t'8 64' MAX OLD BO I /IB• 17 1/ MAX aC SPACING Is, C1G r MAx _ pnn:Ac. it p`w�.LR l4r.0. OI acli�Aci� �D•iac. =wrrl wo�a� •..c �w+w c�ecNh<A� , .-1 F...• X .,.I_. la- BC 13. OG !7• DC IS• bC_ Mnx nnx Mnx Mnx Mnx MAz ,.�� • MA7( 3' MAx , Mnx 1/x• . r cbA�sr.na NNa N ATTACH ASTRAGAL THROW BOLT 19 x t' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD VITH 110 x HOLES FLATHEAD SCREWS` NOTESI IJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED 18 x 1 3/4" LONG PROPERLY,.TO' TRANSFER.LDADS TO THE STRUCTURE. FLaiF1EAD SCREWS _J _ 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. L.H. INSVING PA INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD - OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY STRUCTURAL WOOD BUCK. APPR@PBo AS CC*.,:TAM .un. Tnr C. MASONRY OR CONCRETE CONSTRUCTION WHERE THFL(Iq�IepIN�=X" DE pDO�ASONRYNWIS ANCHORED TH OR WITHOUT EA NON-STRCTLY TO UCTURAL pU�[!!£t1CRETE lR j pEpt +T ( NEEDED BY ONE BY WOOD BUCK w Nut3. ALL ANCHORING SCREWS TO BE 1110 WITH x t P MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE 9UQDD OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT ACC1'ANCeNI • V 31 Y. t y INTO MASONRY. x UNITS $MALL BE INSTALLED ONLY AT LOCATIONS PROTECTED 8Y A CANOPY OR 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CMDPY DR OVERHANG APPROVED' SHUTTERS NONSNHAAITAILESS AREASS RANVNERE�ONITTAAND THHE AREAI��BESIGNED TO 3. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER IWILTRATICK AND ODOR, THREE STAPLES PER JAMB INTO THRESHOLD ON SIDELITES AND DOOR. 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE 111ISQl lL lace 31111R 111 111 11: Dxt vor JANOS AND SIDELITES, It14p61TuuIOI Ttl ILL r tc 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL(TE BASE A01 mltN mWwAliI CORNERS ARE COPED AND BUTT JOINED. _ _ rme.,.rtxe„a„I,e,.,oxuR, B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST ' A INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL —1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ L �� VATER-REDUCIBLE VIPRIMER W17H A DRY FILM THICKNESS OF 0.0 TO 1.2 MIL. I1 a'SHEE 1 I OF 5 1tvz31IIl1O C 9/1b' GlA,;,�BITE INTERIOR INSWING OTHER CnNF]rIIPATinmz III I/V KAX 74. GLAZING DETAIL MAX Gh r�4TA_?ir� 'cE " L1 ,vltl EXIERIJUR AL � r - _f� ►,f 3/4 AAX Ile PAX 17 INIERWR a 1�! �'-c�-'�.�a��?;�:: e:� �►JJ �-�t.�.� "MN rl: AI`PA0 DASCMWLY ccKtHt+E "Nmm rnoou mwsm �Mp Or-o 31y, ty 1-1029-E V-1 SNUI 2 OF 6 [ma a�u t SHIM MAX r— 3/4' 60 11/16' MAX INTERIDR 79 5/16' MAX s -SECTION B-B 2 BY WOOD BUCK EXTERIOR MA1LRIAL- LIST IiEH HID DESCRIPTi6N PART Nr "R COHF1£NTS l mD HERO JAHB CV-14 WRESSION VEATHERSTRiP 1 1/4' X 4 9/16' HTL. TO BE TINE OR EDUIVALENi V_ ;AALLIU"ASTRAGAL R W RAH X{R- PREHDM BRAND OR EOIi1VALENT- 5/8';ALiNINUH 4 l"INLJN-BiA4PER THRESHOLD EV-15 ASTRAE PRENDOR $RAND OR EDUIVALEMT - 1 1/4'x 4 9/16' P CIWKL EV-OD PREH BRAND - 111/16' - 20 GA STEEL T K a 'Ill] , j T' _= lq KmIa T Niel v em B 8 07 BASF FDAHPINSITY 2.0 TO 25 Ib5JF1' TOM L EV-07 BRAND - 1 11/16'20 Gn STEEL 0EV-09 L OCK /2' HTL. TO 0E PiNE OR r-7; vALEN1I EV_� STILE II/ib'Hn fGE iO BE PINE OR ._VUWALr14T EV-05 LOCK PREP FILLCR PLATE 1 ililb' MTL. TD BE PINE OR EDUIVALCNT Cy-t0DIBt 4'x4' HINGE BRANII _ D50 THICK_ HTL. TO BE POLYCTHYLE 1 V-16 - HINGE JAMB HAGER BRAND, HINGE OR EDUIVALEHTTNICK (STET i 1110 x 3/4' FHV.S i 1/4' X 4 9/16' HTL. TO BE PINE OR £t7L1 1b'AL£NT 11➢x2'FHVS (4) SCREVS PER H1Ng INTO a" 1 y ttr RG THEWArIER L tKx W SCREVS T►RIIl1fiN SMIKE JWV Ohl) 51AEif IE /' OBwR rNDN L. THEREAFTER • H SCRCVS THRG(N HIELITE ' WI DHTD MUM 4• mv rRDH DP. 1tA7C l5. OL iHEREAFIER.EAptS i lA6 xxw Im'-w REFER( TD ELEVArgo 1 VV 110 X 3/4' F.H.VS. D , ftyt ! O $[pEVS OSEO AND LIEATIONS 19 ID x 2' FHV.S. {�'> SEREVS PER HINGE INTO JAMB LDCKSET G'3 SCREVS AT EACH STRIKE PLATE !10 X 13/4' FJLV.S. VOOD SIIIELiTE JAHB 22'"X W SINGLE PANEL GLASS SIDELITE TRI14 (VOOD) 1 1/4' VOOD CASING - WOOD SIDELITE HEAD JAHB WOOD SiDEL1TE BASE POLYPROPYLENE LITE FRAME S) X 1 I/2' PAN HEAD SEREVS SiDELITE STILES i PIN NAIL DOW SILICONE #995 no OiCSS i..... IRAL IEC C>340SBlb+miss B31C8 Sil am, to- AP7ROyEp AS COHPI:lG H1TTH iH1E �: . all. ENTRY SY� ITtAlAMC E=fln ,MOffrE ACCEPTANCE t10.O1-o-3t+(.Zy FRISK,, Ki 66762 ve• nrao rrHp�pfG CJA[['w' •""` `^'"^�- �--161] - 100E 5/16 x 1/2' lTL. TO BEALCPINE it13MRS ERUIVALEN D-SIDE By .WASAS MOLAMS uvAD V 1/4*.X 4 9/16' HTL TO BE PINE OR EDUIVALENT 1/4' X 4 9/16' !( TD BE PiK OR EDUiVALER, HP Polypropylene by ODL D PER FRAMETD :rrEn u a sM(xr ArtcR '" 5/16' X 1 11/16' HTL. TO BE PTi4< OR EDOIVALENT N" LM HAA. ,' IR rAM IRA. IUT jr DL HCRArtFR• tal a, mum An 1 31-1029-EW-I SHEET 3 OF 6 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' j -- NTERIOR I 79MAX16' 80 11/16' I MAX j 2 BY WOOD BUCK SECTIDN C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 S.^Un, RMU w w ftu..- &.A.OWG C*m co ,PIIANCE 1-1029—EW—I SHEET 4 OF 6 zvls i EEITER p OTHER DOOR .'CONFIGURA TIMS r w .n +i� r �.: w r w t w, �--►Ww w ar »w•r MIN! ! wy �j'Yt r w 1 .�o 1 ".K � „yN. 0 y K P.Oii _ � • - � PVr� _ K YiM � K o t. LLy �. I O M11I11• _ y `V 1L V K � M IWI• r nl• O �C PKM LL O - iL ti o 1 1 w r..r.� w a•... `� (� wc�b"'� 1 r w..�.1.8.yS-�-p' w�o-,. 1 ,� Ir r I �, 1 1 1 , y j''7Ulu `/n w w w r W Y � w r rs I r sL v� % sc P.o.c .,W ► nc n.nc �t'PKLG — wyy P VKr� _ U O K l.wpt rC P6nG I — IY•tlY. 1 1 1 _ V iC rsyeWL , '�ri r P s�l.►� 1{.�' 1 I. � 1 _ 11 1 1 ! I w� Yr4 11 ;w w��rn .y�w ,YrpV.yy ;C . 1 w w xn nxn w lift luss NDTI , f x CLtRflim6 Iltlti ID1q, iil mn In W A7fRfNEO AS C06/PLYCfG NTM TKE y�-SMDWCDM pASWtKiiJUI1 1771 _ _ Pldf 161 ByT, PR MDR NTRY SYS EM jff[to etas Gem couFtw OFF Pi115tRGf Yi 66762 ACCEPTAWEIM. 01-03iq. �y . X 31-1029-EW-1 SHEET 5 OF 6 f1vis t lltltf .OTHER DOOR PANEL STYLES 36" I¢MAX 13 `79 il6° ��1113 a a BIJI [I❑ 0 0a MA�x ao as I a �d as ppo°a°a BLAAIK FEP 6-PAWL4-PANEL 9-PAWL 10-POCL I8-PANEL 4-PAWL OTHER SIDELITE STYLES 36" MAX 79 p p SL-10 SL-20 SL-30 �• SL40 SL-50 ' SL-509 SL-69A SL-69B � O as as as as as as as as PD-1 PD-2 PD-3 PD-4 PD-5 PO-6 PD-7 PD-8 00 Bob ©000 i 0000 Ro NO 10 an no oa fLUSH 8-PANEL CROSSBl1CK 12-PANEL 4-PANEL EYEBROV V%SEROtI EYEmm ABROV NEL 5-PANEL 5-PANEL V/SCRULL .YEBRDV I q- I - 1. -,1 SL-69C SL-25 SL-55 SL-30D SL-40 ao aa i 1 151, 1 it 0 _ 1 1 II II � B�B H 11 it 11 i Cf� tad as Ao�� ono ppp ppa ppp o Q PD-35 PO-36 PD-37 PD-38 PO-39 PO-40 PD-41 SL-908 PD-14 I I I I iii 111 ' 1 SL-90C SL-309 SL-30C SL-70 SL-8 QQ � ❑II PD-15 PO-16 PO-17 W W W ty tl V O U� a � o O. o U �a t" n o � W � PO-32 PO-33 PD-34 31-1029-EW-1 SHEET 6 OF 6 rtvlsnr L[ntr 6 , MIA M F ADE 'AIIA1tiII-DADS COUNTY, FLORID. METRO -DADS FLAGLER BUILD.INC, BUILDING CODE CONIPL1ANCE OFFICE MI's1RO-DAI)r FLAGLER BUILDING 14t) w1iS'r rl.ACi1.1.it 5"litlil: r, 1U! I'!s i GU i MIAMI, l l.OltlUn ,;31;(J-15ci3 PRODUCT CONTROL NOTICE Or ACCEI'TANCE' (305).375-2901 FAX (3u5)375-290S Premdor Entry Systems 911 E. Jefersoll, P.O, Box 76 CO rltdt"I'oli (30)373-2527 J'rL\(;1U5)37t._ttti Pittsburgh KS 66762 C:U\ I'ILIC"rUit I:YhO12Cai�I1?�1T I)I t'ISIU� (3U3)373-2'JGG F,L\ (.1Ut);{7S.2�UX 11RUn1:C.'1' (:U\'1'RUt.1)1v1slo. Your application for Notice of Acceptance (NOA) of. (305)373.2VU2 FAX (30)372.63.1t) Enter•gy 6-8 S-W/E Outswin; Opaque Single w/sidelites Residenti.11 Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing thc: 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 bclow. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the* right to revoke this zpproval, if it is determined by BCCO that this product or material- fails to meet the require Building Code. ments of the South Florida The expense ofsuch testing will be incurred by the manufacturer. Gig G--•�l ACCEPTANCE NO.: 01-0314.2i ,. EXPIRES: 04/02/2006 Rant xoangucz Chief Product Control Division THIS 'IS T1IF C0IfER4z1iEET SEE ADDITION.-kl, P,kGES FQR SPECIFICAND GENERAi. CONDITIONS BUILDING CODE &C PRODUCT REVIQN, 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. API'ROVED: 06/'05/2001 Francisco J. Quintana, R.A. Dircctor 1M1,11111-Dadtl Count}' lhidding Codu Compliance Ol7ice \\s0450001\pc2000%ernplates\notice accepc.nc':e co"r pnge.dot lntr rnct n1;1i1 ucldress: Ilnstrn;l5tcr Hdin(;cndem)lilie. cum llntlrcnil!,e: Irtt 11. Premdor Intry Systems ACCEPTANCE No.: LO1-Q3 I4.2,- I APPROVED JUN D EXPIRES April 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 in Section 2 of thi's ' Noti-ce of Acceptance, designed to comply with the South Florida Building Code& (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating valdcs indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Sinold Residential.Insulated Stec! 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 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames %vilh Bumper Threshold (Outs -wing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These .documents shall hercina(icr 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 -4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will rcquirc a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREII'IENTS 6.1 Application for building permit shall be accompanied by copi>:s of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as fdctsti ::d in ScctiQn 2 of this Notice of Aeceptancc, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Oflici:t I or the South Florida Building Code (SFBC) in order to properly evaluate the installati irthis system. Mttnuci Per r_, P.E. Product Con rol •xamincr Product C` :roi Division Prom dor. Entn, Svstems ACCEPTANCE No.: 01-0314:21 APPROVED JUN EXPIRES _ A>oril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD COi\'D1T10NS l . Renewal of this 'Acceptance (approval) shall be considered after a rcrncwal application has been filed and the original submitted documentation, including test supporting data, engineering docurncnts, are no older than eight (8) years. Z. 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 affcctinc, 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'complicd 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 cngincering profession. 4. Any revision or change in tlic materials, use, aPd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been orb requested (through the filing of revision application with appropriate fee) and granted by this office. 5. Any of the following, shall also be grounds for removal of this Acccptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in,advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its cntircty. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teribinalion and removal of Acceptance. 9. This Notice o£Acceptancc consists of pages 1, 2 and this last page 3. END OF'I HIS ACCEPT NCE Manuel crez, I.E., Product Co tro Examiner Produc ntrc: 1 Division 3* ' '\I_' I.JUI\ . \L IN i LICU 1 DNHINIJ) WUUJ t.JJUt• SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD I E O S C 3. 8� N O1 IA 4. a 1 At 6. JA 7. COt IM 4. VA -- MAX 4' MAX --MAX 4' -- --I-4• MAX-4- 1:1 L 3• MAX •) WOOD DUCKS BY OTHERS. MUST BE ANCHORED 'ROPERLT TO TRANSFER LOADS TO THE STRUCTURE,x l 9/4' F.H.W.S8 0 THE PRECEDING DRAWINGS ARE INTENDED TO 98 AUALIFY THE FOLLOWING INSTALLATIONS. PER SIDE FROM VOOD FRAME CONSTRUCTION WHERE DOOR y-1 /w JAMB INTO THRESHOLD — YSICH IS ANCHORED TO A MINIMUM TWO BY WOOD PENING. \Ij . MASONRY 13R CONCRETE CONSTRUCTION WHERE R.H. OUTSVING LH OUTSWING DOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCUIN WHERE FR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE 1 MASONRY00 ITCKOR WITHOUT A NON-STRUCTURAL 1E By VQO BU RE VA1CR p� IRAIBTt li BCI ■ y VA IRA D7tl REOUI AENIS IEEDCD . ALL ANCHORING SCREWS TO BE 110 WITH FgRBEIYRf N + NIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE K R 3/16' PFH TAPCONS'VItH 1 I/2' MINIMUM EMBEDMENT TO MASONRY. UNIT MUST BE INSTALLED WITH 'MIAMI-DADS COUNTY . VII1S SWILL BE RSIALLCI OID.Y AT LOATNINS PRDIECICO If A CANWy OR DVERW4 SUCH 111A1 ilE ANGLE 1CIVEEN NC Eva or. CANT OR DVERIHA& PROVED' SHUTTERS THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10 SILL IS LEST IMN IS MCRCES. UNLESS loll IS INSTALLED IN 10-11A11fABLE AREAS %WRE THE (NI AND IRE AREA ARC DESICNEF to - 'D M. THREE STAPLES PER JAMB IHtO BASE ON SIDELITES. ACCEPT VAtCR INFRIRAHON LATEX SEALANT TD DE AMIED AT SIDE BY SIDE NOS AND SIDELITES. DOOR/SIDELITE HEADER, OOOR/SIDELITE JAHDS, AND SIDELITE BASE iNERS ARE COPED AND BUTT .WINED. RtIIlA7)A a DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST FRA,cs SHALL BE E PRIMER PRE-PAINtEDOWITHiµ 6ERYLICSLATEXDVATER BASED/ 1ER-RCOUCIBLE WHITE PRIMER WITH A BRY FtLN THICKNESS Or 0.B TO 12 MIL 1DI.— rt APPROVED AS COUGLYIN.G N)1l' InE u331jTH FLur DUR[NtIC C002 DAr BY_ PR001:. T C ITROI DP.'LRq.`I BIALDW COO° COAIPLIA.VCE CFFiCE ACCEPwru No. 01. 03 /Y. i r GLAZING DETAIL WRVIN VILLIANS M EXTERTRAR GRAVE LATEX EAuLx EXTERKT IRTERIOR - 1/2' (LASS BITE 9 I/8' TEWEEREB GLASS In OTHER CONFIGURATION 1-1020—EW-11 P E'ET. 2 or 6 r- 3/4' f 5 6 80 11/16' MAX EXTERIOR MAX 1 3/4' 1a 9„6 SECTION B-B I., 17 " J%^I,IJun PART HIMBER. CDHHENiS WOOD HEAD IAT1B EV-12 1 1/4' X 4 9/16' Mil tD DE PINE ( Eou1vALENr . CDMPRESSION WEATHERSTRIP _ q 1 1/4 ® WOOD STRIKE JAMB K N RAMD LBXSEAL( R 11/4' X 4 9/16' MiL TO BE PINE OR EDUIVALENT 4 ALUMINUM -BUMPER THREStIOLD EV-13 PK14WR BRAND DR EOUfVALENT - 1 1/4' E( 14 9/1T TOP CAL EV-05 PRENDQR BRAND — �� 6 T KN 11i/16' - 20 GA STEEL -�i—III I I6 (DU i.Wl -.mp! ' Ai Om(4Rt R�atL iJi W18 . Y BASF FOAM - DENSITY 2.0 TO 2S tbs/rt' "— TTDN CHANNEL EV-04 PRENDDR DRAND - I Ibs ( - 2D 9 W D DCK BLOCK G1 SiEEL EV-DB 4' X 9.1/2' NIL TO BE PINE OR EQUIVALENT STRIKE STILE EV-D7 15/16' X 1 11/16- MTL TD DE PINE 11R EDUIVALENI ` ^ 12 LOCK STILE £V-D6 15/16 X 1 11/16' Mil TO BE PiNE OR [I IVALENT 12 LOCK PREP FILLER. PLATE EV-D9 PREMDOR BRAND - 3 4'x4' HINGE Jul 1141CK- MTL ID BE PULYETHYLENi 14 VDDD HINGE W-15 HAGER BRAND HINGE OR EQUIVALENT - ..097 THICK (STEEL JAMB r_ l !/4' X 4 9/t6• MIL TO BE PINE -OR EQUIVALENT 15 D10 x 3/4' F..S. (4) SCREWS PER HINGE INTO D" 6 Bt0 X 2' fHVS. 6) STREvS TIiRDDrii EACH SIoEUTE JAMi Into S1DF1IlC, 4' aDVM rrtptl INTERIOR 1P mx 1 DL IJIEREar'I(R HVI fE VD STI1 AI Nt REFER TD ELEVAiTDR VIEV. FIR I OF SCREvS USED AND LDEATlUIS SilTEL2, itV. STILE Ev-D7 15/16' X 1 11/16' MTL TO BE PiNE IN EQUIVALENT 9 5 x,.H FJLVS. (2).SCRCVS AT EACH STRIKE PLATE LDCKSET II0 x 1 3/4' FJiVS KV1KSEi BRAND 200 LOCK OR HARLOC AND .1� LOCK K s10' U tTHERE( TER JAMB IMD SIDELUE JM it 11) m TJG h1EREAJ'iER b UDVn rraal fDP IW St*vg K B' D.C. rTKRET1 11"IEWUAFiERSTRIKE JAMB orlo SIDELITE JAMB, 4' am rRai iot � �l 4J SCREvS 'MUM EACH JUNCO gND DDT JMMI V'AJD SIDELITE .IAMB I 22' X 64' SINGLE PANEL GLASS SIDELITE TRIM (vUDo) VOOD CASING WOOD SIDELITE HEAD .JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAHE q6 X 1 1/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE #995 APPMJZUAS CfM.IPIYBAJ y4"j V$ pi SDllJnf BY P olvJSlct1 9D Pc,x=mwmara Pil rcmnvsmftc p!-03r4.;t MTL iO BE PINE OR EgUly A 0.r YL ALENT 1EHP R D fa ac - -16{ rnm MT•L, TO BE PINE OR-EQCTiVALEM7 j _ DDL-2 HP Pol roAY lene by pD- _.' `vwv#KlAf yP B PER FRAME 113 D 41 r Aft. 4' UM M L 4' IN rW M MK Jf AC 1I[WrtER, DELI of NILRIi AtTB L 1020-EW-OASHEET 3 OF 6 REVBIIH LLIIER B 1/4' SHIM MAX T�IO� 79 3116'. MAX 80 11116' MAX 2 BY WOOD BUCK SECT -ION PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE #995 ,scmrjmmm-am ►�� -.uuuI\ uuavr IUUKH 1 lul�� UIHLK BUUK PANEL STY LES 36° —� r-- MAX '9 /16" 'a� �a �� 0t] aoaa Marx _ as as as Qp °°° BLANK 7� Q Q OOq 4-PANEL 6-PAREL 4-PAL 9-PAREL 10-PANEL 18-PL OTHER SIDELITE STYLES I 30' [—MAX ' 79 a p SL-10 SL-29 SL-30 SL-60 SL-50 SL-SDB SL-69A SL-691 Di go � as as Qa as as as as PD-1 PB-2 PfY-3 PD-4 PD-5 PD-6 PO-7 PD-8 Fj I uu U ac 19 PD 21t PD-21 PD-22 PO-23 PO-24 1313 ©Q 11 �[]I BFr�ti aQ 511 A � ArLUSH 8-PANEL CROSSBUCK f2-PANEL 4-PANEL Q ❑ CYEBRW V RCtL EYES 5-PANEL 5-PANEL ViSCRQ L EYEBROV 0 �1 SL-69C SL-25 SL-55 SL-30D SL-40 FBI as ao as as PD-9 PD-10 FO-II PD-12 -- Ifi !11 fll iFir; 111 ne Iii '!tt.; Ii11.1No u PO-35 PD-36 PO-37 . PD-38 PO-39 PO-40 PD-41 PO-42 ZN s PD-43 M-. 43A PO-438 SL-909 SL-90C A-308 SL-3� f SL-70 SL-00 QQ []Q pp PD-14 PB (5 PI-16 PD-17 �T �u PD-31 PO-32 PO-33 PO-34 �r �SIJEE 110�0-EW-0 T 6 OF 6 il<a lflu e Maronda Systems Engineer of Record Design Criteria: TPI Maro 4005 Maronda Way Tomas Ponce, P.E. Design: Matrix Analysis n da Systems Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO0301 3 106 CROWN COLONY WAY ORLN-CRC SUN13 LEFT SUNBURY I & J 3 FLAT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 24 Layout 11-3-99 Roof Loads - VT 4-11-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 A 6-12-02 B 6-12-02 C 6-12-02 Total 33.0 psf D 6-12-02 E 6-12-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" E1 6-12-02 F 6-12-02 F1 6-12-02 G 6-12-02 G 1 6-12-02 H 6-12-02 HI 6-12-02 1 6-12-02 11 6-12-02 1 6-12-02 11 6-12-02 K 6-12-02 L 6-12-02 M 6-12-02 P 6-12-02 P Showing field assembly. INV # DESC QNTY DATE: APR 0 7 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 6 SEAT PLATES 36 �8 N Ib x x J J I� I H H G G G G G G GG i Gilsmm0 ,G I G;::: G G m mG G G G G H H I I J' J F T B RING ALL - _ NAILER M p 4' N M p _ 7-8 M L THJ26 HANGE K � r H1 Hill11 0 11 J1 J1 x G) � G) G) G) x _ APR 7 +fAA9 i III II II II��I 0 II 1 JOB NUMBER: SUNIF CUSTOMER: REVERSED JOB NAME: SUNBURY "I & J" DRAWN BY: by DAT -99 PITCH:6/12 O.H.: 1'-0" v BEARING : 0'-8" LO sf (b O 21-6 H B Q-9 1 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES oeresnonsibYltvofthe installer(build r b (Idlnoconfrac r aranvarlrnntmrfnr .tutor erection contractor) to orooerly raceivR unload slore, handle install and e metal plate connected wood trusses to protect Iffe and property,, The installer texercise the same high degree of safety awareness as with any otherstructural :vial. TPI does not intend these recommendations to be interpreted as superior 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 TRUSS PLATE INSTITUTE 533 D'Onofrlo Dr., Suite 200 Madison, Wisconsin 53719 (608)833.6900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of 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 part thereof must not be reproduced in any form wIthout written permission of the publisher. Printed in the United States of America. TORAGE I v Tag Line �1'1 ��'�r�� t � � � 11�•f � ��J iiP� �' � 1 iTi� '��""f'�^.�_. I 1 t i,., Typical vertical End Wall , attachment plan "r Blocking Ground Brace / �J Verlicale (GBV) Typical horizontal He member with multiple atakea (HT) VAruss of bra, oup of true** (ES) "7}F�SCS':�"N1SWRi •:. � Fu ale:va� ... , ... n .a....._ . r OKfA l' nii nITC ' 1'rERA�I OA 'SF'AC G [�B �. 'AA1�F1 w'�ni{ Gi QiFFE �5'AG1NG�isB p 12 / .10 28' 2.5l t� 12 or 42' - 60' er 60' See a registered professions! engineer Douglas Fir -Larch SP - Southern Pine \ \ \ Hem -Mr SPF - Spruce -Pine -Fir \\ ,tinuous 70p Chord � >rai Brace --��` All lateral braces \ ;aired —�-- lapped at least 2 10' or Greater ( / trusses. lchment luired 0' ORI ryp Pr�� Topohordsthat areaateraltybraced Can bu-kle logetherandcausecollapseOthersisnodiago- ,�t �J nalbraeing. Diagonal brecingahoutd be nailed to the underside of the top chord when purling are attached to the topside, of the lop chord. ��I��S�C15SbRS TRU55�;j WIrA'ii> 1H1 .4i v 1Y —�3 or /' rp• �\ greater I$ t 12 Over 42' • 54' 1 3112 1. 6'�en 4 Over 54' See a registered rofessioneer ; DF • Douglas Fir -Larch SP • Southern Pine / 0. HF • Hem -Fir SPF • Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togatherand cause collapse It there inn o dlago- nnlbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins ere attached to the topside of the top chord. IJIO'NO 7RU55. '�' :itr Placement Line All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Gre Attachme Required „,ItN�-q:RTiCt� T4LERA!'CES'` Mlr:"j� kFY�4R"'ai+.� 'M^4tl15t•Nf�.Nh,k4A4 4`^t.t• +HaiF� 9Pag441DU1�u'1F BOW T ±y,' L(in) l(ir�120� kL�4ft)'i 50" 1 1 4" 4. ' 0 " 112" .3' 150" 3/4" 12.5' Length L(in) Lesser of L/200 or 2" L.(In) T Lesser of L/200 or 2" w�,I"rt � 2OOr'iC�(it� 200" 1 250" 1-1 /4" 20.8' 300" 1-1/2" 25.0' AfARON1?A S3'STE111,S 4006 bfaronda Way Sanf ord, FL 3.,A 771 (407) 321.0064 Fax (407) 321-3919 Date: March. 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. S,,., Merely Tom s Ponce, F.E. Date: 315 f 0 3 DESIGN IhJKORMATION Thts design is for an Iadhridctai htdltung eoarp-mnt and Io. been exued art tr<rmanon Provided by the ellent The datgner dL cW. alg'resPous-w for damages as a restdt a d sigtu U om 8uxxthed Lu 'he tdeslgoa oas bl fhe cUcxtt and the conlQacas cr.a al" infaamat- - A may rew. la a. s u sa no > tro, mu-lparcuc ampM la faan. hush. This km has 6, &med . an mffm II-I99,S and �t two be _TIsm-kcgeacmd "ch�w-ra —.Img Nc�- R+her tewed fOr a txrWJ ,nal .cw bttAding designer. the d �aAkw by -ma t» be eYuked to be tatre that ata shots. are Iu eanrn[ with the local b.04m, cede'. laeai diutatic *walls for tv(ad oraaoar fads. t% t apee0&atkm or'pedal aP1Rd Inds or storage os aemp.,ey[—A._ been designed f comprcarfort ss iw bo�h�g o+d acouune _m�orh"— *dtby pcope* aPNUed -wd --mfoL tfiry -hould be braced at a taazlmtm sgachrg d Ity-O' o.� Connector . FA -tea zbaR be manttfachud Cmm ZO gania. 1.4 dip a g*"— red "'d mec 9 ASIM A MS. falade,f0. mt— athervdse sissca� FABRICATION NOTES Friar mo f it. 6bricator'baR tcNea, g eaY that d t dnvrtr g t In wog � s pk— and to day be IRA i vert- lkauon Any dtnepyrceies are to be ptrt o writing before ehtttog or ra,6daUm. Plates -Trait xmt be Iosta "o•tr k aotholes kae(s Or" dictated Psiw- Meroll..1.B be eut (Or tight AWng wood to mtad b-,Mg. Cmr- aeHor Plates abaM, be heated OR both Jaen of the Rtm am mIIs idly hnhcddcd and ahaR he sym.. atwtn the 3alnt tmlea atharmtse sttavn. A 5x4 plate b s' wide x: 4• long; LL ftO P64 Is er svIdv X 8• Tong Slots IhalesT nm Paraw to the P kagtb spccittrd. Double cats an web memh +s shaft meet at the o.d g fthe webs odes' otberwte ahawa. Cnnneetor plate'Leas •re 111 t sties based on (be [caeca shown and msy.eed is to r....r--d f mtwn hand. hag cad/or � ck -- all. -fit boas t mt to he falrteafed.'Ub am sedxda 1. treated htttdrer r.dn'o(hexwtesbowti Paraddno d w-rulatrou m Qcraw Control serer to ANSIfTPI 1-togs PRECAUTIONARY NOTES 1U bsaCng and eosriaw reeoaro,"^,ia are a be 1oa wed to aamrdanc c U t -1landk 'iuta@pg A R-d-c,. Uri-91. 7Yur'es are to uudll "Ith dek-v hr cued 1x"I Lod b eryaud W taB b. to av� image, g ftuaa , and Puvcawcgt p�'g Or hondJ l-r-W Ina abalght and Jim and far restsOng Lateral f0wes shag be - 145W1edand by others. Card.,butd- k19Is cueattal and cream, blaclag Ls ad,ays Nultod• Nmnal pmoutioaary acam far rrsssca t'gnkft such tempataq bracing dud g xslaBalim betx-m trines to avold toppimg nd n" s�hanlbe lmdQ I of 41dcaced m the k-xnatprn d term' mf ssboal advta shall be awgkl if Deoded, ancexthalloa of --strurtlm Ioada grater isn the deslg' bads shaU. rat be appUd to ussra at any 0m- No toads on— tb— the - e+ght er the erectors sbau be aPpUed to use -alto a11er an fastening and brad., t atmPided, MONO VALLFY VALLEY TRUE COMMON VALLEY 1 MARONDA SYSTEMS SUPPORTING TRUSS VALLEY TRUSSES(TYP.) COMMON OR GIRDER COMMON TRUSSES (TYPI * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. WO: VALLFY SFT DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 20-0-0 3x6 2r4 0-0-4 2x4 3x6 2x4 214 3x6 IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL �� f 214 1 16 516 Lx4 OR t 415 # 2t4 OR 316 4x6 4110 2x4 3,6 3x6 ow OR 4 4,6 20 Ti: VT OTYA (+I WHEN DIGAONAL WEB PRESENT USE 4X6 PLATI (0) WHEN NO DIAGONAL WEB PRESENT USE Zx4 P1 VALLEY MEMBERS AT N O.C. (TYP) I r4 Sx0 IES 2c4 UP to 12 UP OT 2x4 214 3r6 MAX 0-0-0 O.C. (TYP) * 2r4 ► MAX TRUSS SPACING MAX 6.0-0 O,C- (TYP) J BELOW 4B • O.C. SPANS UP TO GO-0-0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW, SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER, 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH i0d NAILS STAGGERED B• O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS S110WN PLATES.Al2E TL26 GA TESTED PER ANSI/TPI 1-1995 Maronda SYstefns 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #M5m68 cont. Support ••navwaAMli: KtAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ra'btc t a I" of the b__g —W' and vhlch xaust wind blaring. yPod, h. btachcg or d skn0ar Ixacfug Coal sn oeily tedttce bucklly g �• i3ta made to rarrehnr ilea'! lo�adog at ...sin®�s�� TotaUa ay del �g c�Ptwlsfons must be � AddlUmlal bracing or the Overall shxcchrre ma be eIBtlOcd by fie bwkUng deslgker. (,hiss Nlafe ln-,tf .trte, TPI, tr tasted at uv n n . (� HTR-91 a'1T91. Suds Q 6-0-0 O.c. Eng. job, Dwg: Dsgnr: TLY Calk: TIC Live 16.0 psf TC head 7.0 Ill f BC Live 0.0 115f TIC Dead 2.0 ne Truss ID: VT Date: 4-1-1-01 burFac - Lbr. 1.25 DurFac - pit: 1.25' . O.C. SPacinq, 24.0" Design Criteria: TPI HIP BLOCKING f DESIGN INFORMATION Tots d,sigil g (or an htdh4dual budding I component and tars been based on lnfomotlon provided by the client. The designer disclaims any napenalbutty for dan..ge as a rerun of (adky or Incorrect Itdtmmtion. speclfka wns and/w designs famished w the h•+ss dsig„er ibr (he eDeM aid the rnrteciness or amrraq or this t.dornwua.• as n Hey ,.6t. ro a apN egk project and accepts' responsibility ar i ..mires ,m central ..nh ,.g-4 to 14baca- lion. Iundling. shitaneat and Installation of trwsea. Tads was has been des,g,xd. v an hldtvfdual building component in accordance with I ANSI.M 1.1995 and NOS97 to be b,eonporated u part of the buadwg design i y a S.ddtng Osigncr (reg,.(ead arehaect nr I.ofs.lona! engk,eerl. when reN.ea ed for upp,-1 by the balfd(ug delguer. the,lslgn Y.ad(,,V sI— must be checkedto be sore JJ.t the data sham are In agltelnent wdh the local buUdtng codes. foot ellri.tle r—d. for wind or s,mw leads. 1 project $Pedltotl.m or sp_ .I applied toads. Uofes. si,.«n, truss has not been &signed for staa>;e or occupancy loads. The design asswnea eon,Pre 1- d,oMs (tap a battorni are e..tlna- ously braced by shoU,tng ants othnabe. opedfled. where bottom b-la in tens!.. a,e ad. ruUy lase.& lalerady by a !roperly applied rigid cctOng: thy shwtd be, bn .d at a I Ina'tbnnm sp-ebeg of to r-W a.r_ Connectar plates shall be ma,/ufactared Imm. 20 gauge Trot dipped g.bunzed steel meethrq ASTIAA 653. I Grade 40. unless oUter,+/se.1, FABRICATION NOTES Pe- to fabrlallon. the rabot to shad Rw1em this dmvb,g to eerily Ilut thb d,.v tng b 1n mnfomerrce wkh the law-wes Plans and to ew\dce . e-.U..U,g eesponsgbinty for aueh .erf- Ilatio - Any dbvepandea arc to be pot b, m" before cutting or fab,imti- Plata shad not be bins,<d carer Itnothoka, kn,ors or db(ated grab,. Mrn,bcs shad be cut for light fltthrg wood to wood bearing. Can. n<ksoc plat- shad he located nn t.rth ea¢a of lt,c ftrras wSh nails tally anbck)d<d and shaft be sym..boul the job,! unf= at/nY :T a=., A 5.4 plate fs 5- wMe a 4- long. A 6a9 plate b 6' wide a 0' long. Slots (torteµ our P-11c1 to the plate length-Pecdkd OonMe -19 on w<h enoubers .1r.0 meet at. the -Amid .1 the webs .tde» oEhenal.. $I—,. Conn. bw plate sfre, f are m(nbmon slue hosed on the fn,m shu,m and may need to. be b,oeosed b. certain hand. Wig andloc e,ecllmr messes. This t,wa b ,sat to be fab,aoted w/th face. ,etanlant treated lknnber m\lm olhembe shown For.ddWon.l Infom,atum on Quality Cannot rd_ to ANS(/Tn 1-1995 PRECAUTIONARY MOTES rid braetnl;,nd e,eetlen ,eco.m,rndaua,rs are to be fdbw<d. In asardance. «iU\'Ha„dlb,g betald„ g d Bndng-. HI8-9I. Trusao are to be 1-411e4 ail!, particular care d.,ing banding and b..dlbrg, deb.ery and Instaliati.n to -id damwge. Tm,rporasy and pen..urent tr,ae(.,g fer ho4ling !Hess !a • alralRln and plumb pow- lu.n and (ar,ohtb,g tateral Inreea teal be dafgned and Irutaded try others. Cardin hand. . bog is essenl)al and erection bracing is alna)s tegoWcd.11t wl Ilmilumizi7 af11911tor busscs ncquba such temporary btaetng. during Installation betwcea trusses to avoid toppling arvt d.,nb,aa,g. The s.,-.born er _cotton of trusses shad be node the onto.{ or peeso,ss experlemsd 1. the Irulallatlan or Uusses. Professional advice shad be sought d needed.. Concndrat . of eonstr non loads. great_ Ihao the desig,. fads s1.0 not be applied to Intgsa at o.y Itnm- Ne brads other nh». the. weight of the erector+ shad M.-applied to imssa rndd after a0 la lenbgt an•1 h,acing b wn,p"ed. HIP GIRDER MARONDA 2x OF- WO: HIPDETAIL TI: HIP QTY:I BLOCKING ADDED TO TOP CHORD STEP *HIP TRUSSES TO SI.IORTEN. OSB" NOT TO EXCEED 2411O.C. 0 BE NAILED TO TRUSSES wI @ 12" ON CEN_ STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING TYPICAL ICAL BL `Y/ aL/JC s11 1 Y `i.I, FoJC V. sA - fEd 3+. R I -II Y G 0.i. V 0.! Jl EP R. -+ IP Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 i TOMAS PONCE P.E. I LICENSE #0050068 1830 GREENBBOOK CT.071EO0.FL.32766 ZHK' 1111-U: READ ALL MOTES ON TliIS SHEET. COPY OF }IIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on lhtf drawing k ,wt <rrrUon b,acln¢, wind bracing, portal bad.g,rr ahnllar bndnR ,.hlctr )s a pa,t oC the bulHlrrg design and whet, moe_i M cvnslderc) by the b.0,14%;. d-ig,, Bracb,g shown b (or lateral srkPPat of Erns. members onfr to reduce 6-ekit.g lo,gth. Frochie, roust Ix wade to anchor {»lent "' big +t ends and spedned I a tlena detc t, d b)• U.< buddfng delete , AddfU...I bradng of the aeeraI, structure map he required. (S Ii IA-9I of TPfI. tltuss Plate Institute, Eel• b lecaked at 583 p"Oud d. pd�e N df»n,L vnamn.I. 537191. Rug. Job: Dwg: Dagnr: TLY Chic: TC Live 16.0 Its[ rI`C Dead 7.0 psf BC Live 0.11 psE 10.0 psE ry �}BC��tt [Dead 1 OTr't.I, 3�' f/ 11CF n\L Truss ID; h[IP bale: 10-20-00 DurFuc - Lbf.. 1.25 Durfac - PII: 1.25 O.C. Spacinc1: 24.0n Design Criteria: TPI Code Desc: if-nt n — -_ I 1 I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: TI: A ATY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client.. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information.. specificationsand/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- cMc project and accepts no responsibility or exercfs— row control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance wRt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the bU]Idblg design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the localbuilding codes. localclimatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or —pancy loads. The design assumes compre.sion. chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are notfully brand laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvardzed steel meeting ASIM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication., the fabricator shallreview this drawing to verify that this drawing Is in cronfonnance 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 stall not be installed over knotholes. knots or distorted grain. Members shall be cut for Ught fitting wood to wood. bearing. Con- nector plates shall be located on both faces of the L— With naffs fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" king. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shaftmeet at the centrold of the webs unless otherwise shown. Connector plate stun are minbnum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informaton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A➢ bracing and erection recommendations are to be followed in accordance with "Handling Installing dr Bracing", H113-91. trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and penman m bracing for holding trusses in a straight andplumb pos- ition and for resisting lateral forces shall be designed and Insta➢ed by others. Careful hand- ling Is essential and erection bracing is always requlmd. Normal precautionary action for trusses re*dm such temporary bracing during installation between trusses to avoid toppling and dorminomg The supervisionof erection of trusses shall be under the control of persons experienced in the installation of trusses. Pmfesstonal advice shad be soughtif needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBSr 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 L. 40.0 ft W. 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTIONI: 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" RIB - 1.00 T 4-3-2 0-4-3 �Tr I MULTIPLE LOADS -- This design is the composite result of nRlltiple 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 COQINECTION PER SCHBDULE: 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 _ ==-=Joint Locations==== ... = ...... _ =0 =0- 7__ 1) 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) 15- 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 BoT PIN 29-10- 4 2086 0 -920 BOT H-ROLL Ilk 7-0-0 16-0-0 k7-0-0 1 3 1 5 0000 5X10 3X4 5X10 -6 0000 T 10-4-3 3-10-3 _TTL 1 n M 30-" 1110 9 8 2087# 3.50" 7 2087# 3.50" 1-0-0[al 30-0-0 I (R0-11-11) � 430N (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 G TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WAKI4IN4: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY MAR BRACING WARNING: S5 , FL. 32771 is not erection bracing, wind bracing, portal bracing or similar bracing Brach ah� of tthis he building par mg design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown ft for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specfffed locations determined by the budding designer. Additional bracing of the overall structure may be required. (see H1B-91 of TPll. LICENSE #0050068 Muss Plate Institute. TPI. Is located at 563 D'Dnofrio Drive. Madison. Wisconsin 537191. 1890 OREENBROOK CT.MEDOSI-3276e Eng. Job: WO: SUNIF DWg- Truss ID: A Dsgnr: TLY Chk: Date: 6-12-02 TC Live 16.0 psf DurFac - Mr: 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- 13282- 5 uesign: mmru Anmysts /UH PAlff: Ca1LP4,UKUUH511Z5MPHISUNIF HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: TI: B QTY:2 DESIGN INFORMATION TOP CHORDS: 2X4 Sp #2 MULTIPLE LOADS -- This design is the =____= === ====Joint Locations==___=====r== This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 component and has been based on Infomation provided bythe client' The designer disdaims WEBS: 2X4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 a�yoponsrolhdty for 2X4 SP #2 3,5 continuouslybraced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 rmatiosasar<sutior faulty or incorrect lnformatlon, specifications wind Case- ACE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTICN PER SCHEDULE. H- 21.0 ft, I- 1.00, E7cp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING L0MTICN----- bythe client and the correctness or accuracy Support 1 734# Bld Types Encl L- 40.0 ft N. 30.0 ft Truss X-Loc Vert Horiz Uplift Y-LDc Type of this Information as it may relate to a spe- Support 2 765# in INT zone, TCDLxe 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 -734 BOT PIN ciflc project and accepts no responsibility or exercises no control with regard to fabrics- MAX LIVE LOAD DEFLECTION: 7II�a'c +"7 and/or GlaZ t Resistant Covering Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL tion. handling, shipment and Installation of L/999 trusses. This truss has been designed as an L=-0.081 D=-0.08- Ts-0.16- ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTIONt 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/7P1 1-1995 and NDS-97 to be incorporated T=. 0.07a 2- 3 -3-582 0.32 11-10 1371 0.43 as part of the building design. by Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Des 1Gr When reviewed or proval by ad engtrncer), approval by the th T- 0.03- 4- 5 -1637 0. 39 9- 8 1568 0.47 building designer. the destgn loadings shown : lam 115 5- 6 -1582 0.32 must be checked to be sure that the data shown . 6- 7 -1794 0.37 are In agreement with the local building codes. Local. climatic records for wild or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy leads. The design assumes compression. chords (top or bottom) are continu- ously bracedby 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 stall be manufactured from 20 gauge hot dippedgalvanized steel meeting AS7M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtntion. the fabricator shall review this drawing to vm* that this drawing is In conformance with the fabrbtor's plays and to realize a continuing responsibility for such verl- fication. Any discrepancies ane to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, lands m distorted gram. Members shall be cut for tight ftrttng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be sym. abort the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long A 6x8 plate is 6' wide x 8- long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated withfire retardant treated comber unless otherwise shown. For additional Information. en Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations arc to be followed In accordance with -Handling Instalimg & Bracing'. H113-91. 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- Rlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling B essential and erection bracing Is always required. Nornal precautionary action for trul%es requlms such temporary bracing during tmstallation between trusses to avoidtoppling and dommoing. The supervision.. of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Pmfesslonad advice shallbe sought If needed. Concentration of construction loads greater than the design leads shall not be applied to tnsses 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 5-3-2 0-4-3 TT� I Ilk 9-0-0 k12-0-0 k9-" 1 2 4 6 n 4X8 2X4 4X8 30-0-0 F.1 4-10-3 0-44-3 10 1036# 3.50" 9 1036# 3.50" (RO-11-11)) � 0-0 1-f30-(�-" 1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 (RO-ii_ll)scale = 0.2094 WARNING! READ ALL NOTES ON THIS SHEET. MaC011da Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING haassa CONTRACTOR. 4005 MARCNDA WAY BRACING WARNING: SANFORD, M. 32771 Bracing shown an this drawing is not erection bracing, wind bracing portal bracing or similar bracing which b a par of the budding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown tr for lateral support d truss members only to reduce buckling length. Provlsta s must be TOMAS PONCE P.E. made to aruhor 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 P1). LICENSE #0050068 (Truss plate Institute. 7PI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). 1690 OREENBROOK Cr.OVIEDO.f7-32766 Eng. Job: WO: SUNIF Dwg: Tniss, ID: B Dsgnr- TLY Cbk: Date: 6-12-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac -Pit: 1.33 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 . ,02- 13283- 5 uesign: Mara Almysts )Ulf PAM, La1liE-L0KUUH51125MPHISUNIF HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: TI: C QTY:2 DESIGN INFORMATION TOP CHORDS. 2x4 SP #2 MULTIPLE LOADS -- This design is the =_--_--- === -Joint Locations=.- ===__:___._ This design is for an Individual building. SOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 component and has been based onlntonnauwt WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided by the Client The designer disclaims any maponsromty for damages as a result of 2x4 SP #2 4,5 continuously braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty or loaned Information., specifications Wind Case- ASCE 7-98, C&C, V. 125mph, 4) IS- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss desilpmv PROVIDE UPLIFT CONNECTION PER SCHEDULE: K. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness oraccuracy Support 1 727# Bld Type- Eael L- 40.0 ft W- 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis tnfotmatkm as it may relate to a spe- Support 2 769# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf X-Loe Vert Horiz Uplift Y-Loe Type cmepryeetand accepts noresponsibility or exercises no control with regard to fabdca- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1035 81 -727 HOT PIN lion., handling, shipment and Installation of L/999 29-10- 4 1035 0 -769 HOT H-ROLL trusses. This truss has been designed as an L-- 0. 07" D-- 0.07" T-- 0.14" --TC ... FORCE... CHI ..BC ... FORCE... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/7" 1-1995 and NDS-97 to be Incorporated T- 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer (registered ar`hhe`torprofessional engmeed. When reviewed for approval by the T- 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 building designer, the design loadings shown EMS - 1.15 5- 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 7 -1435 0.43 ate in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a p-pedY applied rigid ceiling, they should be braced at a maximum spacing of 101-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivantmd 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 fabrfratoes plaza and to ma" a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nafk fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- king. A 6x8 plate is 6- wide x 8' long Slots (holes) run parallelto the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mh* num slus 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 taormatIon on guafity Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES AB bracing and erection recmmnendations ace to be followed In accordance with -Handling Installing@ Bracing". Hl"1. Trusaes are to be handled with particular curt during banding and bundling, delivery and installation to avow. damage. Temporary and permanent bracing for hokiing 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 requkes such tTmporaryy t ractmg dtid% Installation between trusses to avoid toppling and dominating. The supervision of erection of trusses shall be ,corder the control of persons experienced In the Installation of tr ssm Professional advice shall be sought tf needed. Concentration of consttuctbn loads greater than the deignloads shall notbe appliedto trusses at any time- No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 6-3-2 0-4-3 11-0-0 8-0-0 k Ilk11-0-0 1 2 4 1 6 00 04 n 4X6 3X4 4X6 30-0-0 M 5-10-3 0-4-3 7�T I '13 12 11 10 9181 _ 1036# 3.50" 1036A 3.50" (Ro-1 11)'i 30-0-0 1 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLITPI 1-1995 scale = 0.2094 r WAKNIN(s: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIF Marondd SyStems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 6-12-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, M. 32771 Brncl,g shown on this drawing is not erection bating, 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 TC Dead 7.0 psf BC Live 0.0 DurFac -Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 support of truss members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. made toanchor LaLeral bracing at ends and specified locations determined by the building designer. Additional ins or the overall Structure may be required. (see HdB-9I or Tin). BC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D•onofdo Drive. Madison. Wboonsin 53719). Code Desc: FLA 1890 GREENBROOk Cr.0ViEDOXI.32765 I TOTAL 33.0 Psf V:06.02.02- 1328A- 5 r.e,rga.- moire nrrarysrs .rvv FAM: (,:1r.C-WxUVfQ11Z5MFHWN1F RCS: 06.02.02 SU'NBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: DESIGN INFORMATION This design 6s for an individual building component and has been based on Information provided by the Ghent The designer disclaims any responsibility for damagrs 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 K may relate to a spe- cific prjed and accepts no responsibility or exercises no control wHh regard to fabrica- tion, handling, shipment and installation of trusses. Ttds truss has been designed as an individual building. component in accordance with ANSI/TPI 1-190 and NDS-97 to be moorponded as part of the budding design by a Building Designer (registered arcddtect or professional engineed. When reviewed for approvalby the budding designer, the design. loadings shown must be checkedto be sum that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specgtratias or special applied bads. Unless shown. Wes 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'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabrbtor's plaits and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrtthmg before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut. for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is S' wide x 4- king. A 6x8 plate is 6' wile x W long. Slots fholes) mot 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 rased 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 fhe retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recornmendatjow are to be followed in accordance with 'Handt}ng Installing & Bracing'. HIB-91. Trusses are to be handled with partiawmlar care during banding and bundling, delivery and WtallaLlon to avoid damage. Temporary and permanent bracing for holding trusses In a strlglA and plumb pos- ition and for restating lateral forces shaft 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 busses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Irstaliation of trusses. professional advice shaft be sought if needed. Concentration of construction loads greater than the design bads shad not be applied to trusses atany time. No bads other than the weight of the crectors shall be applied to tru es until after all fastening and bracing Is completed. 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 DEFLECTION: T= 0.03" RMB - 1.15 7-3-2 044-3 T7L 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, Xzt= 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 -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 TI: D ATY:2 ====a====_sae==Joint Locations==ss=a===...... 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL Ilk 13-0-0 L, 4-0 0 13-0-0 1 2 5 6 6 0000 :W 0 n 4X6 4X8 0 6-10-3 0-4-3 Ilk 1 30-0-0 1036# 3.50" 11 lU 9 8 1036!/ 3.50" 11-0-0-0 30-0-0 �. (RO-11-11) I �6 (I RO-it-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.2094 Marondd SysteMS WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORD, Fie. 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 budding designer. Bracing (407) 321-0064 FaX (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. w,� bra r of the ave�liasWcfure may locations determined by the budding designer. fig y required. (see H16-91 of TPp. LICENSE #0050068 (truss Plate institute, TPf, is located at 583 D'Ono(no, Drive, Madison. Wisconsin 53719). 1890 GREENBROOK Cr.0VIEDOXI-32766 Eng. Job: W , Dwg: Truss ID: D Dsgar: TLY Chk: Date: 6-12-02 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 .02- 13286- 5 -�� .....-c,vmtrvoa+,umrrwurrr HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: TI: E Q Y:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =______--- =_= Joint Locations=======___==_,_ This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on Information provided by theeuent- Thedesignerdisciatms WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) IS- 0- 0 any 2x4 SP #2 3,4,5 continuously braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 ultyorInsibility correcforrmatiosasa:z:utiof faulty or Incorrect information. specifications Wind Case- A� 7-98, CSC, V. 125aph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs funushedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHBDiiLE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARIM LOCATION----- bythe client and the correctness or accuracy this Information it Support 1 680# Bld Type. Enel L. 40.0 ft W= 30.0 ft Truss X-toe Vert Horiz Uplift Y-Loa Type of as may relate to a spe- cglc pmject and accepts no responsibility Support 2 718# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 74 - 680 BOT PIN to faNUty - exenxses no ewntr+ol wtlh � to fabrtca- MAX LIVE LOAD DEFLECTION: L/999 t Resistant Cover �C � and/or Glazing Req 29-10- 4 1036 0 -718 BCT H-ROLL truss handling, shipment and Installation d trusses. This truss has been designed an mas..TC L:-0.07" D=-O.07" T=-0.13" ... FORCE... CSI .. BC... FORCE ... CSI individual twmahrg component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI/171 I-190 and NDS-97 to be incorporated T= 0. 06" 2 - 3 -10. 3 11-11291 0. 44 as part of the budding design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1140 4 0.30 10- 9 9 1291 0.44 engineeri ed Whenmviewforapprewalbythe T= 0.03" 4- 5 -1144 0.31 9- 8 1513 0.48 buddingdeslgner, the design loadings shown �1B w 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 loads. project specifications or special applied loads. Unless shown. taus 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 specNkd. where bottom chords In tension are not fumy bracedlaterally by a properly appued rigid ceiling, they should be braced at a maximum spacing of I(i-O" o.c. Connector 15-0-0 15-0-0 plates shall, be manufactured from 20 gauge hot 1 dipped galmnbedsteel meeting ASTM A 653, 2 3 5 6 Code 40, unless otherwise shown. 6 0000 -6�00 FABRICATION NOTES Prior to fabrication, the fabricator shall -hew this drawing to vergy that this drawing is in conformance with the fabrkatoes plans and to realize a commuing responsibility for such vert- ftcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain.. Members shall be cut for tight fitting wood to wood hearing, Con- nector plates sham be located on both faces of the truss with nalls fumy imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate s 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 centmld o(the webs unless otherwise shown. Connector plate stus are minimum sizes based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional trnformatbn on Quality Control refer to ANSIrM I-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with gbmiling installing a Bracing'. HIB-91. T misses are to be bandied with particular care during banding and bundling, delivery and installation to avod damage. Temporary and permanent bracing for holding trusses In a straight and plumb Rion and for resisting lateral forces strati be - designed and Installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses regmres such temporary broncos during installation between trusses to avoid toppling and domhnoing. The supervision of erection of trusses sham be under the control of persons esperlenced in the Installation of trusses. Professional advice sham be sought it needed. Concentration of construction bads greater than the design toads sham notbe applied to trusses at any time. No bads other thanthe weight of the erectors shell be applied to trusses until after all fastening and bracing Is completed. 4X6 8-3-2 0-44-3 T71 I 7-10-3 0-4-3 7- f1 M 30-0-0 11 11 10 9 1036# 3.50" 1-0-0 (RO-11� le 30-0-0 10- 3.50" (�_ EXCEPT AS SHOWN PLATES ARE T7,20 GA TESTED PER ANSMI 1-1995 j'(RO-11-11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIF Haronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`°g: Truss ID: E CONTRACTOR. BRACING WARNING: Ds: TLY I Chk: Date: 6-12-02 TC Live 16.0 psf DurFac - Lbr 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing s not erection bracing, wind bracing, portal bracing or sbNlar 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 4 321-0064 Fax 407 321-3913 ( 07) ( ) shown s for farm[ support of truss members only to reduce bur le buckling length. Prow�sions 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 HI8-91 of TP0. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 MUSS Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA 1890WMENSMOH CT.tMEDO.M32766 0 TOTAL _ _ 33.0 psf V:06.02-02- 13287- 5 5 •••- ,,-y.... .ova rA.rn: t.:ut,C-6VAVUHJi/!JM1'H1NUNIF HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: Ti: E1 ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =____-_===.= Joint Locations====-__________ This design is forindividual BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) IS- 0- 0 provided by the client The designer diva+,- a"yyorbxvmdInsibility 2x4 SP #2 3,4,5 continuouslybraced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faanwg`sasa"a"Itor faulty or Incorrect Information. specNcatiorss Wind Case- ]CE 7-98, C&C, V- 12 h, SaQ 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNEMON PER SCHEDULE: H- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- bythe client and the correctness or accuracy Support 1 616# Bld Type. EnCl L. 40.0 ft W- 30.0 ft Truss X-L oc Vert Horiz Uplift Y-Loc Type of this mfonnatlon as it may relate to a. spe- Support 2 714# in INP zone, TCDL- 4.2 psf, , BCDL- 6. 0 P psi 0- 1-12 61 -714 BOT PIN ctflc pmlect and. accepts no responsibility or exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 036 0 -714 BOT H-ROLL tion. handling, shipment and installation of L/999 trusses. This truss has been designed asan La-0.07• D=-0.07" T=-0.13" ..TC...FORCE... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T- 0.06" 2- 3 -1570 0.34 11-10 1291 0.44 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTIOi: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional engineer). When reviewed for approval by the T. 0. 03• 4- 5 -1144 0. 30 9- 8 1513 0. 48 budding designer, the design madinp shown RMB 1.15 5- must be checked to be sure that the data shown 7 -1570 0. 32 are in agreement with the localbudding codes. local climatic records for wind or snow loads. prgectspectficattons 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 eonthtu- ousty braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a propel' applied rigid telling, they should be braced at a 15-0-0 15-0-0 maximum spacing of 10-0' o.c. Connector 1 2 plates shag be manufactured from 20 gauge hot 3 5 6 dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown.. 0 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gam. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A Bx8 plate Is 6' wide x $' long. Slots (holes) run parallel to the plate length. specified. Double cuts onweb mcnbers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with Fite retardant treated lumber unless otherwise shower. For additional information on Quality Control refer to ANSI/TPI t-1995 PRECAUTIONARY NOTES AIL. bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing', HIB-91. Tnssses are to be handled with particular cane during banding and bundling, delivery and tnstallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mon and for resisting lateral forces shag be designed and tnstalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tnisses requites such temporary brack g durb* installation between trusses to avoid toppling and dommoing, the supetvlston of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought if reudc& Concentration of construction Inds greater than the design bads shag not be appliedto 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. 4X6 8-3-2 0-4-3 7-10-3 0-4-3 T_ n n 30-0-0 12 11 10 9 .50' r 10361f 3.50" 30-0-0 I (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 scale = 0.2161 �a LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN42 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcmg shown on this drawing is noterection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which mustbe considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spectfiedlocations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rfru- mate institute, TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNIF Dwg: Truss ID: E1 Dsgnr: TLY Chk: Date: 6-12-02 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- 13288- 5 —xo...,wrex .,.,ary,u Jun ruin: C:tlrL-LVAUUifbll/JMY1tiJUA'll- HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUN'IF WE: TI: F ®TYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ _=__=_=====,joint Locations-=ztee.—======a: This design is for an individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the client The designer disclaims any responsibility for damages as a result of continuously braced unless noted otherwise. faulty ortneonectwormation.specifications PROVIDE UPLIFT CONNECTION PER SCIDEDULE: Wind Case- ASCE 7-98, C&C, V- 125mph, ------------ TOTAL DESIGN LOADS ------------ and/or destgns furnished to the truss designer Support 1 580# H= 21.0 ft, I- 1. 00, Exp. Cat. B, Rzt- 1.0 Uniform PLF From PLF TO by the client and the correctness oraccuracy Support 2 340# Bld Type. Encl L= 40.0 ft W. 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this In formation as it may relate to a spe- cgk project, and accepts no responstofty or PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 exercises no control with regard tofabrica- fabrica- Support 1 275# t Resistant Cover ing and/Or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION----- tion, handling, shipment and installation of MAX LIVE LOAD DEFLECTIOK: L/999 X-Loc Vert Horiz Uplift Y-Loc Type trusses. This truss has been designed as an ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 2- 8 208 275 -580 BOT PIN Individual bus>dMgcomponentlnaccordance with L=-0.02" D- 0.00" T=-0.02" 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 -340 HOT H-ROLL ANSlrlrl t-1995 and NDS-97 to be lnrbrporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 "part of the building design by a Building T- 0.03" or professional anal Designer (registered archreviewed emgIneer). When revleaued for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION. building designerthe design loadings shown T- 0. 03" must be checked to be sure that the data shown are In agraement with the local budding codes. RMB = 1.00 bat ctirnatic records (or w{nd or stww loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or oocupancy loads. The design assumes comtprtssion chords (top or bottom) are coatinu- 9-10-13 ously braced by sheathing unless otherwise specified, Where bottom chords in tension are 1 ?' 3 not fully braced laterally by a properly applied rigid ceiling they should be braced at a maxlmtmn spacing of 101-(r o.c- Connector 4.24 plates stall be manufactured from 20 gauge hot dipped gah=bed steel meeting ASTM A 653, Grade 40, unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication, the fabricator shall review Oils drawing to verify that this drawing is In conformance with the fabricator's plans and to res a continuing responsibWty for such verl- Ration. Any discrepancies are to be put. in. 2X writing before cutting or fabrication. Platen shall not be installed over knotholes. knots or distorted gram. Members shall be cut 3-9-14 for right fitting wood to wood bearnrg. Con- 4-3-11 nectar 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 0-3-14 the plate length spedtted. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sues are minimum sizes based on the forces shown and may need to be Increased for certain hand- Wg and/or erection stresses. This truss is not 3X6 3X4 to be fabricated with Ore retardant treated lumber unless otherwise shown, for additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing. and erection recommendations are to be followed in accordance with -Handling installing R Bracing", HIS-9 1. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding !roses in a straight and plumb pos- 6lonand 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 bractfig dtlrtng installation between trusses to avoid toppling and domtrroing. The supervision of erection of trusses shag be under the control of persona wTfflenced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design roads 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. 9-10-13 5 4 209# 4.95" 423# 2.50" Ir 1-6-2 la (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Iaronda Systems)I 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK MO IEDOXI-32766 9-10-13 scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIF A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. Dsgnr: TLY Chk: Date: 6-12-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 Bracing shown on this drawing Is not etedlon bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. BracingO.C.S shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psipacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltlonal bracing of the overall structure may be required- (See HB -91 of TP9. ea BC Dead 10.0 psi Design Criteria: TPI (Russ Plate Institute. TPI- Is bated at 583 D'Onofrio Drive. Madison, Wisconsin 537I9). ,.i Code Dese: FLA TOTAL 33.0 psf V:06.02-02- 13290- 5 .��,.s... ,.r.. _ n.aayxa run rearm: t-:urx-L4L'AlrU1fJU,4)MPHI5UIy11` HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: TI: F1 ®TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ...=.Joint Locations========_______ Thls design Is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer dLsclalms any responsibility for damages as a result of continuously braced unless noted otherwise. faulty orincorrect fnformatbn,speclikatkms PROVIDE UPLIFT COlII1BG'i'ION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125aph, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer Support 1 594# H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Uniform PLF From PLF To by the client and the correctness or a racy Support 2 326# Bld Type= Enel L- 40.0 ft W- 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this tnfomratlon as R may relate to a spe- PROVIDE HORIZONTAL CONNEMON PER SCHEDULE in END zone, TCDL- 4.2 psf, , BCDL= 6.0 p psi BC Vert L+D 0 0- 0- 0 -38 9------ ciicpryectamaccepts norespomib6ttyor exercises no control with regard to fabxira- Support 1 275# t Resistant Cover C Covering and/or Glazing RBq ----MAX. RSACTIGiS PER BEARING LOCATION - tan, handling, shipment and Installation of MAX LIVE LOAD DEFLECTION: L/999 X-Loe Vert Horiz Uplift Y-Loc Type trusses This truss has been designed asan ..TC... FORCE ... CSI ..BC ... FORCE...CSI 0- 5-11 214 275 -594 HOT PIN kidhMuaibuilding component Inaccordance with L=-0.01- D- 0.00" T=-0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 BOT H-ROLL ANSIrM 1-19%and NDS-97tobetncorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.38 as part of the building design by. Building Tee 0. 02" Designer (registered architector professional engineer!. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T= 0. 02" must be checked to be sure that the data shown are In agreement with the local building codes, RMB = 1.00 local climatic records for wind or snow loads. proled speegaations or special applied loads. Unkes shown, truss has not been designed for storage or occupancy ands. The design assumes compression chords (top or bottom( are cants nu- 9-10-13 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are 1 2' 3 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 4 maximum spacing of 1014)" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 2X Grade 40. unless otherwte shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to vertty that this drawing is in conformance with the fabri atoNs plans and to realize a continuing responsibility for such veri- (ka.tion. Any discrepancies are to be put to 2X writing before cutting or fabrication. Plates shag not. be Installed over knotholes, - knots or distorted grain. Members shall be cut 3-9-14 for tight fitting wood to wood bearing, Con- 4-3-11 rector plates shall be located on both fan of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wtde x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate 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 3X6 3X4 to be fabricated with fore 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 Inaccordance with -Handling Installing & Bracing'. RIB-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- It9xn and for resisting lateralforces shalt be designed and installed by others. Careful hand- ling is essential and erection bracing Is atways required.. Normalprecautionary action for trusses requires such tempw iry bracing doing installation between trusses to avoid toppling and domtnohng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professionaladvice shalt be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other thanthe weight of the erectors shall be applied to trusses unto after all fastening and bracing is completed. 9-10-13 5 4 215# 11.31" 417# 2.50" 1-6-2 9-10-13 EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/TPI 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 SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part or the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral brad" at ends and specified bcatlmfs determined by the building designer. Addltanad bracing of the overall structure may be required. (See 11I13-91 of TPn. LICENSE #0050068 1890 GREENBROOK GT-0V1ED _--7— aim Plate Insixute, TPl. is located at 583 D'Onofrfo Drive. Madison, Wisconstn 53719). scale = 0.4873 Eng. Job: WO. Suffiv Dwg: Truss ID: F 1 Dsgnr: TLY Chk: Date: 6-12-02 TC Live 16.0 psf DurFac - UOr: 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf %i•nA no n,3- i z000_ 6... ,,•, ,moo ,urn. a:ucc-rvA✓vu�nic�mrnwumr HCS: 06-02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: DESIGN INFORMATION This destgn is for an Individual: budding component and has been based on Information provided by the client' The designer rib.1alms any respom0bil ty for damages as a result of faulty or incorrect MformaU m, specgkatlons and/or designs furnished to the truss deslgncr by the client and the correctness or accuracy of this information as It may relate to a ape- mdfic project and accepts no responsibility or exercises no control with regard to fabrca- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building. component in accordance will ANSI/TPf 1-1995 and NDS-97 to be incorporated as partof the building design by a Bufldmg Designer (registered architect m professional engineer). when reviewed for approval by the building designer, the design badirtp 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 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 bottomchords in tension are not fully braced laterally by a properly applied. rigid ceding. they should be braced at a maximum spacing of W-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 ved- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gain. Members shall be cut. for tight fitting wood to wood bearing. Con- nector plates shall be located on loth faces of the truss with natls fully Imbedded andshall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wife x 4' long. A 6x8 plate is 6' wide x 8" lung, Slots (holesl rim parallel to the plate length specified. Double cuts on web members shall meet at the cenuold of the webs unless otherwise shown. Connector plate sines arc minimum sizes based on the forces shown and may need to be increased for certain hand- ing 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/TP! 1-1995 PRECAUTIONARY NOTES Au. bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HiB-91. Throes are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateralforces shall be designed and installed by others. Careful hand- ing Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary brac(ftg during installation between trusses to avoid toppling and daminoh4 The supervision of erection of trusses shall be under the control of persons experienced in the fmstaMtion of tntsses. Professional advice shad! be sought 9 needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any lime. No toads other than the weight of the erectors shall be applied to trusses until after allfastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, R. 21.0 ft, i= 1.00, Exp.Cat. B, lizt= 1.0 Bld Type- Enel La 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cosgosite 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 QTY:18 __ __=== =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- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 Ilk 1 2 6 0000 Connection designed by others. 3-10-3 Attach with (2) 10d Toe -Nails M M 7-0-0 4 3 281# 3.50" 151# 2.50" 1. l e (RI-1-7)-�e 7-0-0 C/L: 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1"5 Over 3 Supports scale = 0.4854 MaC011dd ..ygeM WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARCNDA WAY SANFORD, FL. 32771 Bracing shownom this drawing is not erection bracing, wind bracing, portal bracing or similar brachrg which is a pad of the budding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of time overall structure may be required. (Sec HIB-91 of TPII. LICENSE #0050068 (7i'russ Plate Institute. TT9. is located at 583 D'Ono(tto Drive, Madison, Wisconsin 537191. 1890 GREENBROOR CT.01"EDOYL-32766 Eng. Job: WO: SUMV Dwg: Truss ID: G Dsgnr: TLY Chk: Date: 6-12-02 TC Live 16.0 psf DufFac - Lbf 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.00 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 2.02- 13293- 6 -•• - 1,r111. a,.�..cc-r„vnvvauuomrnwurvtr HCS: 06.0102 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF 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, speclBatloro and/or designs furnished to the truss deslprer by the client and the correctness or accuracy of this Information as It may relate to a spe- cllb project and accepts no responsibility or exercbes no control alth regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designedas an individual building component in accordance will ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerj. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, 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 ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review lids drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on troth 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 centrold of the webs unless otherwise shown. Connector plate stze_s 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 & Bmdng-. HIB-91. Trusses are to be handled with particular pre during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for restating lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses regultes such temporary bracing duting 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 :f needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125nph, H- 21.0 ft, I= 1.00, Exp.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 DEFLECTIONi: 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 Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the ceagosite 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 TC G 1 QTY: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 L 7-0-0 11 1 2 3-10-3 I I 7-0-0 Ilk 4 51 3 281# 8.00" 151# 2.501r 1-1-9� 7-0-0 82# .50" ( (R1-1-7) C/L: 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #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 bracing. wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. 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 bracng of the overall structure may be required. (See HIB-91 of TPI). rRuss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Eng. Job: WO: SUNIF Dwg: Truss ID: G1 Dsgnr. TLY Chk: Date: 6-12-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 06.02.02- 1329A- 6 — ...�.rc-m.vnuvo�u�.rmrniwrer HCS: 06.02,02 j I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIF WE: TI: H ATY:B DESIGN INFORMATION This design is for an individual building component and has been based on information providedby the client. The designer disclaims any responsibilly for damages as a result of faulty or incorrect Information, specifications and/or designs fumLshed to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cdk protect and accepts no responsibility or exercises no control with regard to (abrtca- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance wta ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered archned or professional engineer). Whenreviewed 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 lootbuilding codes. local chmatk records for wind or snow loads, pru)ed specifications or special applied loads. Unless shown, truss has not been designed. for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid mfling, they should be braced at a maxknum 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 fabrkation, the fabricator shall review this drawmng to verify that this drawing is in conformance with the fabricatofs plans and to realize a continuing responsibility for such vent- limtion. 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 cot for tight fitting wood to wood bearing. Con- necter plates shall be located on both faces of the truss with rods 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 tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrodd of the wets unless otherwise shown. Connector plate sizes are rminbnum sizes based an the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with (lee retardant treated lumber unless otherwise shown. For additional infornatbm on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HiB-91. Trusses are to be bandied with particular care during banding and bundling, delivery and insiallation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- Mon andfor resisting lateral forces shall be designed and Installed by others. Careful hand- Nng is essentialand erection bracing is always required. Normalprecautionary action for trusses requires such temporary bracing dudq installation between trusses to avoid toppling and dominoing. The supervision of erectionof trusses, shag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed.. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No 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✓tC, 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 am 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 _ =====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 BUT PIN 5- 0- 4 60 0 -43 DOT H-ROTS. L I, � 1 2 6 0000 2-10-15 f Ilk 5-1-8 4 3� 219# 3.50" 110# 2.50" le 1-1-9 ®1- 5-1-8 61#! 50" r (R1-1-7) 1 C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (4W) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.P1.32766 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgar: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing Is not erection bracing, wind bracing, ponal 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. Bra shown is for lateral support. of truss members only to reduce buckling length. Provisions must be �S $C Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of M. $C Dead 10.0 f ps (Russ plate Institute. TPI. is located at. 583 D'Onofdo Drive, Madison, Wisconsin 537191. TOTAL 33.0 Attach with (4) IOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H Date: 6-12-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA VeSign: MaTM AnO(ySIS JUN PA/H, CAME-LOKU0651I25MPHISUNIF HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based an Information provided by the client. The designer disclahns any responsibility for danuWa as a result of faulty or incorrect. Information. specifications and/or designs furnishedto the Coos designer by the client andthe correctness or accuracy of this informstt ou as it may relate to a spe- cific project and accepts no responsibility or exerebes no control with regard to fabrica. Lion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component N accordance will ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer tregistered architect or professional engtrreert. Whom reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the (oral building codes. local climatic records for wind or snow bads, project. specifications or special applied loads. Unless shown. thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or boamn) are contmu. 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 max1mum spacing of 10'-C' 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 shall review this drawing to verify that this drawing la In conformance with the fabricator's plans and to realize a continuing responsibMy for such vert- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. (mots or distorted grain. Members shall be cut for tight flttmg wood to wood bearing. Con- nector plates shall be locatedon both faces of the truss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x6 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 centmld of the webs unless otherwise shown.. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/771 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations ate to be followed in accordance with "Handling installing & Bracing'. HI8-91. 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- Monand for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential anderection bracing Is ahways required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid topping and dnmmoing.. The supervision of erection of trusses stab be under the control of persons experienced in the installation of trusses. Professionaladvice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No bads other than the weight of the erectors shall be applied to Louses until after all fastening and bracing Is completed. 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. 125aph, Ha 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 TNT 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 WO: SUNIF 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 1 399# Support 2 278# Support 3 43# TC... FORCE ... CST .BC ... FORCE ... CST 1- 2 50 0.65 4- 3 -2 0.50 TI: HI ATYA -aasssaasan... Joint Locations— ass-sa-==--- 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 BUT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 Ilk 1 2 0-4-3 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails P99 M L 5-1-8 L 4 3 219# 8.00" 110# 2.50" 1-1-9 .}a 5-1-8 61# 50" (R1-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.6197 WAKNING: READ ALL NOTES ON THIS SHEET. Maronda SystemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wild bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing. at ends and specified to atdons determlud by the bulling designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. LICENSE #0050068 Dhus Plate Institute. T PI. is located at 583 D'Onoito Drive. Madison. VA constn 53719) Eng. Job: WO: SUNIF Dwg: Truss ID: H 1 Dsgnr: TLY Chk: Date: 6-12-02 TC live 16.0 psf DurFac - Mr 1.25 TC Dead 7.0 psf DufFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V; . 2-_1$296- 6 Vesign: Matra Andtysis JOB PATH: C:ITEE-LOKU06S125MPHISUN/F 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 disctalms any responsibility for damages as a result of faulty or Incorrect bdormation, 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- cgtc projectand accepts no responsibility or exemi es no control with regard to fabrics- tlon, handi., shipment and installation of trusses. This truss has been designed as an individual building component in accordance M0 ANSI/TP1 1-1995 and NOS-97 to be tncorporated 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 sere that the data shown are inagreement withthe local building codes. local climatic records for windor snow loads, project specifications or special applied bads. Unless shown. taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigidceiling, they should be braced at a maxtmmn spacing of 1(Y-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 to conformance with the fabricator`s plans andto m'alire a continuing responsibility for such verl- fication. Any discrepancies are to be put In writing before cutting or fabnearom Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut far 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' l mg. A 6x8 plate is 6' wide x 6" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meetat the centroid of the webs unless otherwise shown.. Connector plate sizes are mnlnhnum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mfor oration on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing anderection recommendations arc to be followed in accordance with 'Handling Installing & Bracing'. HIB-9 t. Trusses are to be handled withparticular care during banding andbundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for buses requires stwh tempotafy brachg during installation between trusses to avowtoppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the InsU Ration of trusses. Professional advice shagbe sought If needed. Concentration of construction bads greater than the destgn bads shag not be appliedto trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 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= 125mph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Xzt. 1.0 B1d 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" RNB - 1.15 2-4-11 0-4-3 WO: SUNIF 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: I ATY:8 __......... ===,Toint 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 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 0000 3-1-8 4 3 154# 3.50" 67# 2.50" 1-1-9 J_ 3-1-8 37# 2 0" (R1-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(4: READ ALL NOTES ON THIS SHEET. Eng. Jab: LMaronda S SteMS Y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown inn unfs drawing is not erection bracing, wind bracing, portalbracing or similar bracing which (s a part of the building design and which must be considered by the building designegne r. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateralsupport of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. Additionalbracing r ta`of the ove�rallastr structure mayed locations determined by the building designer. requited. (See HiB-9l of TPtI. BC Dead 10.0 f � LICENSE #0050068 rrnus Plate Institute, TPI. is located at 583 D'Ono(rio Drive, Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: I Date: 6-12-02 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA TOTAL 33.0 uengn: MUM Anatysts JUS PATH: C: i7EE-LOKUOBS 125MPHISUNIF I1CS• 06.02.02 JB: SUNBURY I AC: 10# UPLIFT WO: SUNIF WE: DESIGN INFORMATION This design is for anindividual budding componentand has been based on information provided by the client The designer disdains any responsibility for damages as a result of faulty or Incorrect tnformailom specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as d may relate to a ape-. c8k project and accepts no responsibility or exeretses no control with nerd to fabrtea- tbn. handling shipment and installation of trusses. This truss has been designed as an tndrvwuat building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When -viewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes cor npresslon chords (top or bottom) are contlnu- 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 101-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown_ FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- flcatbn. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shad be located on both 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 8x8 plate 6 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 oUwrwtse shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling . and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing ✓4 Bracing, HI8-91. 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- Men and for resisting lateral forces shad be designed and installed by others. Careful hand- ling Is essentialand erection bracing is always required.. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of tresses shall be under the control of persons acperienced In the installation of trusses. Professional advice shad be sought 9 needed. Concentration of construction bads greater than the design roads shall not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. 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, Xzt- 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 TOAD DEFLECTION: L/999 L:-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-4-11 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHI;I=: 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: n 9TY:4 =-Joint Locationsm=me==:_=ea�maeva_ f1)j=Ocars 6 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARIM LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 Bt7T H-ROLL 3-1-8 1 2 6 0000 3-1-8 F , 4 3 154# 8.00" 67# 2.50" 1-1-9 61114 3-1-8 37# 2 On (R1-1-7) C/L: -0-4 EXCEPT AS SIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems =5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing portal bracing or similar bracing which is a part of the budding destgrn and whtch must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stricture may be required. (See HIB-9I of TPd. frruss Plate Institute. TPI. is located at 583 D'Onobto Drive, Madison, Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNIF Dwg: Truss ID: 11 Dsgur: TLY Chk: Date: 6-12-02 TC live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf .02.02- 13298- 6 •.�.. ..+,... �,. �.. cc-wnuvaauc.bmrnmwrvrr HCS: 06.0102 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 Incurred Information, specifications and/or designs furnished to the truss designer by the client and the correctness m accuracy of this information as e- it may relate to a sp clf c proved and accepts no responsibility or exercises no control with regard to fabrlca- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, proved specifications or special applied loads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ace not fully braced laterally by a properly applied rigid cefling, they should be braced at a. maximum spacing of la-W a.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabricaton. 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 ven- flcatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located ort both faces of the truss with naps fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wile x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run 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 minicnurn size 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 wgh'Handling Installing & Bracing'. HUB-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- nMn and for resisting lateral forces shag be designed and instamed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation betweentrusses to avoid toppling and doninoing. The supervision of eredfon of trusses shall be under the control of persons experienced in the Installation of trusses. Pmfesslonal advice sham 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 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 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- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: SUNIF 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 1 166# 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:8 _________=====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-Luc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 0000 Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nails 4 31 89# 3.50" 25# 2.50" 1-1-9 91� 1-1-8 13# 2. " (R1-1-7) C/L: 1-04 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ' WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgor: TLY Chk: MAR, 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf S5 FL. 32771 Bracingthisdrawing"d motion bracing, wind bracing, portal braising or similar bracing aci igssa own on part ding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be BC Lave 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure stru nre may be required. (See HIB-9I of TPn. Dead 10.0 psf LICENSE #0050068 (rtuss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). 188E GREENBROOK MOVi£DO. F132766 TOTAL 33.0 psf scale = 1.5123 Truss ID: J Date: 6-12-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ..�..g... ....,..0 n.wuyao Jva rA7n: r.:urr-1.UALIUHJIIGiMPHIJUNII' HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by We client The designer disclaim any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrka.- im. handling, shipment and installation of trusses. This thus has been designed as an Individual building ornnponent in accordance with ANSI/M i-19M and NDS-97 to be Incorporated as part of the burning design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer.. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or botlotnl are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are no fully braced laterally by a property applied rigid ceding, they should be bracer at a maximum spacing of la-T o.c. Connector plates stall be manufactured from 20 gauge hot. dipped gaNanized steel meeting AMM 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 fabria[ofs plans and to realize a continuing responsibility for such vert- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be tnstalled over knotholes, knots or distorted grain. Members shallbe tut for tit fitting woodto wood blaring. Con- nector plates shall be located on bothfaces of the truss with nails fully Imbedded and shall. be sym. about the Joint unless otherwise shown. A 5x4 plate is T wide x 4- long. A Bic$ plate is 6- wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shalt meet at the centrokl of the webs unless otherwise shown:. Connector plate slits are minimum sizes based on the form shown and any need to be Increased for certain hand- ling and/or erection stresses. This truss B not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Instaiing & Bracmg' H1B-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- tffon and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential anderection bracing is always required. Normal precautionary acibn for tnzscs tt% lies such temporary brachig durhM Installation between trusses, to avoid tapping and dnmtnobt& The supervision of erection of trusses shall be under the control of persona experienced in the installation of trusses. Professional advice shall be sought it needed.. Concentration of construction loads greater thanthe design loads shallnot be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: AC: 10# UPLIFT TOP CHORDS: 2x4 SP #2 Bar CHORDS 2x4 SP #2 All CXMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Zagact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T• 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T 0.00" RMB - 1.15 141 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 1 166# Support 2 65# Support 3 6# , TC... FORCE ... CSI .BC...FORCS... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 ATY:4 .m ...-z..aea.vjoint Locations——.. -a.. --a. 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 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL L 1 2 6 0000 0-10-15 3� 1-i-8 4 89# 8.001i 25# 2.501, l 1-1-9 11T 2.510° e 1-1-8 �( (R1-1-7) ors . s lr A EXCEPT AS SHOWN PLATES ARE TL20 GA Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 rSD0 OREENBROOR Cr.OVIEDOXI-327W -PESTED PER ANSUTPI 1-1995 Over 3 Supports WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not ereetlon bracing,wind bracing, portal bracing or similar bracing whichIs a partof the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends andspecified batons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9r of TPq. (Russ Plate instiute, TPI, Is located at 583 D'Ono(rio Drive, Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach With (1) 10d Toe -Nails scale = 1.5123 Eng. Job: : SUNIF DWg: Truss ID: J1 Dsgnr: TLY Chk: Date: 6-12-02 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 Dsf vnA M n'5- T een_ A ---s••- •.•—.•- .--�•.• w.n r.r.,r, v,.-ucc-wevvuwoarmaurvrr BCS: 06.02.02 WO: SUNIF WE: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer dbcW = any responsNHl ay for damages as a result of faulty or incorrect Information. spedBratbm and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or «etcises rm eonwl. with regard to (abrka- tion, handling, shipment and Installation of trusses. This tows has been designed as an Individual building component in accordance w10 ANSI/TPI 1-19% and. NDS-97 to be Incorporated as part of the building design by a Building Designer (registeredarchitect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checkedto be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow bads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Kop or bo(tom) rot continu- ously braced by sheathing unless otherwise specified. Where bottom. chords In tension ate not fully bracedlaterally by a properly applied rigid cetimg, they should be braced at a maximum spacing of la-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherals. shown FABRICATION NOTES Prior to fabrication, the fabricator shall review this drswing to ver* that this drawing is in conformance with the fabricators plans and to restlze a continuing resporslbWty for such verl- 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 titWng wood to wood bearing. Con- nector plates shad 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 b 5- wide x 4- long A 6x8 plate Is 6' wide x W long. Slots (holes) run parallel to the plats length specified. Double cuts on web members stall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimumsizes hased on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is rwt to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/T PI 1-19% PRECAUTIONARY NOTES A8 bracing and erection remmmendatbro are to be followed in accordance with "Handling I"staBing d. Bracing',. 11113-91. Trusses err• to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary andpermanent bracing for holding trusses in a strafgja and phnnb pos. Kim and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nomnal precautionary action for tnisses fegdres such tempomry bracing during installation between trrraees to avoid toppling and domhming. The supervision of erection of trusses shall be under the contra) of persons experienced in the Installation of trusses. Professional advice shall be sought it needed. Concentration of construction bads greater than the design bads shall no be applied. to trusses al any thee. No loads other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing b completed. 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:1 al_ -- = Toint Locations ......... ...... ) =•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 HOT H-ROLL 7-0-0 7-0-0 7-0-0 1 2 5 6 0000 5X10 5X10 TOP CORDS: 2x4 SP #2 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBSt 2x4 SP #3 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= 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" 11=-0.06" T.-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.020 RMB . 1.00 T 214 it 10 9 $ 1447# 8.00" 1-21-0 1447# 8.00" [41I19 (R1-1-7) - 430� 430# �1 -7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED iR ANSUTPI 1-1995 scale = 0.2880 MarOnda Systems VIIAKIYlN4j: READ ALL NOTES ON THIS SHEET. A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, M. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a paR of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of thus members only to reduce buckling length Provisions most be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requhed. ISee HID-91 of 7" LICENSE #0050068 (Muss Piste institute, TM, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK Cr.0VIEDOXI-32766 Eng. Job: WO: Dwg: Truss ID: K Dsgur: TLY Chk: Date: 6-12-02 TC Live 16.0 psf DurFac - L r 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13302- 6 HCS: 0&92.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNiF WE: TI: L ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the xa=a-Joint Locations........::a:.sas This design 1.for anindividual building HOT CHORDS: 2x4 SP #2 composite result of multiple loads. El) g0- 0- 0 5) 16 2-12 9) 9- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 0- 0 103 0- 0- 0 anyreprovidsd� for cn"�as;`�„ltof continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 any responsibility fordema PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98 CEC, V- 1259ph, 4) 12- 0- 0 8) 12- 0- 0 faulty or incorrect Information, specifications , and/or designs fumffihedtothe truss designer Support 1 565# H- 21.0 ft, I- 1.00, EXP.Cat. B, Kzt" 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and �correctness oraccuracy Support 2 597# Bld Type- Enel L- 40.0 ft W- 21.0 ft Truss X-Loa Vert Horiz Uplift Y-Loc Type of this information it v relate to a ape- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 f, BCDL. 6. 0 cffk project and accepts no responsibility or L/999 Ps psi 0- 4- 0 744 60 -565 BOT PIN ererclses no control with regard to fabrics- Impact Resistant Covering and/or Glazing Req 20- 8- 0 744 0 -597 BOT H-ROLL twin. handling, shipment and installation of L:-0.03" D=-0.03" Tar-0.06" trusses. This onus has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC ... FORCE... CSI ..BC ... FORCE... CSI bx"uatbuilding component In accordance with Tax 0.03" 1- 2 -1107 0.35 10- 9 952 0.39 AN&fM I-I995 and NDS-97 to be incorporated MAX BORIZCNTAL LIVE LOAD DEPLECTICd : 2- 3 -896 0.26 9- 8 756 0.29 as part of the building designby a Building T= 0.01" Des:gner(regtststedarchitect- professional 3- 4 -757 0.19 8- 7 952 0.40 engmeerl. when reviewed for approval by the RMB : 1.15 4- 5 -893 0.27 building designer, the design loadings shown 5- 6 -1107 0.38 must be checked to be sure that the data shown are in agreement with the local building codes, localclimatic records for wind or snow loads, project sped[katmns or special applied loads. Unless shown, taus has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously bracedby sheathing unless otherwise specified. Where bottom. chords in tension are not fully braced laterally by a property applied rigid ceiling• they should be braced at a maximum spacing of la-V o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanMcdsteel meeting ASTM A 653, 9-" 3-0-0 9-0-0 Grade 40. unless otherwise shown. Ilk 1 2 5 FABRICATION NOTES � Poor to fabrication, the fabricator shag review 6'� this drawing to vertfy that this drawing is in 4X8 4X6 conformance with. the fabricator's plans and to realize a continuing responsibility for such vert- fMatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members stall be cut for Ugbt fitting wood to wood bearing. Con- nector plates shall be hated on both faces of 2X4 2X4 the teas with calls fully innbedded and shall be sym. about the joint unless otherwise shown. A 5-3-15 4-10.3 5x4 plate Is 5" wide x 4' long. is 6x8 plate is 5 wide x 8' long. Slots motes) run parallel to the plate length specified. Double cuts on web members stall meet at the centroid of the webs 0-4-3 unless otherwise shown. Connector plate st- 0-4-3 m are minimum sizes based on the forshown _.4 and may rued to be Increased for certain hared - ling and/or erection. stresses. This truss is not to be fabricated with Ere retardant treated 3X6 lumber unless otherwise shown. For additional 6X8 3X8 3X6 information. on Quality Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All. bracing and erection recommendations are to be followed in accordance with -Handling Instatbng A Bracing', HFB-91. Trusses are to be handled with paNcutar care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pm - mar. and (or resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection . bracing B always required. Normal precautionary action for trusses requites such temporary bracing during installation betweentrusses to avoid toppling and dominomg. Tire supervision of erection of trusses shall be under the control of persons expertenced in the Wallatbn of trusses. Professional advice stall be sought If needed. Concentration of construction bads greater than the lesIgn bads shall not be applied to busses at any Ume. No bads other than the wefgin of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 21-0-0 10 9 8 745# 8.00" 745# 8.00" (RIle 21-0-0 119 1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 (Rl-1-i) scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: WO: SUNIF- Haronda systems s A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 6-12-02 4005 MARONDA WAY TC Live 16.0 psi DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing m smuhr bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DufFae - 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 psi O.C. S a iO Cing: 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 over" structure may be required, flee HIB-91 of TM. BC Dead 10.0 P4sf Design Criteria: TPI LICENSE #0050068 frruss Plate institute, T Pl. is located at 583 D'Onofrb Drive. Madison. Wisconsin 53719). Code Desc: FLA 1890 OREENBROOK MME00.1`1-32766 TOTAL 33.0 Psf V: 6.. 2.0 2- Wk 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility far damages as a result of faulty or incorrect Information, specifications and1m designs furnished to the truss designer by the client and the correctness or accuracy of this information as m may relate to a spe- cloc prged and accepts no responsibility or exercises no control with regard to tabrtca- ton., handling, shipment andinstallation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TW I-19% and NDS-97 to be Incorporated as part of the building design by a Budding Deslgner (registered architect or professional enghneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the datashown. are in agme nrnt withthe local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown., truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are not fully braced laterally by a property applied rlod ceding, they should be braced ata maximum spacing of I(Y-W o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanfzed 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 realb< a continuing responsibility for such veri- fication. Any discrepancies am to be put in writing before cutting or fabri®tlon. Plates shall not be Installed over knothoks, knots or distorted grain. Members shag be cut for tight fining wood to wood bearing. Con- nector plates shall be lasted on both faces of the truss with rags fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 4' long. A 6x8 plate Is 6" wide x 8" long. Slots (hol sl run parallel to the plate length specified. Double cuts on web members shall meetat the centrold of the webs unless otherwise shown. Connector plate sixes are minimum sizes based on the forces shown and may treed to be increased for certain harrd- lfng and/o erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infa,matlon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HiB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Iion 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 [Hosts 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 Cruses. Professions advice shall be sought If needed. Concentration of construction Wads greater than the design Wads s. not be applied to trusses at any time. No Wads other than the weight of the erectors shall be applied to trusses until after all fastening and [tracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L.-0.03" Da-0.03" Ta-0.05" MAX HORIZONTAL TOTAL LOAD DEFLATION: Ta 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ta 0.01" RMB a 1.15 6-0-15 0-4-3 i WO: SUNIF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced carless noted otherwise. Wind Case- ASCE 7-98, C&C, Va 125mph, Ha 21.0 ft, I. 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl La 40.0 ft Wa 21.0 ft Truss in INT zone, TCDLa 4.2 psf, BCDL 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 21 _ ---Joint Locations .......... a.a.s =1) s0 SO- 0 4) 15- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ---MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-&0 10-6-0 1 2 4 5 6 0000 _6 00 4X6 Ilk 21-0-0 8 7 745# 8.00" 745# 8.00" 1_-1-9 (R1-1-7) I 21-0-0 EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSi/TPj 1-1995 (Maronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321.-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing ts not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding designand which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall stmcture may be required. (See HIB-9I of T'PQ. (Truss Plate Institute. TPI. Is located at 583 D'Onefrio Drive. Madison. Wisconsin 53719). JOB PATH: C: [TEE-LOKUOBS1125MPHISUNIF 5-7-3 0-4-3 T�7 I 119 I scale = 0.2880 Eng. Job: SUNIF Dwg: Tniss ID: M Dsgur: TLY chic: Date: 6-12-02 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: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 2- 4- 7 HCS: 06.0102 DESIGN INFORMATION Ibis 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, specmcatbns 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 protect and accepts no responsibility or exercises no control with regard to fabrtm- U.- handling. shipment and installation of trusses. This truss has beat designed as an Individual budding componentin accordance with ANSIfM 1-1995 and NDS-97 to be IBtrnpotated as pan of the building design by a Building Designer (registered architect or professional engi—A. when reviewed for approval by the budding designer. the design loadings shown must be chucked to be sure that the data shown am In agreement with the local building codes. lad climatic records for wind or snow bads.. protect speci(iratlons or specialapplied loads. Unless shown. thus has not been designed for storage or occupancy loads. The design assumes oompressbn chords (top or bottom) are contlnu- ousy braced by sheathing unless otherwise apecifed. where bottom chords in tern!.. are not fully braced laterally by a property applied rigid cetibug. they should be braced at a maxtroum spacing of I(r-0' o.c Connedw plate shall be manufactured from 20 gauge hot dipped gaivantud steel meeting ASiM A 653. Grade 40. unless otherwise shown_ FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to vertry that this drawing E. in conformance with the fabricator's plums and to realize a continuing responsibility for such verf- fkation. Any discrepancies are to be put in witting before cutting or fabrlcation. Plates shag not be installed over knotholes. knots or distorted grain. Members shagbe cut for tight (Cling wood to wood bearing. Con- nector plates shall 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 S- wide x 4- long. A 6x8 plate is 6- wide x 8- long. $lots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centt.ld of the webs unless otherwise shown. Connector plate stun Am minimum stun based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss as not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mformatlon on Quality Control refer to ANSI/TPf 1-19% PRECAUTIONARY NOTES Ail bracing and erectfon recommendatlouu are to be followed In accordance with. "Handling installing 8 Bracing-, HIB-9l. Tnsses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for hokling muses In a straight and plumb pox. Kim and for resisting lateral fonts shag be designed and htsW d by others. Careful hand - Ong Is essential and erection bracing B always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dom inoing. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought C needed. Concentration of construction loads greater than the design loads stag not be applied to muses at any time. No bads other than the recrs weight of the etoshall be applied to t.uses until after all fastening and bracing is completed. JB: SUNBURY I AC: TOP CHORDS- 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 0. 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) ror lateral forces due to wind or seismic loads on buildings. CAUTIONIII Hearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum 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" RMS - 1.15 EXCEPT LE AS SHOWN PLATESARETL20 GA Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mari, Andysis WE: �{ 1X4 continuous iateral bracing attached with !d 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 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, Rzt= 1.0 Bld Type- Part L= 31.0 ft W 4.1 €t 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 2 3X [3X6] 7 SX14 2X4 2X4 1 -7 3X4 11-2-3 8-1-0 8X14 T 3-1-3 1 a7 it 3-6-4 65 4 3 1518# 15.00" 144# 1.50rr 1�1-9�j (RI-1-n I 4-1-8 TESTED PER ANSUTPI 1-1995 VVAKIN1rW: 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 budding Length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bractng of the overall structure may be required. (See HIB-91 of TPII. ffmas Plate Institute, TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PAIN.• C.'17E£-L0KU08St175MPHISUN1V QTY:4 -=== ===Joint Locations =___=.===mama 1) 0- 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-Loc Type 0- 7- 8 188 284 -246 HOT PIN 4- 0-12 155 0 -425 HOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CMNECTION PER SCHEDULE. Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 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 msf scale = 0.1878 Truss ID: P Date: 6-12-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA HCS: 06.01177 DESIGN- INFORMATION lhk%destg. is rw a.a h."Wd t bus n g oompamet -A inns bm taxed ea tares `reo.ted by the. -0� m- d_W,q aft�Wmn. ""Y resprmsltatlaY far dataagm as a r-WL ar twig er haoxred 4daamdlua,sperexatmm a.d/erdaslg�as finubb.d to th. bm axaw r bytb. alledand 4a aseaad.ets ere aaaaasagr of" 0rmvtrtim as ►mq relate In a apt effl Purled and --pts m taepna t a aeteliasmemewwshr V dtofAd., U- bang aletpote nt -Ad saat.&U.. ( taaaaea. TW. t— bo 1 des peat as m hmimd Wskt In limatdasoe to & 'AtiSUM--1-190 and M3$-W to be k-Tatatd an put ofthe btildlog dealt by Bambg ' a achaat orpruood ow eeei. orhm aekwed ivrapprml by flu 6tddlarg desigrta� live ateaypa tO�afi altoon nmePb d-cl-d m ba Mae tl.it ibe data ilwan tdth sae hall ta&*., a Je leel altuatle —ads forstdd aram.ar.lo.al; ptgeai apecg.atlanf W pbcW vpNed lands. llldeaa these. tww two nab.. ele.W d fur ><rP�t a �'m9' loads. the tkalpa apeeeni: Whttabartm .fiat 1 mtsv.fen oe I oaf fiib broad khe- ybye atf�lMOW,dairsb+oidb.hta .9. t 'apaalog d 10'-9"..0 Csaeed.r � *W ed hUm'l9 Vq& laat dkg'd O!Mnhxdat.d audae f ASTM A 62k G. & 40. vales. athmalt. stayse. FABRICATION NOTES poor to rffiocuovq, the himic tMAnts re+les tb>. &-its I. -wry not ems da..aag to av �e.c�itehr &MCh ad " Hoak... _ARRdiompaodas an m b. pat in wdf.s.iafae artlaag-hbdwaf... 'riles AIR atabe losWW Deer Wand. i.e. kautsve dbtat.d VskL Umbras shad be at ��gw"vdm.mdbarmg. Can_. Wader Plater slash h. bested am bath!toes of "M t1n3W adik UWk W U*adedsurd -bag ba sym, about the jaattmaka atbawhe libnom& A, MD6 Ptt ft w ulders leap. Aad plate it s' ..edaza'b.� Scots 0.4.4 ra. Pad t.. eb.plate.kaaglhapertBWd. Dmb4ratsmasla membaa abalsoed at Wecmbdd dthe sole aanieas atbeaaAtaah.aaa �F'ttlr acne. aaa aafatm.a.t Tans h.aad m the faros shown and met medto be a stag A for mama had- bag -N tar-adjao sbaaaei 'tea trtan, la trot '- vsLarrtaindad sea Qa vAindant U." is®6v zatrss olhnatw sbawn Foraddllosei r.ra®tlm Cosa teh=m FRK;AURONARY NOTES Ai -b-Wg sad caadfma mnaaa=_&ftW. to b. &Rom& In aomndwe wah njaa a g task aft of Hts-91. ltusaes at. m b&baardted wW pmuwdsr era chart, b..&eg erdtitaadY.g;dakmymad iwbad ma. awn" daaaog: TemP.arYa.drn .mtbodK farltoldbg ft r ba a atudgnt and pha ib p., dealwd&U&kAdWbybyWh=& buad- ;ia�gabad: ..d dombabg.' 7besapax"dm da..dem d 6.s+s afaat{ b. now r no canal of pa maw . a�.amoe.d ft!b- k-6dke-aft. Yta%ad.o l.ddmahaLttt. as u&l rmded :c..saah atl.a (...harem. toads .at - than th. design clads SW not be appiled t. busm at any ti.ea No b.ds other lbs. th. .atp7a4 a tfa: neata,a also b. appad a. trues unto after all fasr.xune card hating is cmtplda JB: SUNBURY I AC: WO: SUNIF WE: M TOP CORDS: 2x4 Sp #2 BOP ORDS: 2x4 SP #2 WEBS. 1%4 ® Continuous lateral bracing attached with 2- 10d nails each member 2x4 SP #3 2x8 SP #2MUST where shown.Bracing M be Positioned to provide equal unbraced 72x4 Sp #2 Z Segments OR 2x4 "T" brace may be nailer} flat to edge of web with l2d nails spaced 8" O.C. Brace —,at extend at least 90% of web length 2x6 Brace required on any web exceeding 14-. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT COi NOMON PER SCHEDULE, Support 1 386# Support 2 PROVVIDE BORIZONTAL518 C1ZODi PER SCH®IILg Support 1 806# 1 4-1-8 4-1-8 111 _- CONTINOUS 6 0000 —` , - 9'dI YsSl7L—. 1 2 °_M2 0-7 f�'9 7/16= OSB SWATHING T 3-1-3 4 1-0-7 t t 6 5 4 1-1-9 324# 15.00" 3241 15.00" 1-1-9 8-3-0 GABL19 SM PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE U20 GA TWM PER ANSM71 1-1995 rvtnv: READ ALL NOTES ON THIS SHEET. COPY OF THM DRAWING TO BE GIVEN TO ERECTING 4005 MARONDA WAY BRACING'WARNING: SANFORD, 1 1 32771 (407) 321-0064 Fax (407) 321-3913 Bra` Ihnanx .m ads dtzw, n is rot aaedba IaarsaL .Ind be:c� portal lanehat a asnas� hats. f "nanny- ft btaal w P.st d bat ns a> t, and btzh m� 6e aaKWced y/ tl" t .ddms eracy,g to reduce b.ddaag TOMAS PONCE P.E. c,,x 7c.t -- p+mla�ts mart be rto.de to aneftw lateral btadln at ends and ec iwdtvenil err g aV�d °Be-determinedbytt.bWldbgd.*.,, � ttw -stall ztraxh.+..sy s. IICMSE/0050068 1,lB9 cr orteoo-iunals a Txu.e L tr_. rtm-9i a Tm [buss Pbte lh ern ll(ute. JPf, la loafed at 50 D'Ondrl. hewn Ahdboo, Wfsmnsi. 5571% TI: P QTY:4 _�• _ - =-Joint Locations===_= ____=e =_. 1)= 0-=1e=-12 4) 1-11-12 7) 1-10-12 2) 3-11-12 5) 0- 4-10 3) 3-11-12 6) 0- 0- 0 ----MA%. REACTIONS PER BEARING LOCATION_ -- %-Lot Vert Boriz Uplift Y-Lot Type 0- 7- 8 570 806 -386 DOT PIN 4- 0-12 143 0 -151 BOT H-ROLL Wind Case- ASCE 7-98, MWFRS/ctc, V.125 mph, h - 21.0 ft, I = 1.00, Exp.Cat--B,.Kzt = 1.0 Bldg Type= L= 40.0ft, W= 4.1ft, Truss in E1zl} zone, TCDL- 4.2psf, BCOL= 6.0psf ..TC...FORCE... CSI 1- 2 222 0.36 NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7/i6' OSB SHEATHING NAILED W/8d NAILS Q4.0- O.C. AT ALL CONTACTSURFACES Ens. tub: Dwg: Dsgnr: TLY Chk: TC Lire . 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 pdf TOTAL 33.0 psf ..BC ... FORCE ... CST 5- 4 9 0.14 4- 3 0 0.14 scale = 0.1878 Truss ID: P Date: 12-11-01 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:mnl nl- ,9;7A7- Al