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Home My WebLink About113 Crown Colony Way 03-1285 CO�� o,C�j�, (, - ( SUBDIV PERMIT ADDRESS � � ISION CONTRACTOR ADDRESS PHONE NUMBER PROPERTY O WNEI PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR 9 MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT # C) a - J DATE PERMIT DESCRIPTION�� PERMIT VALUATION SQUARE FOOTAGE 09 �A " PERMIT NI TwfRRR CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 113 CROWN COLONY WAY for which permit 03-00001285 has heretofore been issued on 3/13/03 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 , � U ' aQ , tc �, complies with all the building, plumbing, dlectriczonilng and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: DATE APPROVAL DATE BUILDING: �� FIRE: Finaled �� i �U� �, �pu. Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In 2i Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage �� `�•�� Paved Maintenance Bond PUBLIC WORKS: Street Name C, Street Signs S',�w� Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE WVVQ DATn DATE AMOUNT 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 3/13/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 Yes No APPROVAL t,. PAGE: 3 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 113 CROWN COLONY WAY for which permit 03-00001285 has heretofore been issued on 3/13/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 3/13/03 91.93 01-RADON GAS TAX FEE 3/13/03 13.44 01-ROAD IMPACT FEES 3/13/03 847.00 01-RECOVERY FD/CERT. PGM. 3/13/03 13.45 01-SCHOOL IMPACT FEE 3/13/03 1384.00 WD IMPACT:SINGLE FAMILY 3/13/03 650.00 SD IMPACT:SINGLE FAMILY 3/13/03 1700.00 mg�'" 4-Q�- go fv�s -_i�)Cuy-\ CA of OWNER BUnDING OFFICIAL / DAT E CERI'IFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: - - ol PERMIT #. ADDRESS: �k CONTRACTOR: PHONE #: LA - Lir) J -'� \ \a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. --f-ffgineering D, s -:Public Works Utilities ❑ Fire P ❑Zoning A 0Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) t CERTIFCATE OF OCCUPANCY RM-00eC('Rjaq REQUEST FOR FINAL INSPECTION **** (R.: SINGLE FAMILY RESIDENCE**** DATE: - - PERMIT #: ADDRESS: k\ CONTRACTOR: PHONE #: L\(yl - yr)!f, —Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. _:Engineering ❑Fire 1p, -- --. P; tiblic Works +' i. �, �,� ❑Zoning Utilities 0 Licensing e\ I P CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL. INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: '� —\O —b3 PET2MIT #: b�.� ADDRESS: CONTRACTOR: MQL'^p p Q.- PHONE #: LAC,-) 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. C,leo" - 4� v�-: P/ teS -'Engineering -,Public Works I CONDITIONS: (TO) BE COM E1 DFire drIA DZ ning I A icensipg �1 ONLi[ YFWYtIIOVAL IS CQNDITIONAL) l i " 111., ,'V 1 b LAND SURVEYORS 300 COUNTY LOAD 427 SOUTH LONGW000, FLOK10A 32750-5499 TELEPHONE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 113 Crown Colony Way Legal Description: Lot 58, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 58, CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F. Cavone Florida Surveyor& Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 9/ 12/2003 W.O. # 2003-12554 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the instructions on aacies 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 (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 113 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 58 - 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): ( ##° - ##' - ##.W' or ##.#lit#°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWNCOLONY/ 12tY294 SEINWOLE 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 4117195 4117195 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): 1311. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Bamer Resources, System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction *A new Elevation Certificate will be required when construction 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, V1-V30, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a-i below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA 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) 4 `1 ..TcZ ft.(m) o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) _. _ft.(m) o 0 o d) Attached garage (top of slab) 1 o e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area) X f) Lowest ft.(m) 3 8a- ft. (m) E adjacent (finished) grade (LAG) z o g) Highest adjacent (finished) grade (HAG) _. J(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces. copv the comespondina information from Section A. (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX For Insurance Company Use: Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Cerdcate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 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 knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SIG TURE DATE TELEPHONE ,c, Ar 1/1 Lo 10.3 407475-9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or communityAssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF 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 CITY OF SANFORD ENGINEERING PERMIT PERMIT NO.O3 a This pen -nit shall authorize work to be done in the City of Sanford based on the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... 0 Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407-475-9112 FACSIMILE:407-475-9115 Project Location or Address: LOT 58 - 113 CROWN COLONY WAY Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: Proposed Activity: Driveway Installation ..... Bore and Jack.......... ❑ Other .................. ❑ Approval Date: To: Aerial Utilities .............. ❑ Open Cutting of Roadway..... ❑ Emergency Repairs ....... ❑ Underground Utilities .......❑ Sidewalk Installation........ ❑ Specific Description: ............................................................................................................................. Excavation Information: Total Length (FT) Number of Open Roadway Cuts Aerial Information: Length (FT) Number of Poles (Existing) (New) It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresail rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities are within the public right-of-way. CALL THE PUBLIC WORKS DEPT. AT 330.5681 TO SCHEDULE A PRE -POUR INSPECTION APPLICANT SIGNATURE DATE: 3/3/2003 ............................................................................................................................ Reviewed: Public Works Utilities Date: Date: APPROVED: Engineering Date: FEE: IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD 11440 STATEMENT NUMBER 1 3 BUILDING PERMI COUNTY UNIT ADDRESS: TRAFFIC ZONEx ___ JUKISDICTI�No O6 ' CITY_0� _' SECx TWP: PARCE| : --- )�� - -' =~- ______ PLAT BOOK: _ _ PLAT BOOK PAME: ONNER HAME: 1c-J---------------- - ADDRESS: ��/]/ L/��- ��- �� - - ---_---- -_--_- APPLICANT NAME: ADDRESS. ------------------------------- ____________________________ C.,0,TEGORYN LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction _---_------------_--_--_-_-----_-----_--_-_-_----------_-_----___---------_---_- �EE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS _----_ROADS ----_------------_----_--_--__----------------_----_----_-------------_--_ -ARTERIALS CO -WIDE A dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NQRTH O dwl unit $ 142.00 1 $ 142.00 � LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 � SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384`100 STATEMENT RECEIVED BY: k) 1�� (PLE&SE PRINT NAME) AMOUNT DUE $ 2,285.00 SIGNAT URE � NOTE TO RECEIVING SIGNATORY/APPLICANTx FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** ` DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNT), **NOTE** ` PEkSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. P�RSONS AR[ ALSO ADVISED THAT ANY RIGHTS OF' THE APPLICANT, OR OWNER!, TO THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATUR[ DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE 1"LEE1' THE REQUIREMENTS OF THE COUHTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE;: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (4O7) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT- 30O NORTH PARK AVEHUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MDNEY ORDER, AND SHOULD REFEREHCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS GTATEPE T VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A**-.';:��,@GLE FAMILY BUILDlNG PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Permit No. 1 Date: 03/05 Job Address: 113 CROWN COLONY WAY Lot: 58 Parcel No.: 33-19-30-5QS-0000-0580 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ �52:f� Occupancy Type: X Residential Commercial Industrial Number of Stories: 2 Number of Dwelling Units: Zoning: Total Square Footage: 2' a`QO�A Owner: MARONDA HOMES INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMMRS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC0584% 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: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 03/05/03 1<0 03/05/03 Signature of er/Agent Date Signature of Contractor/Agent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name 03/05/03 Signature of Notary -State of Florida Date �Of itp DEBBIE TIME w PU6lIC s° My Comm Exp. M5 No. CC 999378 y Vhown t I Dew I.D. Owner/Agent is X Personally Known to me or Produced ID RUSSELL KEITH SUMMERS Print Contractor/Agent's Name 03/05/03 Signature of Notary -State of Florida Date �w DEBBIE TIME a PUBIIC a My Comm Exp. ZIV05 No. CC 999378 Ot*nwalty wwwn 1100w I.D. Contractor/Agent is X Personally Known to me or Produced ID APPLICATION APPROVED BY: Special Conditions: .4S + ei,_4 Date: 03/05/03 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: 01 " � Date: 31,3105------- The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Address of Job: Maronda Homes Inc., of Florida 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 Signat CFC057039 State License Number t G �+�``rr MFngI1t�, ,rra f. CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: 0 3- \ () � Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Address of Job: Maronda Homes Inc., of Florida Mechanical Contractor: GARY Residential ---- � _---- Non -Residential Nature of F By signing this application, 1 am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 ------------------------------- State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: The Undersigned hereby applies for a permit to instat) tne following electrical Owner's Name: Maronda Homes Inc.,, of Florida AdCfre$,S of Job: --CD W- - (l'j7- llphjr DI-0 EAectrical Contractor, DAWN- PUGLISI 01, Residential: --W--O - Nu!) -Residential: Number Amount Addition, Alteration, Repair (Residential Non -Residential; New Residential: MAP Servi(; 1 New 0ornmerclal, AMP Service Fr-arn i IT Service to AMP Service Manufactured Building Other Description of . ..... Application Fee: TOTAI- DUE: .. . . ........................................ By Signing ttiis applicatior) i am stating that I an) in GOMP118nce with City of Sanford Electrical APOicant's signature. ECO001663 St -Fite License Nun'ibe, IIINNNINNIN�NINNANINNNINNINNIINIINN o 06 0 c3 000 w z go 11"04e8 140 MARYANME MOR%, CLERK OF CIRCUIT COURT SEMI Nit v Gtm Y BK 04734 PG t017 CLERKI S K 10030392'67 RECORDED 03/06/2003 12:57:46 PM RECORDING FEES 6.00 RECORDED By O Harford NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0580 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 58 113 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 Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 - Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1't St., Sanford, FL 32771 Fax: 407-330-5062, Phone: (407.) 322 9W In addition to himself, Owner designates (Name and address) or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEI MERE Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of _, 2003. "&j IL Notary Public DEBBIE TIME I(Rgp-� MY COMM EXP. ?/' M CC 999378 Wwwn 110"M I.C. ARYANNE MOM CLERK'OF CIRCVT CO mom 6ij N Y. id CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 58 Subdivision: CROWN COLONY Property Address: 113 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). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M 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. M 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) 26 S.F. 3. L] 4. TO FOLLOW N/A 5. N/A N/A N/A Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 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. 11. 12. 13. 14. 15. DATE: Monday, March 03, 2003 SIGNATURE: Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other 1_<**`__�� (By Own&erl uthorized Agent) ALaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SuiTE F • ORL aDo, FLoRiDA 32810 407-475-9112 • Fax: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 58 in 113 CROWN COLONY WAY. RUSSELL KEITH SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 3rd day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. Qh�- &�� NOTARY PUBLIC D DEBBIE TIME NMy Comm EV. 2/5M5 P No CC 993 78 P awn , , �:,,.,� , O. HACity of Sanford\LOA Keith Summers for City of Sanford.doc PLOT PLAN for: MARONGA HOMES. INC. , DESCRIP770N: LOT 56, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 76 thry 76 PUBLIC RECORDS of SEMINOLE COUNTY; FLORIDA TRACT 'B' CONSERVATION «ACCESS EASEMENT a N N04°4&4 IOE 0.10' i7 ! - N00021'00%V 59.90' u 0 Az0 a a• fa za I& D.E. GRAM11C SCALE ?O — — — — — — — — — — — — — A✓ r LOT 59 LOT 57 _ 7.a tCONCRETET'ATIO b N C) fo.oa m N 40.00' N ._ MODEL: 5UNBURY 'I' Two STOW A'� Z (3-2 1/2) WITH LOFT�� W FINISHED FLOOR ?� �•' ELEVATION -44.20 4 DRAINAGE TYPE: - 5' o ` tp 10.oa 1m S: ap Z 1 o.0a CONCRETE oRrvE � u N fa u.E. GZ L B ELEVATIOV 500009102"E 60.00 MUST BE 1" ABOVE CCC00 OF U T,!ACP_N'TIROAD APPROVED COLONY WAY -------CROWN - 300'09'02'E -rk- NOTES: ROW CERnnCAnON 1. BEARINGS ARE BASED ON THE CENTERUNE BASED ON THE FEDERAL EMERGENCY BUILDING SMACKS OF CROWN COLONY WAY BEING SOOV9'02 E 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT. REAR 20' SHOWN HEREON DOES NOT LIE WITHIN SIDE: 20 THE f00 YEAR FLOW HAZARD AREAL 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ". SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 OD40 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE. APRIL 17. 1995. THIS !S NOT A SURVEY. MAP REVISION DATE: LOT 58 CONTAINS (SUB,ECT TO CHANGE) 7.386 SQUARE FEET/0L170 ACRES +/- THE UNDERSIGNED AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE ND 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. ABBREWARONS/LEGEN& P.T.-POINT OF TANGENCY CONC-CONCRETE W.£.- WALL EASEMENT F.E.-FENCE EASEMENT P.I.-POINT OF INTERSECTIN L.S.-LAND SURVEYOR P.R.r--POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTP.C.-POINT OF CURVATURE QR-OFFICIAL RECORDS P.GC;-POINT OF COMPOUND CURVATURE U.E.-{{//p��LITY EASEMENTTH L.B.-UCENSEO BUSINESS CH.BRG- BARING SIdU.E,-SINEWALti 6 UTEITY EASEMENT D.U.�S-DRAINAGE, UTILITY & C gR::: AlR CONDITIONER PAD DELTA TRAL ANGLE) D.&U.E -DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT THIS SURVEY NOT VALID UNLESS EMBOSSED REVISION Lr. CARD FILE: CROWNCOL58.OWC W.0.2002-14692 DATE r i Maronda Systems , Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CC05801 58 113 CROWNCOLONY WAY ORLN-CRC SUNI3 RIGHT SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an pnr-losad hnildinn Truss ID Run Date rawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: : 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 G 6-18-02 G 1 6-18-02 , H 6-18-02 H 1 6-18-02 I 6-18-02 11 6-18-02 1 6-18-02 11 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 DATE: JAN �t� ��— EHUH26 183bu26R26 NEIR-UH28- - 18362 18370 26 SEAT PLATES 36 Lu 0 z U3 D > V 3:: LIME i �� q EILIN N zi Z2, z G z I G I liz I G z G 2 z ' G 7= 4 f"-0 z G z (D 04 z LL z G J z H lz BEAS NG M Z2 �zi VT1 1 0� p p 12-0 7-8 il L U-- k I JL 11 1 F-i� I N1 NAILER m m eym�s JOB NUMBER: SUNIV m L HANGER K CUSTOMER: Hl JOB NAME: SUNBURY "I & J" VAULTED M.BDRM. Hl DRAWN BY tly DATE: 11-4-99 -1L fll 11 & 5 611 19-0 7-4 JAN 0 0, 2003 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ''stheresponsib iNtvofthe instabr(bulider bulldhocontrector lice nsedcontractor, ectoror erecUon contractor) to oroperiyreceiye unload store handle install and ace metal plate connected wood tresses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architects or Engineer's design specification for handling, installing d bracing wood trusses for a particular roof or floor. These recommendations are sed upon the collective experience of leading technical personnel in the wood i Yrrt''G� y (�4s3k��ln��n�'1n�r?'��.,�Y=��53� { f u n � o '� ti �'t_&Ni5°K'�ix � � `{ �, 1 U�i.�.Ijy..n �' '�,I. F7�A1'��.1,1F't��Fu •� e% n*r9Tr. ,il 1(' p 1 TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (608)833.6900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. MORAGE Frame 1 600 60° or less or less Approximately Approxlmately Tag truss length 1/2 truss length Line Truss spans less than 30'. Lair the t Spreader Bar ariac sling Toe In Toe In etc. Less than or equal to 60' Spreader Bar Toe In Less than or equal to 60' Tag Line Strongback/ SpreaderBar or above mid -height � Tag Line Typical horizontal tie member with muNiple stakes (HT) Mruee of brae cup of trusee (ES) Frame 2 A tz --� 4 or greater l%P ,po I .or j�s/ S,c Ns x .� Top chords that are laterally braced can buckle togethersnd cause collapse if there Isnodlago. nal bracing. Diagonal bracing should benalled 104he underside or the lop chord whom purilno c are:attached to the topolds of the top chord. nl I y I RwC ORD t S r L�iGI 7ER"� rr 412 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4112 5' 6 F 4 Over 60' See a registered professional engineer wr - wuugtas rir-t-arcn SF' - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Gre Attachme Required �''PITCHED'.TFtuss ,�,."..1_P s 8.:4 $i' *`yy. .ei +G� � ��? i � + , f� } . ? �.,r4 .v "F'.n l.� � Y 7 +� µh ,C1 �✓ i � - F. } �i J�. M Frame 3 m i " a mill ' c SPANN ICI' 'H pCIN (LByi)'�r �( s] '�?'�ed':� tiiiss u i to 24 3/12 aSPF HF -•,•, -Up 8' 17 1 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 ur - uougias rir-Larcn 5P - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords thet are laterally braced can buokle togetherand cauae collapse if there is no diago. nalbracing. Diagonal bracing should be nailed to the underside of the top chord when puriins are attached to the topelde of the top chord. ran a. MURIO TRWSS PLUMS i I t Truss Depth D(in) i I I Leaser of D/50 or 2" Aaximum Aisplacement Plumb Line 4 C'. Tiq' LATI�( N ST01 ER G S ar,: 1 /4" 11 4" 1 2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 72" 1.1 2" 6' 84" 1- " 7' 96" 108" 2 9' 12 greater s. All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required — Length L(In) Lesser of ±114L/200 or 2" sow L(ln) ,i. L(In) Lasser of V200 or 2" .1nj+iLj200, L4ft)h1 n��, 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1 /2" 25.0' 0" 4" 0 " 3' 150" 3/4' 12.5' . .. u'ar tt,/1.4 Tlrb dlit" b for an wdWual botk1mg mmpeornt atld has bocce based at btfo,,.Umt ' Pcovldod by die dLenL The dalbmef dlsdal us cry r�4 for damages as a result of b"RF=9*f 7alocmaUoo; apeeflew.- aad/or datg- 6a "ed to the tire d-,tact by the diem and the mat toes or ururry ef thlt tofo¢matloo as It way relate to a 'p- en. P-oJcct aced a.QPb rm respo+ sutwty - tscrds- no cmb`o( w,ih cctard to f brica- I - b.ndneg• aWlaamt a..d --- U U- or trtts$rs. This trio, has been d-feed a. ao Iad3vldasd buedtng ®P--t b accord-- a tj I ANsftm I-I995 and NUS-97 to be beo'p mi as put a the burWtot d -19. by a 6u96ing I D-rg treglsleled areb3toct or ptofessfmw I engb'a+c+t. talr<.a revtea.ed lot aPpcovasby the 11 I tomt be d-Igr.a- tb< derrgsa ieadl,sp' ,aeo.r must be checked to be. that the data she, arc h a0-mmt with the heal b,&fhrt ood-, Ieo.I'l- " ..eao.da! -od or same lmds, P"ect apec03oUom or special apPUed l-ady i LlnksS sh— truce has mt. be- d,,,A ed for storage err O'-P-eY bads_ The dexter o" b---d by.tm-Uditog amlo a -- tlnu- aPadged. Where bottom rbordx to l_a _ .re �-t rdty bl -d vteraur br a P-Pah p � �g u-Y should be braced at a toadmum aP-J g of I0'-0' - Connecter . ;part- sbax be manrrlaohucd f ao 20 gauge Imt Idlvped gatvam shod m Wing AStM A 653. Grade 40, pules trUrecwbe shawo_ FABRICATION NOTES Ptbr 10 fatal -:Don, the fabd-1- ab.11 re 1- "d. wg to -dry that this d--brg b he to dojo aoee waft the fahr -w. Place and to Ute a mauowag -P.-AmUty for such Pk-Uoo. Aoy dia-pa d- are to ba put m before ebtu g or fabrfeatioo. tat- -ball it be 1-talled over knotholes. 6ML. ordhctorted enim Members sb. U be act Ugbl nab-- weod W wood beating• Coa- 'iector Pw- sba11 be fooled on both Ice- of rc hors wtUa tnita fully ynbtdded -d ab.V be ym_ abwd the jalUt aml-s dlruarbe shown_ A rr.4 PAtc b S rode x 4' long- A 6a8 plate b t; e x 8' loot. Slots Ibo{-I tuo P-Alel to Illbbbrrreeeeee piste k"gUa st.--U""L pauble cob - web penbrts sha8 toeet at Ure -.amid d.the webs w olherwbe sb-w Connector plate sb- e mhdmom sbes b-od on the face- abo.tn pd may need - be taei—d for aertam band- bg and/or c s "I,-- Tlw tics. Is mt I be bWteted etUa the .eta,dant treced Immbe untas ofhm.be strewn. For addWooal kmmaueo Quality co.aaw "Sor to dtd5(/Tpt L-t595 KtL-RUIIUiVARY NOTES Mb--g and elaribo rcootaatwdacbos am. !be fariivwesl la aomrdanee avUh "Haodimg �taEto9 Z1 18-c og', H113-91. Trar - are to i lendied "Ll' P"Uodar ore dtnlog traadirrg e b-111. • dcU_y and babel tj w to avo'd peg`. 7mpoearr-cud Pe`marra'tbcactog bolding mesa'- a atrarght and. ptmob Pos- h cad for "A"'og "teal fboecs .ball be ''F> tasbaltad by a , Carerul barrd- lon bmelog b always Pd1ed. Nrxnyal IattauUoDaly adl0n for ss- re"I'm such'®Pomp bradog during Ibko- bctwesa truss- to -old tofgrltag domloolot. Tsar supmhWa d etectivu of cs- shall be under the a grin d posoos ecieaeel ar the bstvUatioo of bays-. `xssional advice strati be sought. If -dc& rcutaUoa efe ieibud on loadsgrotct I the d-Ign loads sba0 not Ix apphed to - at coy t'urc No Dads olhQ than the ;at of tam -cams sh.0 be appUed to sex un(A aitu a f fastening and braelnt mpk-ta.L MONO VALLEY VALLEY TRUE COMMON VALLEY III SUPPORTMe TRUSSES VALLEY TRUSSES IT, VALLEY TRUSSES (Typ) SUPPORTING TRUSS COMMON OR COMM"GIRDER .) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET WO: VALLEY SET DIAGONAL WEBS Reautri O WITH SPANS GREATER THEN 26-0-6 315 20 0.0 4 214 3L6 2x4 714 316 IF: LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL # 2t4 f I0 OR fill OR 416 316 2x4 on 1,416 4116 2.4 3le 316 on an 2x4 It: Vf Ill WHEN OIGAOIIAL WEB PRESENT USE 4X6 PLATE (6) WHEN No DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24.O.G. ( TYPI 214 7x6 Ix4 tip oI 1I UP to T 2A4 214 316 MAIL 6-0-0 O.C. (TYP) t 416 f 214 I ' 1 ' ® MAX TRUSS SPACIIIG MAX 6-0-0 O,C_ ITyp) �— — BELOW . 48 - O.G. —`f SPANS UP TO 60-o-0 TOP CHORDS: 2X4 SP 12 BOT CHORDS: 2X4 SP 82 IT IS NOT REQUIRED To SHEATH TRUSSES BELOW VALLEY SET. WEBS: -2X4 SP 13 VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES TIC MUST BE CONTINUOUSLY BRACED BY ROOF 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) 1 Od NAILS OR (1) 16d NAIL PER INTERSECTION. OR TWO FEET ON CENTER. 20 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8.O,C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8.O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG f• TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14' tt EXCEPT AS SHOWN PLATES.ARE n2o GA , 1TrSTEp PER ANSI/TPI 1-1995 .. COOL. Support WAIVING. READ ALL NOI"ES Studs �� o.e. M=SystelilsA ON THIS SHEET. COPY OE TEAS To TO Joh: BE GIVEN TO ERECTING CO D g: 4005 MARONDA WAY BRACING WARNING: DSgD�. TLY C1tlf: SANFORD, FL 32771 (40"1) 321-0064 Fez 4 ( 07)3ZI-39L3 araaag "barn as thb drawtug b not erection bncfn . F+rt d the bolidtog drxlgo and w g wfrni b adag, portal bracing or suntlar bracing abownbforla hk moslbeemnldeaedbytbcbdfdm tercetauPPmtdtrimmembersonlytoRdurcbac •� C Live LG.O LF TC Dead TOMAS PONCE P.E. LICENSE RLIUSOO68 I B9U ""'letoe l gd-'prrcr BacUrg Addabeal� g offal�hadng each ands worn dete eng[h. -dog trams F6te Imug O eS•u,bnel .e mar xynh� Mee Hued by the b Wdmg duet tuts 7.0 Its[ C Live )fj 0.0 psf GliEET3HROOR C7.OVIEpd,FL1�7SS TPL b 3oeate:d at583D'Ooo(rb D[N ,3'a"". I c MadlsoEL Ivlscousln 59719L BC Dead 2.D p to 1'OTAT. 7S n per ITMSS ID: VT D4 fe: 4-1.1-01 DurFac - Lbr. 1.25 DufFuc - pff: 1.25 O.C. Spacing: 24.0' besigf, Crifar(o_ 7P( Cade Desc: f.rrr ran ran nn�n ,.... uswry ItVt-�lzrtllAT►or�t Thk design is far an kidhidual l/ud&g -npunrnt a.d fins been basal on t".n, aeon f--W-d by We dlerlf. The designer df,,46 s ar.y rrspommmty to. d. -c- haltyar fncUrrMl bdortnaUmm specxitanans rd/or dalgna lumbbed to Ure truss detprer bf the d krd and tllc correctness or a=uracy .( tee W.m,.Ll— u a .ay rrf.te r. a ape egk. pto}cctarrd accepts tro roportsNQilr w ©radse no co..trcl -" rcgud to tab nrs- lk n I,a.dzg. shfpment and kssbllatbn of bvaaes. "rt.b noes / - ta.es drvrg..ed .a an brdldduil buxding canp...t h1 accordance tallh ANSI./Tpl I-1905 and NOS-97 to 1 a in_,,_lcd u pan of the taumdh.g design by a noddbg oexrgn.r pegbtoed ,r<hrt—t.r Inaealon.l migi ed. whn. r<.le red for.ppro.aI by the b.rfklk,g delgrn:r, the design 4odings shoc,a must be dx kat to be surc Uat tfte data sb-a u. to agr—alt ..tits the loot Wllding ,x,des. Ivo1 elb.nile records for wind orsnov load,. Prolcd spedlle+Uo,u W speebl apptkd toads. llnkss sltoarr., truss ins not bcrn dalgned far staragc or occupanq• loads. The delgn assumes temp-k- dad. Itop at bvttomf ate mntl._ e.sly braced by st nW ag un13s otiwnbe aptdnm. there bottom ch-f. lo fcnsion are vot fully baced hlrsally by a r.operly- applied n81d ee91ng. they should be b,.-d +t a .-,d--spa k,, of to,-W a_ Connector phtes stall be manufactured Irwn 70 gauge hot dipped gal-lud sled merSb,g ASTh{A 653. Gra de 40...1- ou.erstse al.o.m. 'FABRICATION NOTES Prior to faba-Uan. the fabtbtvrslax recke litb dra>b,g lo.vlfy tlat U,b draeatng 1, in mrdormanoc withthe latai.mlnls ph- and tv r-..�e.rPr,.w,ux.e.ep...stbmq� ...eh.erb Italbn, A.ry df-p+nde - to Ire put In erruu,g before -,u-9 or (*beouwa. Plate sham not ts be balled aver k.nthote, knots or dfslorlcd grain strn.bcn shad be cut for not Uublg good to coed hco,fug. C- nRt relate ah.x t c rocalea nn kA' fa -a .t u.e In ss wxh nail hdry t-b dd.d .r.d shall he Byrn. aboui the lolnl unless vllrernlse sl,o,m. A 5x4 pl.le ,s 5- aid, x 4long. A 6x8 plate b 6- wW x 8• k-g. sots thva ot.Q n.. t»lid to M. plate kngth apc.O d- Dv,rMc rot v.. -h ancmbrs shall meet at the eeutrold o/ the sets mrdess otherwbe strong.. Connector plate alres are minfmrmn sloe tr.sed on tl,c (n.co shown and stay rxed to be ktCasea] for euUbt fatd- fb,gand/or e.edbn streaes. this truss b mat tv be tabrlcyrd wltl. it,. reta,.bra nl uhil k..ber orders oUrenrbe shown, fr- additional kdam um. mr 8.ably Cornrol rcf r to ANSIMI 1-7995 PRECAUTIONARY NOTES fill bneb,g "A -rbn recon,n,end.U.- are Iv be followed to accnrdanee v",h-Handib.g InsOW.,g A 8radn(. N/8-91. Trvsse uv tv b handled +itl.. parUeufar e.re during banding +.a,l bu.dlb,g. e4Jtee.y and u-talhuvn to .cold damage Trnnporary and pen.w,ml Madr.g r.r holdb,g I— in ha stralgitt and plumb p.o. abn and for resLL,g teaai b,raxs a1Wl be b loig,xd and butt" by o(f.rrs. r C ( hand- ing is ,ssrnttal and eredion bradng Is ilea}a -cquftcd. Namal Plmuftlalr action ier ar mquba such tonpwary brawrg du" nsbUaUon bctaccn tntssds to arold lopplbtg v,d d.mbming. The suparrtsrvn of -tfan or nmo slaail tx wdv lire awdrol of petso.a -perl--d bl the butdbUmr of Wsso_ ,rv(osk.W ad" -shall be sough d needed. .oncent.u...1 constrocUon bads gre.le iron U.delg„ 1o.ds alas not b.. appikd 0 — at..y lknc N. I.x,da Duly than the. •fight a•( tlrc rrxtos s1.c1) fn .J•pp:,i (o rug<.� anal .11e, .II Msknk,lf au./ 1-cing cwnpktcd. HIP GIRDER WO: HIPDEFAlt 2x BLOCKING OF STEP 'HIP ADDED TO TOP GHOBD TRUSSES TO SHORTED. OSB- NOT TO EXCEED 24IIO.C. -0 BE NAILED TO TRUSSES W/ 12't ON CEN- STAGGERED PRE-ENG ra TRUSS TOP WALL OF BUILDING TYPICAL llL RR..! Ot1/ TNG FOR S . E y. THINQJ7 �/�jy� /�\�'J'' S�'r S _Tp Md1r©K�da SyStemS fwJAl(l'lllX-U' READ ALL NOTES ON THIS SHEET. ` A COPY OF TH15 DRAWING TO BE �strg. Job: w HIPDETAI GIVEN TO ERECTING CONTRACTOR. 18-dogsha+nanudsa,a DWg= Truss ID: HIP �_ 4005 MARONDA WAY BRACING WARt�tiNG: Dsgtu: 1ve Cbh: Dole: 1 U-20-0U SANl=ORD, 3rrzt (407) 321-0064 FaX 407 2 { ) 3 1-39131 wlng. fs nv1 n .Uon b,aclne. wind bncing. R,rtil h„dr, atgcb b a pan of tM bumding dc,Jgn a n1 s{,kh n.ucl be g or almilar bncl ,g 7'C Live CC I)ea d 16.0 psE DufraC f-- - Lbf: ' 1 .25 TOMAS P ONCE P.E.-k m sh r+n b fe r totem} .! miderv} bf Ux buUding deslencr. 8r.ck.g pp� truss Inenebers onh t , reduce b cMh g les gth. [3a bi.n, ..mat br g+t rnd.. and spccllird �C 7.0 psr Durrae - Plf: 1.25 LICENSE10050068 IdsO GitEE718n0olt Ct'.OyIEi70,tT.12766 Iocatlons de[ennb ed try U,e buUdL.g drsigner. AddlUoaalbraeh,go(I},eovenll,hvctur t ayI,erenuled- ISceH19-91 oft7a. Iltnua PMte ImUtvt, TPI, b looted at SW o'ond,lo U,1.e. s- .Live 'C Dead U.0 psi 1i1.0 O.C_ SPq�ItlC�: 2r1•01r Design CrileriQ: nrn,r,-A1nrrlr An,.ia,i. tso*n. w,sco..an. Saatot. -.. •1-OTAL psF IT'I core DeSc: _ ,.�..., ....•.... .. .. 33.0 ts[ V:Ob.79 fill- F;'rt- ^p JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: A QTY:1 I DESIGN INFORMATION This design is for an individual budding component and has been basedon information provided by the client. The designer disclaim any nesponsibdity for damages as a resuK of faulty or incorrect information. specttications 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 respmnslbWty or exercises no control with regard to [abrfca- Uon. handling shipment and installation of trusses. This truss has been designed as an individual building component to accordance wkk ANSI/TPI 1.-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local cUmaUc 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 bottand are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are not fully braced tatera8y by a properly applied rigid ceding they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in confonnan with the fabricators plans and to realize a continuing resporslbgiry for such vert- 8cation. Any discrepancies are to be put to writing before cutting or fabrication. Plates shag not be installedover 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 —it, fully imbedded and. shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" long. Slots (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 s/zes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing. and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-9I. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shag be designed and Installed by then. Careful hand. Ung Is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and donatnoing The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentrationof construction loads greater than the design bads shall not be applied to trsses at any time. No bads other than the weight of the erecters shalt be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.00 T 4-3-2 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All CONPRESSICK 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 SCBEDIILE: 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===_=___-__== 1) O-=Oa 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) IS- 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 7-0-0 k 16-0-0 k 7-0-0 Ilk 1 I 3 1 5 11 6 0000 5X10 3X4 5X10 -6 0000 T 0-4-3 3-10-3 T7� I n n 30-0-0 10 9 8 7 2087# 3.50" 2087# 3.50" 14)-0 30-0-0 1 (RO-11-11) 4301/ A 430y (RO-11-11) EXCEPT AS SHOWN PLATES ARE 1120 TESTED PER ANSI/TPI 1-1"5 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARON DA WAY SANFORD, FL. 32711 Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: On p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TFT. BC Dead . IUU f ps Design Criteria: TPI LICENSE #0050068 rrnuas Plate institute. T%• Is bested at 583 D'Onofrio Drive. Madison. Wisconsin 5371% Code Desc: FLA - 1890 GREENBROOK Cr.0V1ED0.FL.32766 I TOTAL 33.0 psf V:06.02.02- 13798- 3 Design: Matrix Analysis JOB PATH: C.1TEE4,0KU0BSI125MP1ASUN1V NCS: 06.02.02 JB: AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B QTYA DESIGN INFORMATION This design is for an individualbuilding component and has been based on Information pmvtded by the client. The designer disclaims any responsibility for damages as a resultof faulty or incorrectinformation, 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- ctfk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NOS-97 to be Incorporated as part of the building designby 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 (cods, project specifications or special applied loads. Unless shown. truss has not beendesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are not fully braced latenagy by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-G' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel. meeting ASTM A 653.. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall ret7ew this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficatlon. 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 nails fully imbedded and shall to 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 sues are minimum sizes based on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated. lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ai bracing and erection recommendations are to be followed In accordance with -Handing Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ing is essential and erection bracbrg is always required. Normal precautionary action for trusses requires such temporary bracing during Instaltat Im between trusses to avoid topping and domlwh4 The supervision of erection of tnsses shall be under the control of persons experienced. In the Installation of trusses. Professional advice shag be sough If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at. any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 734# Support 2 765# MAX LIVE LOAD DEFLECTION: L/999 L--0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 T 5-3-2 0-4-3 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, Vs 125mph, H. 21.0 ft, I= 1.00, Ecp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -1794 0.35 12-11 1568 0.47 2- 3 -1582 0.32 11-10 1371 0.43 3- 4 -1637 0.39 10- 9 1371 0.43 4- 5 -1637 0.39 9- 8 1568 0.47 5- 6 -1582 0.32 6- 7 -1794 0.37 _=_=== ==Joint Locations_______________ 1) 0- Oa 0 5) 21- 0- 0 9) 21- 0- 0 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 60 -734 BOT PIN 29-10- 4 1035 0 -765 BOT H-ROLL 9-0-0 12-0-0 9-0-0 1 2 4 6 6 0000 4X8 2X4 4X8 30-0-0 -6 W 4-10-3 0-4-3 Tr� I 112 11 10 9 1 1036# 3.50" 30-0-0 1036# 3.50" (RO-11-11j i iq I (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.2094 (!Iaronda Systems x 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GRFFNBROOK Cr'.OVIEr O FI-7- WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which most be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1118-91. of TFI). (rtuss Plate Institute. 7". is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: W Dwg: Truss ID: B Dsgnr: TLY Cbk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live ox psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf I V 2.02- 13799- 3 —Is.. ours.. nra P. iUu r-ni H: t,A1t4--1_UKUUB5I1ZSMPHISUN/V HCS: 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C ATY:1 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrectinformation, 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- c8ic project and accepts no responsibility or exerc(ses no control with mgard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPt I-I995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the budding destg„er. the design loadings shown must be checked to be sure that the data shown am in agreement with the local budding coda. local climatic records for wind or stow loads, projectspecifications or special applied bads. Unless sham. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom are continu- ously bated by sheathing unless otherwise specified_ Where bottom chords in tension are not fully bracedlaterally by a property applied rigid ailing. they should be braced at a maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMU A 651 Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing is in conformance with the fabricator's plans and to realize a continuing responslb8#y for such vert- f i ation. 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 boring. Con- nector plates shall be locatedon both faces of the toss withnabs fully imbedded and shaf) be sym. aboutthe joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sirs are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. T Us trussis not to be fabricatedwith fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing". HIS-9I. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- It on and for resisting lateral forces shall be designed and tnstali d by others. Carefulhand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses stall be under the control of persons C1(perlerteGd in the Installation of trn99e9. Professional advice stall be sought if needed. Concentration of construction Ioads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,5 PROVIDE UPLIFT CONNECTION PER SCIM)ULE: Support 1 727# Support 2 769# MAX LIVE LOAD DEFLECTION: L/999 L><-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" Me = 1.15 6-3-2 0-4-3 Tr� 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, Edcp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W. 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI .BC... FORCE ... CSI 1- 2 -1777 0.42 13-12 1536 0.40 2- 3 -1435 0.40 12-11 1534 0.43 3- 4 -1240 0.25 11-10 1307 0.39 4- 5 -1240 0.25 10- 9 1534 0.43 5- 6 -1435 0.40 9- 8 1536 0.40 6- 7 -1777 0.43 == __ =___ ===Joint Locations=======_ = 1) 0a 0 0 6) 23- 7- 4 11) 11- 0- 0 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 23- 7- 4 5) 19- 0- 0 10) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1035 81 -727 BOT PIN 29-10- 4 1035 0 -769 HOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 6 0000 -6 00 4X6 3X4 4X6 5-10-3 0-4-3 _L n 30-0-0 13 12 11 10 9 1036# 3.50" 30-0-0 1-0-0 (RO-11-11) lies-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 ' WRKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Mat'0ndd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: 113racing Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 . SANFORD, FL. 32771 shown on this drawing is nor 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 is for lateral TIC Dead 7.0 psf BC Live O.o DurFac - Pit: 1.25 �1g C O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of truss members only to reduce buckling length. Provtstons must be made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See. HIB-9i of TPII. psf BC Dead 10.0 f Ps Design Criteria: TPI LICENSE #0050068 firuss Plate Institute. TPI. is located at 583 Donofrio Drove. Madtson. Wisconsin 537191. Code Desc: FLA - 1890GREENeROOkCr.0VIED0.FL32?r6 5 TOTAL 33.0 Psf V:06.02.02- 13800- 3 reign: rvrara A"ays1S JUB PAftl: LaltbLUAVUBSULWPHISUNIV HCS: 06,02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNK WE: TI: D 61TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =___= == _ ====Joint Locations===========sr=== This design is for anmdrwnalbuilding BOT CHORDS: 2x4 SP #2 cc�osite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 component and has been baser) on information WEBS; 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 provided by the client. The designer dlscialms oR damages 2x4 SP #3 1,7 continuous) braced unless noted. otherwise. 3) 13- 0- 0 7 30- 0- 0 11) 7- 0- 0 faulty or incorrect Informaion, specspecificationsanyrrincorretyf« Wind Case- ASCE 7-98, C&C, V. 125aph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE. H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LocATION----- bythe client and the correctness -accuracy Support 1 716# Bld Type- EnCl L= 40.0 ft W- 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 2 752# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 69 -716 BOT PIN cdk prgect and accepts no responsibility or exercises no corium wtth regard to fabrics- MAX LIVE LOAD DEFLECTION: Iwact Resistant Covering and/or GlazingR 9 / 29-10- 4 1036 0 -752 BOT H-ROLL tbn,handling. L�999 usshastandinstallationof trainees. This truss has been designed as an L=-O.06" D=-0.07" T=-0.13" ..TC...FORCE...CSI ..BC - irrdtvwuaibudding component In acxdan-wth MAX HDRIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 ANSI/ITI 1-1995 and NDS-97 to be incorporated T= 0. 07" 2- 3 -1304 0.47 11-10 1522 0.41 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLBCfIOK-. 3- 4 -1107 0.29 10- 9 1105 0.28 Designer (registered architect orprofessional engineer). When reviewed for approval by the T= 0.03" 4- 5 -1308 0.48 9- 8 1522 0.41 building designer, the design loadings shown j, = 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 - 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 kids. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified.. Where bottorn chords in tension are not fully bracedlaterally 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. 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown. Ilk 1 2 g 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 very Bcatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be installed over knothotes. knots or distorted grain. Members shag be cut for tight 0tting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with naffs fully imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate Is 5" wile x 4" long. A 6x8 plate Is 6' wide x 8' king. Skits (hoks) nun parallel to the plate length specified. Double cuts on web members shall meet at the c entmid of the webs unless otherwise shown. Connector plate sins are minimum sires basedon 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 Contra( refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing $ Bracing`, HIB-91. Trusses are to be handled with particular care during banding and hurdling. delivery and installation to avow damage. Temporary and permanent bracbrg for bolding trusses In a straight and plumb pos- Rion and for resisting lateral forces shag be designed. and Installed by others. Careful hand- ting is essential and erection bracing is always required.. Normal precautionary action for trusses requires such temporary bracing during installation between trusses. to avoid toppling and dommofng. The supervision of erection of trusses shag be under the control of persons experienced in the Installation of trusses. Pldessional advice shag be sought if needed. Concentration of construction bads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed- 7-3-2 0-4-3 n 6 0000 4X6 4X8 30-0-0 �00 6-10-3 0-4-3 '12 11 10 9 8 7I 1036# 3.50" 1036# 3.50" 1-0-0 ` (RO-11-11) ( IB 3a0-0 (I RO-11-11) EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOtt CT.OVIEDOX1.32766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GiVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or si nllar bracing which is a tartof the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateralbracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. (See HIB-91 of TPI). fRuss Plate institute. TPI, Is located at 583 D'Onafrio Drive, Madison., Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: D Dsgur: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf V: 2-_ 13801- 4 uesrgn: mom Anarysts 1OIf PAIII: CAIL.E-LOWOB51125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ====Joint Locations= ==______ : ___0- 'Kits design is for an individual bafidmg BOT CHORDS: 2x4 SP #2 composite coosite result of multiple loads. 1)= 0 0- 0 5) 19- 9- 2 9) 21- 0 component and has been based on Information provided by the client. The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) IS- 0- 0 any responsibility for damages as a result of 2x4 SP #2 3,4,5 continuous) braced taxless noted otherwise. 3) 10- 2-14 7 30- 0- 0 11) 9- 0- 0 ) faulty orhrcorectinformatwn.specifcatans Wind Case- ASCE 7-98, C&C, V. 125mph, 4) IS- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, ERp.Cat. B, RZt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- bythe client and the correctness oraccuracy support 1 680# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of tits information as it may relate to a. ape- Support 2 718# in INP zone, TCDL= 4.2 psf, BC.DL- 6.0 psf 0- 1-12 1036 74 -680 BOT PIN clflc project and accepts no responsibility or exercises no control with regard to fabnca- MAX LIVE LOAD DEFLECTION: et Resistant Cover' and/or Glazing Covering dreg Req 29-10- 4 1036 0 -718 HOT H-ROLL tfon., handling, shipment and trutatl"tion of L/999a trusses. Thistrussbasbeendesigned - an L=-0.07" D--0.07" T--0.13" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI (ndwidual building componerttmaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI/7PI 1-19%and NDS-97 to be incorporated T- 0.06" 2- 3 -1570 0.31 11-10 1291 0.44 as part of the building design by. Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional en engineer), when ,dewed for approval by the T. 0. 03 • 4- 5 -1144 0.31 9- 8 1513 0.48 building designer. the design loadings shown RbID = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 are in agreement with the local building codes, local climatic records for wind or snow bads, project specifications or special applied bads. Unless shown, tress has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottomf are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully bracedlaterally by a properly applied rigid celNng, they should be braced ata maximum spacing of 10'-0' o.c. Connector 15-0-0 15-0-0 1 2 3 shall �ttigAi65 hot a ��steeelmngAsn AA . 5 6 7 Grade 40, unless otherwise shown. 6.00 -6 00 FABRICATION NOTES 4X6 Prior to fabrication, the fabricator shall review this drawing to verify thatthis drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In wrong before cutting or fabrication. 3X4 3X4 Plat 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 6X8 the truss with nalts fully imbedded and shall be 8-3-2 6X8 7-10-3 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 centrotd of the webs 04-3 unless otherwise shown. Connector plate sizes 04-3 are minimum sizes based on the form shown and may needto be increased for certain hand- ling and/or erection stresses. This truss is not 3X6 .. 3X4 6X8 3X4 3X6 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control reer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES F4 All bracing and erection mconunendatbns are F1 to be followed In accordance with -Handling I Instai(1ng & Bracing. H36-91. 7riuses are to Ilk 12 11 10 9 be handled with particular care during banding andbundling, delivery and installation to avoid damage. Temporary and permanent. bracing 1036# 3.50" n 1036# 3.50 for holding trusses in a straight and plumb pos- ttbn and for resisting. lateral forces shall be 1�� (RO-11-11) 30-0-0 1-0-0 designed and Installed by others. Careful hand- -11) ling is essential and emeaion bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Nomnal precautionary action for scale = 0.2094 sionbet such ussestemporary installationoabracing lingduring tnstaflallon between teases to avoid toppling and domhrobrg The supervision of erection of teases shall be under the control of persons 1( =Maronoda S�/Ste1115 {�, • WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: SUNIV Truss ID: E ��b�al dInstallation a t If wed. CONTRACTOR. Dsgxxx: TLY C6k: Date: 6-18-02 Concentration of constructlon wags peat"TC than the design loads shall rut be applied t� BRACING WARNING: 4005 MARONDA WAY Live 16.0 f DurFac - Lbr. 1.25 _ trusses at any time. No bads other than the weight of the erectors shall be applied to SANFORD, FL. 32771 Brcing shown on this drawing is not erection. bracing, wind bracing. portal bnctng or st oar bracbrg which Is a part of the building desip. and which must be consldered by the building designer. Bracing TC Dead 7.0 psf DurFae -Pit: 1.25 trussesuntil after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length.. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n is completed. TOMAS PONCE P.E. made to anchor lateral bracing atends and. specified locations determined by the building designer. Additional bracing of the overall be BC Dead 10.0 f Design Criteria: TPI L1eENSE #0050068 structure may required. (see HIB-9I of T1rtl. mess Plate Institute. TPI, is located at 583 D'Onefrio Drive. Madison. Wisconsin 53719). Ps Code Dese: FLA - rssoartEeNettoottcr.oVleDO.f7.ss7ss I I TOTAL 33.0 Psf V _ 1 vertgn: taamrtr AndfyJtf !UB PATH: C:lTM-LOKU08S1125MPH(SUNN HCS.- 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: El ATY:3 DESIGN INFORMATION TOP CHORDS- 2x4 SP #2 MULTIPLE LOADS -- This design is the =_== _ __ ===Joint Locations======_____=>_== This design is for an Individual building BOT CHORDS. 2x4 SP #2 composite result of multiple loads. 1) 0 0 0 5) 19- 9- 2 9) 21- 0- 0 ased nhifolaims owvidedbyent and hientThs been designer yPgBS; 2x4 SP #3pro All �RESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 any responsibility for damages as a result of anyresptn'u'eenarcamagesanar`sultof 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. Y 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect information, specifications Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12.) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Etxp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe dent and the correctness or accuracy this Information it Support 1 616# Bid Type. Encl L. 40.0 ft W. 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of as may relate to a ape- project and accepts no responsibility Support 2 714# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 990 61 -616 HOT PIN execcffk - exercises no contra with regard to fabrics- MAX LIVE LOAD DEFLECTION: L/999 � act Resistant Coveringand/or Glazing Req 29-10- 4 1036 0 -714 HOT H-ROLL tion. handing, shipment and hntatlation of trusses. This truss has been designed as an L--0.07" D=-0.07" T--0.13" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12 -11 1513 0.48 ANSI/•IVI 1-1995 and NDS-97 to be incorporated T= 0.06" 2- 3 -1570 0.34 11-10 1291 0.44 as partof the building design by a Budding Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 engineer -When reviewed for approval by the T= 0.03" 4- 5 -1144 0.30 9- 8 3513 0.48 budding designer, the design loadtnga shown RMB = 1.15 5- 6 -1570 0.32 - must be checked to be sure that the data shown 6- 7 -1746 0.37 are in agreement with the local budding codes, brat climatic: records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied. rigid ceding. they should be braced at a 15-" 15-0-0 maximum spacing of I01-W o.c. Connector I 1 plates shag be manufactured from 20 gauge hot 2 3 $ 6 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 6�.00 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 vett- fi ation. Any discrepanciesare to be put in writing before cutting or fabrication. Plates shagnot be Installed over knotholes. knots or distorted grain_ Members shall be cut for tight fitting wood to wood bearing Con- nector plates shalt be located on both faces of the truss with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4- berg A 6x8 plate is 6' wide x 6" long Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown_ Connector plate suss are I mi-um 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 fabrkated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control rider to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handtmg Installing a Bracing". Hl"I. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- Itfon and for resisting lateral forces shag be designed and Installed by others. Careful hand- Ung Is essential and erection bracing Is always required. Normal precautionary action for irtrsses requires stroll temporary bracing during installation between trusses to avoidtoppling and domknoing. The supervision of erection of trusses shag be under the control of persons experienced in the instagation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to tnrsses until after all fastening and bracing Is completed. 8-3-2 0-4-3 Tr� I n 4X6 30-0-0 n 7-10-3 0-4-3 '12 11 10 9 81 990# 3.50" 1036# 3.50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2161 (Maronda systems 4005 MARONDA WAY SANFORD, Ff.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not 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 shownis for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPn. O'russ Plate Institute, TPI. Is located at 583 D'Onofio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SLINIT-_ Dwg: Truss ID: E1 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf Durfac - Lbr 1.25 - TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live o.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- 13803- & -•s•• •••••••-• ^^•••7•u JUD ruin: (.:4tt-WA11UBW1DMPHISUNIV 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MOLTIPLE LOADS -- This design is the =_=== _======Joint Locations======____=__== This design is for an individual building BOT CHORDS: 2x4 SP #2 ccxillJoaite result of "a,T tiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 and hasbeenbasedne Information component by provided by the citenL 'the designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 any responsibility for damages as It —it of continuously braced unless noted otherwise. faulty or Incorrect informaUon.specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125mph, TOTAL DESIGN LOADS and/or designs 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 tythe client and the correctness oraccuracy Support 2 340# Bld Type= Ebel L= 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this tn(omuUon as it may relate to a spe- c91c project and accepts no responsibility responsibility or9-10-13 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE s in END zone, TC DL- 4.2 psf, BC DL= 6. 0 psf BC Vert L+D 0 0- 0- 0 -38 exercises no control with regard to fabrim- Support 1 275# Impact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION_ _ _ _ _ tin, handling.. shipment and InstaUauon of This has MAX LIVE LOAD DEFLECTION: L/999 X-Loc Vert Horiz Uplift Y-Loc Type trusses. tans been designed as an ..TC ... FORCE... C SI ..BC ... FORCE...CSI 0- 2- 8 208 275 -580 B01 PIN - individual budding component in accordance with L=-0.02" D- 0.00" T=-0.02" 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 -340 BOT H-ROLL ANSIrM 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 as part of the building design by a Building T. 0.03" Designer (registered architect a professional the engtneeq. When reviewed for approval the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer. the design loadings shown T= 0.03 " - must be checked to be sure that the data shown are In agreement with the but building codes. RMB 1.00 local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. truss bas not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- 9-10-13 ously braced by sheathing unless ofher�e 11 specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied 3 rigid eelifng. they should be braced at a �4.24 maximum spacing of I V-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. ti Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication. the fabricator shallreview this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- f catlon. Any discrepancies arc to be put In 2X writing before cutting or fabrication. Platesshall notbe installed over knothoks. knots or distorted gain. Members shall be cut 3-9-14 for tight fitting wood to wood bearing con- 4-3-11 nector plates shag be located on bothfaces of the truss with nark fully hnbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate is 5" wide x 4' long. A 6x8 plate is 6" wide x 8" long. slots (holesl run parallel to 0-3-14 Lit plate length specRkd. Double cuts on web members ghat) meet at the eentlekl of the web. unless otherwise shown. Connector plate sires are mintmum 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 to be fabricated with fire retardant treated 3X4 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with `Handling Installing @ Bracing•. HIB-9l. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forty shall be designed and totalled by others. Careful hand- ling Is essential anderection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topping and domi noing The supervision of erection of trusses shall be under the control of persons. experlenced inthe untallatbn of trusses. Prvfessbrui advice shall be sought R needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time- No bads other than the weight of the erectors shall be applied to tnusses until after all fastening and bracing is completed. 9-10-13 5 4 209# 4.95" 423# 2.50" 1-6-2 1 (R1-6-0) � 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W" 1890 GREENBROOK CT.OVIEOO n__ WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIS-9I of TPB. (Russ Plate institute. TPI. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 537191. scale = 0.4973 Eng. Job: WO: SUNIV Dwg: Truss ID: F Dsgur: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 _ TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 Psf O.C. Spacing: 24.0" BC Dead 10.0 PSf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 Psf V• 2.02- 13805- 4: a —•� �•-,-� , rntnr L:niCC-LVAVVBJIJOAf!'HIJUAfp HCS: 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 61TY:2 DESIGN INFORMATION This design is for an individual budding component and has been basedon bdomnatlon provided by the cliom. The designer di-latma any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a ape, ethic project and accepts no responsibility or exercises no control with regard to fabrica- tion.. handling. shipment and installation of musses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1.1995 and NOS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional englneed. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure thatthe 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) arc continu- ously braced by sheathing. unless otherwise specified. Where bottom chords in teriston arc not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 19-0' o.c. Connector plates shall be manufactured from 20 gauge ha dipped galvanized steel meeting AS[M A 653. Grade 40. unless otherwise sham. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a contlnuing responsibility for such veri- fkatfon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots m 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 halls 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 stms are minimum sizes based on the forces shown and may needto be brcreased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional InfonnaUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with 'Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundimg. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos- Rion and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required.. Normal precauttorary action for trusses requites such temporary bracing during Installation between tmsses to avoid toppling and dontinoing. The supervision of erection of messes shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater thanthe design loads shall not be applied to trusses at any time. No loads other than the wcot of the em. tors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 0-3-14 1 1-6-2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COl4PRESSION 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= 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 __ ===Joint Locations_______________ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BOT PIN - 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 Ilk 1 2 3 3-9-14 I I L 9-10-13 15 4 , 215# 11.31" 417# 2.50" I (RI-6-0) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 9-10-13 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is noterection bracing, wind bracing, portaJ. bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing sham is for lateral support of truss members only to reduce buckling length.. Provisions must be made to anchor laUrai bracing at ends and specified locations deterred by the budding deslgler. Additional. bracing of the overall structure may be required.. (Sce HIB-91 of TPI). (rtuss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). scale = 0.4873 Eng. Job: 1 Dwg: Truss ID: F 1 Dsgur: TLY Chit: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 _ TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf V:06.02.02- 13807- 4 Uesrgn: Mira Anafysu JOB PATH: C.•iNEE-LOKUOBSI125MPf/ISUNN HCS. 06.0Z02 DESIGN INFORMATION This design is for an Individual budding component and has been based on information providedby the dienL The designer disclaims any responsiblity for damages as a result of faulty or Incorrect information, specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a. spe- cific project and accepts no responsibility or exercises no control with regard to fabrira- Bon, handling, shipment and Installation of trusses. This truss has been designed as an Indtvklual budding component in accordance witt ANSf/TPt 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the Local building codes, local climatic records for wind or snow bads. project specificatio s or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of W-0- o.e. Connector plates shall be manufactured (torn 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficeuon. 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 (Itthng wood to wood bearing: Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shad be symn. about the Joint unless otherwise shown.. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing". RIB-9 1. Trusses are to be handled with particular ire during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- aion and for restating lateralfonts shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Norval precautionary action for It- requires such temporary bracing during Installation between trusses to avoid toppling and dominoing: The supervision of erection of trusses shad be under the control of persons experienced In the Installation of trusses. professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shad not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing s completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D HOT 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, Edlp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W- 7.0 ft Truss in 1NP 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=-0.28a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 0-4-3 4 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on Imsltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# .TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI QTY:5 _=1) =0 __ _ ===Joint ==_ Locations===_________ 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 HOT PIN 6-10-12 81 0 -51 HOT H-ROLL 7-0-0 1 2 6�00 Connection designed by others. 3-10-3 Attach with (2) 10d Toe -Nails ff M 7-0-0 Ilk 4 3 281# 8.001r 151Ai 2.501, 1. 7-0-0 82A .50rr (RI-1-7)a EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -10-12 scale = 0.4854 I'Maronda 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: Bradng shownon this drawing is not erection bracing, wind bracing, portal bracing or stindar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral. support of truss members only to reduce buckling length. Provs(ons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. (See RIB-9I ofTP[). rfruss Plate Institute. TPI, s located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: G1 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.00 Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H ATY:4 DESIGN INFORMATION This design Is for an Individual building component and has been based ors information provided by the client. The designer ti halms any responsibility for damages as a result of faulty w Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this, Information as n may relate to a spe- eNk project and accepts no responsibility or exercises no control with regard to fabrim- tion. handling, shipment and Installation of trusses. This buiss has been designed as an individual building component In accordance Witt ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineert. VAten -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 kcal building codes. kcal climatic records for windor snow bads. project specifications w special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top w bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid milling. they should be bracedat a maximum spacing of l0'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaWartlud steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrkatw shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be indorses over knotholes. knots or distorted gain. Members shall be cut for tight fitting woodto wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5• wide x 4- bang. A hue plate is 6' wile x 8' king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the orntrotd 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- (tng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Fw additional inforrruttion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and tristallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed arts installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires suchtemporary bracing dud" Installation between Mmet; to avoid toppling and domfnotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed.. Concentration of construction loads greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shaft be applied to trusses until after all fastening and bracing is complew. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B. Kzt= 1.0 Bld Type= Encl L. 40.0 ft W. 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L--0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL L40AD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 0-4-3 4 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. Slum 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 LC)CATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL __- - 5-1-8 L 1 2 0 2-10-15 175-1-1 5-1-8 ,IL 4 - 3 , 219# 3.50" 110# 2.50" 1 1-1-9 5-1-8 a}" 61#f 50" (R1-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports -- WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chic: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, Ft-. 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 wahkh must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling Length. Provisions must be BC Live ().0 f pis TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPB. BC Dead 10.0 psf LICENSE #0050068 rrruss Plate Institute, TPi, is located at 583 D'Onofrto Drive. Madison, Wisconsin 537191. I GREENBROOK MOVIEDOXI-32766 TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - UCsign: MmrLr Anmysts !UB PATH: C:aTEE-L0KU0B51T25MPH1SUNIV HCS: 06.02.02 DESIGN INFORMATION This designis for an Individual building connpommt and has been based on Information provided by the client. The designer disclaims any responslbil¢y for damages as a "'"It of faulty or incorrect Information. specYkatlons 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 controlwith regard to fabrica- tion. handling, shipment and installation of trusses. Thistruss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional engineed. when reviewed for approval by the building designer. the design loading: shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wired or smnv loads, protect specifications or special applied loads. Unless shown, truss has not been desigried for storage or occupancy bads. The design assumes compression. chords (top or bottoml arc eontmu- ously braced by sheathing unless otherwise specified.. Where Cotton chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a ma)dmum spacing of lV4r 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 ptans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shalt not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting mood to wood bearing. Con- nector plates stall be located on both faces of the truss withnails fully Imbedded and shall be sym. about the tort unless otherwise shown. A 5x4 plate is 5' wide x 4• king. A W pate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall mat at the cenntrod of the webs unless otherwise shown. Connector plate sizes are minimum sV.es based on the forces shown and nay need to be increased for certain hand- ing and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/Tim( 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling installing 6. Bracing, 11I0-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid dainage- Temporary and permanent bracing for holding trusses in a straight and plumb pos- aion and for resisting lateral farces snail be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is ahvays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shalt be under the control of persons experienced. In the installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater thanthe design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT C71ORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125uph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D- 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCBEDULE: Support 1 399# Support 2 278# Support 3 43# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 ATY:4 _ = = == Locations--- Joint Locations=== 1)==0__6-=8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 Ilk 1 2, 6 0000 2-10-15 L 5-1-8 I, Il 4 3 219# 8.00" 110k 2.50" 1-1-9 5-1-8 61X 50" (R1-1-7) "istC/L: -0-4 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems) ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIE00.FL2276 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H 1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr 1.25 BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit:. 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral. support. of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.c pacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. fSee HIB-91 of TPI). BC Dead I0.0 psf Design Criteria: TPI g RYuss bate Institute. TPI. B tooated at 583 D'Onofdo Drive. Madison. Wisconsin 53719). Code Desc: FLA ` TOTAL 33.0 psf V • 2- 13811- A uegign: armra nrmfygig JUH PAIR: CATEE-LOKU08SII75MPHISUNIV RCS: 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: I ATY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. 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- cIfk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been designed as an individual budding component to accordance with ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building designby a Building Designer treptered architect or professional engineeri_ When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown an 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 conUnu- ousiy braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxtmura spacing of 10'-W o.c. Connector plates shad be ,manufactured from 20 gauge hot dipped gahmnlzed steel mooing ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication.. the fabricator shall review this drawing W verify that this drawing is in confomrarra with the fabricator's plans and to realize a continuing responsibility for such veri- (cation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates sham not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shalt 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 (rob) cam parallel to the plate length specNkd. Double cuts on web members shall meet at the centmtd of the webs unless otherwise shown.. Connector plate sties are mfnhnum sties based on the forces shown andmay need to be Increased for certain hand- Itng and/or erection stresses. This truss Is not to be fabricatedwith fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing. and erection recommendations are to be followed in accordance with -Handling Installing & DmcftW. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Plan and for resisting lateral forces stall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary actionfor trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. professional advice shall be sought if needed Concentration of construction loads greater than the design loads shadnot be applied to trusses at any time. No leads other than the weight of the erectors shall be applied to trusses uot8 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= 125nph, H= 21.0 ft, L= 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 LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# TC...FORCE...CSF .BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 -_==== _===Joint Locations====.=_ ==_=== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 HOT H-ROLL 3-1-8 1 2 6 0000 3-1-8 r 1 4 3 154# 3.50" 67# 2.50" `e 1-1-9 3-1-8 371E 2 0" f (R1-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/•i'PI 1-1995 Over 3 Supports r--- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D � I CONTRACTOR. BRACING WARNING: g TLY 4005 MARON DA WAY TC Live SANFORD, FL. 32771 Bracing shown on this drawing 15 not erection bracing. wind bracing, poll bracing or Mind" bracing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of taus members only to reduce buckling length. Provisions must be BC Live TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of Tin). BC Dead LICENSE #0050068 Muss Plate Institute. TPI. is posted at 583 D'Onofrio Drive. MadLson. Wisconsin 537191. _ 1890 OREENBROOK CT.OVIEDO.iL32766 I TOTAL ueugn: larch Andrysis JU8 PATH: CAME-LUK1.10851175MPHISUN/V Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 WO: SLINIV Truss ID: I Chk: Date: 6-18-02 16.0 psf DurFac - Lbr. 1.25 . 7.0 psf DurFac -Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA - 33.0 psf V - 1 8 - 4 HCS: 06.0Z01 B: SUNBURY I AC: 10# UPLIFT D.L. WO: SU'NIV WE: DESIGN INFORMATION This design is for an individual building component and has beenbased on Uformation provided by the client. The designer disclaims any responsfbMy for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as K may relate to a spe- cdk project and accepts no responsibility or exemisess no control with regardto fabrka- tion, handling, shipment and Installation of trusses. This truss has been designed as an. Individual building component in accordance with ANSI/TM I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineed, When reviewed for approval by the building designer,the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads.. project specgkations or special applied bads. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes corapresslon chords (top or bottom) are cotttinu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-O' ox, Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to reailze a contmumg responsibility for such veri- fication. Any discrepancies are to be put in wrmng before cutting or fabticatkm. Mates shall not be installed over knotholes. knots or distorted. gam. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shag be located on both faces of the truss with nads fully imbedded and shall be sym_ about the jointunless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- wile x 8" long. Slots (holes) run paraflel to the plate length specified. Double cuts on web members shall meet at the centrmd of the webs unless otherwise shown. Connector plate sizes are mb*.—alas based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss la 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 Ag bracing and erection recommendations are to be followed in accordance with -Handling installing & Bracing'. Hl" 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Rion and for resisting lateralforces shag be designed. and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bravLrg during hutallationbetween trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater Phan the design bads shag notbe applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is 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- ASCB 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 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" FMB - 1.15 2-4-11 04-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 L 3-1-8 TI:11 QTY:4 _==_ == ===Joint Locations=====____====== 1) 0 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 r / 4 3 154a41 8.00" 67# 2.50" E1-1-9 37# 2 Orr e (R1-1-7) 'ia 3-1-8 C/L: 4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 189c OREENBROOK Cr.OV1F_nO.M-11 ri. WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing Is not erection bracing, wind bracing. portal bracing or similar bracing whk-h 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 detemttned by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TM). (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNIV Dwg: Truss ID:11 Dsgur: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0*0 psf O.G. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf V:06.02.02- 13813- 51 -'•a••• ••W u -W�. — —1— "Irr-LVAliubalizaMPHOUNIV HCS: 06.02.02 DESIGN INFORMATION This design isfor an Individual building component and has been based on information providedby the client. The designer disdains any responsibility for damages as a result of faulty or Incorrect tJormation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Info tlon as It may relate to a spe- ctBe project and accepts no responsibility or exercfees no control with regard to fabrica- U... handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance will: ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineers Whert reviewed for approval by the building designer. the design loadings shown. must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottomd are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension arc not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-(" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators pions and to resllze a continuing responatbdity for such vert- flcatfon. Any discrepancl s are to be pm. In writing before cutting or fabrication. Plates shall notbe installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shadbe located on both faces of the toss with nabs fully Imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x T long. Slots (hoks) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sues are mmimum sizes based on the forces shown and may need to be increased for certain hand- ling arid./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-I995 PRECAUTIONARY NOTES Ali bracing and erection reeommendatbns are to be followed in accordance with -Handling Installing & Bracing'. 1-H13-9I. Trusses are to be handled with Particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Iton and for resisting lateral forces shall be designed. and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dondnoing. The supervlsto of erection of trusses sshad be under the control of persons experienced In the Installation of trnW Professional advice shall be sou.f 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 shad be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. WO: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125aph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl 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 WE: Analysis based on Sitlplified 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 CONIRCTION PER SCBE ULE: Support 1 166# Support 2 65# Support 3 6# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 s=== ==Joint Locations====__.===== =1) 0 6 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 L 1 2 6.00 Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nails Imo_ 1-1-8 7�L 4 3' 89# 3.50" 25# 2.50" le 1-1-9 1-1-8 13# 2. " r (R1-1-7) CIL. 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports r WAKNIN44 READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr- TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD. FL. 32I t I Bracing shown of this drawing is not erection bracing. wind bracing, portalbracing or strndar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral tracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See 111E-91 of TPn. BC Dead 10.0 psf LICENSE #0050068 (Fruss Plate Institute. TPI. Is listed at %3 D'Onofrlo Drive, Madison. Wisconsin 53719). 1890cmeeNBttookcr.0%1eo0.Ft.32766 TOTAL 33.0 psf scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - —5- mare. nraayeu JUD rAln: (,:1IU4,UAVUW11/)MFHaUN1V HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on irdornatlon provided by the client. The designer disclaims arty responsibility for damages as a result of faulty or Incorrect Information. specillcatbts 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- cifk projed and accepts no responsibility or exerebes no corntml with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Destgner (registered archftector professional engineer). When reviewed for approval by the building designer. the designloadings shown must be checked to be sure that the data shown are, In agreement with the local building codes, local climatic records for wind or anow loads, project specdkatlons or special applied. leads. (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 1"Dpedy applied dgld ceding,they should be braced at a mard,num spacing of 101-0' o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanizedsteel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabdator's plans and to realize a continuing responsibility for such veri- fiatlon. Any discrepancies are to be prat in writing before cutting or fabrication. Plates shalt not be installed over knotholes. knots or distorted grain. Members shalt be cut for tight fitting wood to wood bearing, Con- nector plates shall be located on both faces of the truss With nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4- long. A 6x8 plate is 6" wide x 8' long. Slots (holes) 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 with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPf 1-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed in accordance with ^Handling Installing 9 Bracing'. HIB-91. Trusses arc 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- Klon andfor resisting lateral forces shall be designed and installed by others. Careful hand- itng Is essential and erection tracing is always required. Normal preautlonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons orpenenced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other thanthe weight of the erectors shall be applied to trusses until after all fastening and bracing 1s completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: SUNIV Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, 11- 21.0 €t, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 9TY:4 = = Joint Locations=====___===___= 1)0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BDT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 166# Support 2 65# Support 3 6# L t-t-8 I, 1 2 6.00 0-10-15 1-1-8 L Ilk4 3 89# 8.00" 25# 2.50" L 1-1-9 •�e 1-1-g 13# 2. n a (R1-1-7) T C/L. 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAMINti: READ ALL NOTES ON THIS SHEET. Harr Ida SystemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY S5 FORD, FL. 3A (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 BRACING WARNING: Bracing ed h� shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions most be made tanchor lateral bracing at ends and specified batiorts determi red by the building designer. sing of the overall structure may be required. (See HIB-91 of TPO. rrruss Plate lnstttute, TPI• is loafed at 583 D'Onofrto Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CF.OVIED0.FL32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: Dwg: Truss ID: J 1 Dsgur: TLY Chit: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 - TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13815- 55 vr.5- mraru nraaysrs JUH MAI: t.:llt1:4AJKUU"125MPHl5UNIV HCS: 06.0Z02 DESIGN INFORMATION This design is for an individual building component andhas been based on information provided by the client The designer disclairns any responsibility for damages as a result of fautty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infonnaton. as It may relate to a spe- cific project and accepts no responsibility or exerctses na control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as partof the building designby a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design kradhngs 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 straw bads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a. properly applied rigid ceiling. they should be braced ata maximum spacing of l0'-T o.c. Connector Plates shall be manufactured from. 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricate shall review this drawing to verity that this drawing is In confornance with the fabricator's plans and to realize a continuing responsibility for such vert- ficaton. Any discrepancies are to be put in writing before cutting or fabrimtion. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for U&M fitting wood to wood bearing. Con- nector plates shalf be located on both faces of the truss with nails fully imbedded and shall be sym, aboutthe joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holesl run parallel to the plate Length specified. Double cuts on web member: shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minknurn stirs based on the forces shown and may need to be increased for certain hand - Wig and/or erection stresses. This truss is not. to be fabritated with fire retardant treated lumber unless otherwise shown.. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmebng and erection recommendations are to be followed in accordance with "Handling lnstsUft A Bracing'. HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straightand plumb pos- tton and for resisting lateral forces shalt be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and doormdng. The supervision of erection of trusses stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weigirt of the erectors sham be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: TOP CHORDS.- 2x4 SP #2 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 40.0 €t W. 21.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.06" D=-0.06" T=-0.12" MAX BC)RIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HDRIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 r 4-3-15 0-4-3 T7� 1 WO: SUNIV WE: MULTIPLE LOADS -- This design is the ceagposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Hot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT C 81ECPION 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 QTY:1 ==s == =Joint Locations=======__===___ 1)sa0__ 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 PLP 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- A 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 BEARn?G LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 HOT PIN 20- 8- 0 1446 0 -674 HOT H-ROLL 7-0-0 7-0-0 k 7-0-0 Ilk 1 2 5 6 0000 6 00 5X10 5X10 21-0-0 11 10 9 8 19 1447# 8.00" 1447# 8.00" 1 21-0-0 1 -1 e-1-1-9 430# 430# (' R1-1-n EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED R ANSI/TPI 1-1995 scale = 0.2880 r r--"- - WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: K CONTRACTOR, BRACING WARNING: D gnr: TLY Chk: I Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lb : 1.25 _ SANFORD, M. 32771 Bracing "hewn on this drawing Is not erection bracing. wind bmemg, portal bradng of sknftar bracing whicb (agn a part of the butkimg destand which must be considered by the building designer. Bracing TC Dead 7.o psf BC Live DurFac - Pit: 1.e2�5 O.C. S Spacing: 24.Qw (407) 321-0064 Fax (407) 321-3913 shown Is for for lateral support of truss members only to reduce buckling length_ Provisions mast be 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. uree Additional bracing of the overall structure may be required. (Sii1B-91 of 7P0. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 ffruss Plate institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wfsconstn 53719). Code Desc: FLA ` 1890 GREEN8R001S Cf.OVIEDO.F't32766 TOTAL 33.0 psf V:06.02.02- 13817- 5: Design: Meru Analysis JOB PATH: C:17EE-L0K90BSl125MPHLSU1VIV HCS: 06.02.02 JB: SUNBURY 1 AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__ _:e = -Joint Locations==== .... =______ This design is for an individual building BOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 17 Oa 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 10) 0- 0- 0 provided responsibility the client. Th<desiasa disclaims continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 artyyorirDroefordamagesasaresWto( PROVIDE UPLIFT CONNECTION PER SCHEDULE. Wind Case- ASCE 7-98, C&C, V- 125mph, 4) 12- 0- 0 8) 3.2- 0- 0 fauhy or incorrect information, specifitstfons and/or designs furnished to the trussdestgner Short 1 565# H- 21.0 ft, I= 1.00, EV.cat. B, xzt= 1.0 ---- MAX . REACTIONS PER BEARING LOCATION----- bythe client and the correctness oraccuracy Support 2 597# Bld Type. EnCl L. 40.0 ft W= 21.0 ft Truss X-Loe Vert Horiz Uplift Y-Loe Type of this bdormalion as a may relate to a ape- MAX LIVE LOAD DEFLECTION: in INi zone, TCDL= 4 .2 psf, BCDL= 6 .0 odic project and accepts no responsibility or L/999 P psf 0- 4- 0 744 60 -565 BOT PIN exerclsesnocontrolwithregardtofabrca- Impact D=-0.03" T=-0.06" 4act Resistant Covering and/or Glazing Req 20- 8- 0 744 0 -597 BOT H-ROLL lion, handling. shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE ... CSI ..BC ... FORCE... CSI individual budding component in accordance with T= 0.03" 1- 2 -1107 0.35 10- 9 952 0.39 ANSI/TPI 1-19%and NDS& to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -896 0.26 9- 8 756 0.29 as part of the building design by a Building T= 0.01" Designer (registered architect or professional 3- 4 -757 0.19 8- 7 952 0.40 enguxerl. When reviewed for approval by the RMB . 1.15 4- 5 -893 0.27 building designer. the design loading shown 5- 6 -1107 0.38 must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads,. projectspecifications m special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) arc mntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a. properly applied rigid celffng, they should be braced at a maximum spacing of Ia-Cr o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvxm ea steel meeting ASTM A 653. 9-0-0 3-0 0 119 0-0 Grade 40. unless otherwise shown. 1 2 1 5 6 FABRICATION NOTES u o Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in 4X8 4X6 conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fkation. Arry discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over Imotholes, knots m distorted grain. Members shall be cut for tight fining wood to wood bearing. Con- nector plates shall be located on both races of 2X4 2X4 r the tss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5-3-15 4-10-3 5x4 plate is S' wide x 4' long. A 6x8 plate Is 6" wide x Ir long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs 0-4-3 0-4-3 unless otherwise shown. Connector plate sizes are minimum 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 .umber unless otherwise shown. For additional 3X6 6X8 3X8 3X6 irdonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance with -Handling Installing h Bn icing". HIB-91. Trusses ate to be handled with pantcu&r care during banding and bundling, delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses In a straight and plumb pos- aMn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Norma) precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and do mining. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construcUon bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed.. 21-0-0 10 9 g 745# 8.00" 74sx 9 Mo 1-1-9 (R1-1 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AN)SL(TPI 1-1"5 Lmaronda Systems 4005 MARONDA WAY SANFORD, Ff.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TIC Live 16.0 psf 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 butkfing designer. Bracing TC Dead 7.0 psf shower is for lateralsupport of truss members only to reduce budding length. Provisions must be BC Live 0.0 PSf made to anchor Lateral bracing at ends and specified locations deternkted by the building designer. Additional bracing of the overall structure may be rNuted. (See HIB-91 of TPfi. ea BC Dead . 1UU f PS D'russ Plate institute. TPI. is located at 583 D'O nofrio Drive. Madison. Wisconsin. 537 t9). 119 scale = 0.2880 Truss ID: L Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TOTAL 33.0 ..,., ..,,.,. a,.ucc-wnvvaorromrmauirry HCS: 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M ATY:5 DESIGN INFORMATION This design is for an int"ual building component and has been based on information provided by the client The designer disclaims any responsibility for damages asa result of faulty or incorrectinformation., specifications and/or designs furnished to the truss designer by the clientand the correctness or accuracy of this information as K may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, sWpnwnt and installation of trusses. This thus has been designed as an individual budding component In accordance with ANSI/TPl I-f995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engtneerl, 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 bads. project specifications or special applied bads. Unless shown. truss has not been designedfor storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing udess otherwise specified. Where bottom chords in tension are not fully bracedlaterally by a property applied rigid ceding they should be braced at a maximum spacing of W-W o.c. Connector plates shall be manufactured from 20 gauge (rot dippedgalvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabtkation, the fabricator shall review this drawing to verify that this drawing Is in. conformance with the fabrtcatoes plans and to maltu a continuing responsibility for such vert- ficatton. Any discrepancies are to be put in. writing before cutting or fabrication. Plata shall not be installed wet knothoks. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate a 6" wide x 8" long. Slots (holes( run parallel to the plate length specified. Double cuts on web members shall meet at the cernroid of the webs unless otherwise shown. Connector plate styes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This ass 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 recommendatknts are to be followed in accordance with "Handling installing 6 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery andInstallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. careful hand- ling Is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during Installation betwern trusses to avoid toppling and. dominohhg. The supervision of erection of trusses shall be under the control of persons experkncea in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing t+ completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNWrION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 6-0-15 0-4-3 4 T I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft w= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 -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 ====_ == === =Joint Locations=====__ _____ =__ 1) 0 0- 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 ----MAX. 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 10-6-0 10-6 0 Ilk 1 2 4 6 0000 : 00 4X6 Ilk 21-0-0 8 7 745# 8.00" 7454f 8.00" (21-0-0 RL-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems). 4006 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 1890 GReENBR00K Cr.OVIED0.FL3276 5-7-3 0-4-3 T_ I scale = 0.2880 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. Dsg': TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 BRACING WARNING: Bracing shownon this drawing is not erection bracing wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design and which must be considered by the building destgner. BracingO.C.S shown for lateral support of truss members only to reduce buckling length. Provisions must be is BC LIVe 0.0 psf Spacing: 24.On nude to anchor lateral bracing at ends and sp ctfied bcatlons determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-9l. of TPI), BC Dead 10.0 f ps Design Criteria: TPI m,rss Date institute. Tlrl. Is located at 583 D'Onofrio Drive, Madlson. Wisconsin 53719i. - Code Desc: FLA TOTAL 33.0 PSf V:06.02.02- 13819- 5E s.o %g "oleo. maryam JUrr rql H.: M1tt:-f.OKVVHbi1I2,MYHI5UNIV HCS: 0502.02 j i JB: SUNBURY I AC: WO: SUNIV WE: TI: P QTY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on information. provided by the client- The designer discE urm 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- cdk protect and accepts no responsibility or e raises no control with regard to fabrica- tion, handling, shipment and Installation of tresses. This tress has been designed as an Individual building component inaccordance wdti ANSIrM 1.1995 and NDS-97 to be incorporated as pan of the budding design by a Budding. Designer (registered architect or professional englneer). When reviewed for approval by the building designer. the design loadings shown. must be checked to be sure that the data shown are in agreement with the local budding codm local chmatk records for wind or snow loads. project specifications or special applied loads. Unless shave, truss has not been designed for storage or occupancy loads. The design assures compression chords (top or bottom) are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by. property applied rigidceiling they should be braced at a maximum spacing of 10'-0' o.c Connector platys 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 mrdormance wRh the fabrfcatofs plars and to realize a continuing responsibility for such ven- ficatfon. Any discrepancies are to be fart In writing before cutting or fabrication. Plates shall not be installed over ktothoim. knots or distorted gam. Members shall be cut for tight fitting wood to wood bearing. Con- nector poles 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 6x6 plate is W wide x fr long. Slots tholest run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. connector plate sizes are minimum sizes based on the forces shown and nay need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with flee retardant treated lumber untess otherwise shown. For additional information on quality Control refer to ANSI/Tat 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with. "Handling Installing & Bracing'. HIB-91. Trusses one to be handled with particular care during banding and bundling, delivery and installation to avoid. damage. Temporary and permanent tracing for holding tresses in a straight and plumb pos- Ition andfor resisting lateral forces shalt be designed and installed by others. C—ful hamd- bag is essential and erection bracing is always required. Normal precautionary action for busses mgWw such ttmporaty bracing during Installation betweentrusses to avoid toppling and dommaft The supervision of erection of trusses shall be under the control of persons experienced in the installation of trrrsses. Professional advice shag be sought if needed. Concentration of construction toads greater than the design bads shad not be applied to trusses at any thne. No bads other than the weight of the crectors shall be applied to trusses until after all Listening and bracing is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONII t Bearing 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" RMB - 1.15 ®1X4 continuous lateral bracing attached with 2- iOd nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V- 125uph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Part L- 31.0 ft W- 4.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 [3 SX14 1 7 11-2-3 8-1-0 1 41.8 2 I 66.00 8X14 2X4 2X4 3X4 0-74 _I I _ 3-6-4 65 4 3 1518# 15.00" 144# 1.50" GABLE SCUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 - ---Joint Locations=..sass--�----- 1) -0 -0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REAC ONS PER HERRING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 HOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT C0184ECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 284# WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ronda sycsteMSA LM COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: a CONTRACTOR. �' TLY Chk. 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown om this drawing is not erection bracing, wind bracing. portal !racing or similar bracing which is a pan of the burning design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of I". BC Dead 10.0 psf LICENSE #0050068 Musa Plate Institute. TPI, Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 1890 GREM9Roott Cr.ovteoo.Ft.s7166 I TOTAL 33.0 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afatra An*sis JOB PAIU.• CI7E@-L0KU0BM125MP111SLW1V HCk 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This designis for an Individual budding component and has been based on information provided by the client The designer disclaims any responsibility for damages as a mut of faulty or Incorrect infor n ttion, sp«illations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this inform atlon as it may relate to a spe- cific project and accepts no responsg0ty or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This thus has been designed as an Individual building component in accordance will ANSI/TPI 1-IM and RDS-97 Lobe li cmporated as part of the building design by a Building Designer (registered architect or professional engineed. When revkwed for approval by the bufidurg 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 bads. project specifications or special applied bads. Unless shown, thus 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 sprcif ed. Where bottom chords in tension are notfully braced laterally by a properly applied rtgld ceding, they should be braced at a maximum spacing of W -W o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revinv this drawing to verify that this dawbrg is in conformance with the fabdcatae. plans and to realize a continuing responsibility for such ver- fiation. Any discrepancies an to be put In writing before cutting or fabrcaton. Plates shag not be installed over knotholes, knots ar distorted gain. Members shall -be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nags fully Embedded and shag be sym. about the joint unkss otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- lingand/or erection stresses. This truss is not to be fabricated with flee retardant treated hmdrer unless otherwise shown. For additional Information on Quality Control roller to ANSI/ZPf 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Instalhng d Bracing'. 141" 1. Trusses are to be handled with partlarlar care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shag be designed and Installedby others. Careful hand- ling Is essential and enaction bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoidtoppling and dommomg. The supervision of erection of trusses shall be under the control of persons experienced In the instauation of trusses. Professional advice shall be sought if needed. Co.of construction loads greater than the design loads shag not be applied to trusses at any tmne. No bads othtr than the weight of the erectors shall be applied to trusses until alter all fastening. and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any suhatittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxim= reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 TI: P QTY:4 $ —Joint Locations=====_______�:_ 1-=== )00- 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 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CO?24ECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 4-1-8 4-1-8 1 ' 1 CONTINOUS 6 7116' OSB SHEATHING `. A 'tYd. ®IX4 contintxlvs lateral bracing attached with 2- 10d 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 couposite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bid Type. Part L- 31.0 ft W- 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf .TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 �3X d X-12 0-,7-142 0-7-4 _I I _1 0-74 T 3-1-3 4 8-1-0 I 1-0-7 I 7-0-8 L I 6� 5 4 3241 15.00" 324# 1515I.00" 1� �- 8-3-0 1 (R1--1-71 119 GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1r1'PI 1-1995 (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDOYL-32766 Design-, Mairh Analysts WAKNIN4t READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the budding. designer. Bracing shown Is for lateral support of thus members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified orations determined by the building designer. Additional bracing of the overall structure may be required. !See H113-91 of TP9. truss Plate Institute, TPI, is located at 583 D'Onufro Drive, Madison. Wisconsin 537I!X JOB PATH: C:ITU4,0KU0BSII25MPH!SUN1V NOTE: TMJSS SHIPPED TO FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7116' OSB SHEATHING NAILED W18d NAILS Q4.0.O.C. AT ALL GONTACT SURFACES scale = 0.1878 Eng. Job: WO: SUNIV Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 - TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Cade Desc: FLA TOTAL 33.0 psf I V:06 2- 13890- 54 HCS' 06.02 02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W ®TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = __ ===Joint Locations=====__===____= This design is for anlndhwt:albudding BOT CHORDS: 2x4 SP #2 ceuposite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 component and has been based on udonnatbn provided bythe client- The destgnerdisclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 anyyopmumrlltyfor 2x4 SP #2 3,5 continuous) braced unless noted otherwise. 3) 9- 0- 0 7 30- 0- 0 11) 9- 1- 8 Informagesssarrsuhof faulty or Incorrect Information, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/ordesigu furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- by the client and the correctness or accuracy Support 1 781# Bld Type. EnCl L= 40.0 ft W= 30.0 ft Truss X-Loe Vert Horiz Uplift Y-Loc Type Of this Information as it may relate to a ape- Support 2 819# in INf zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 1-12 1042 92 -781 BOT PIN cfflc project and accepts no responsibility or exercises no control with regard to fabrfca. MAX LIVE LOAD DEFLECTION: t Resistant Cover' and/or Glazing C ling lag Req 29-10- 4 1042 0 -819 HOT H-ROLL truss handling. shipment and installation of L/999 a trusses. This This truss has been designed ss an L=-0.30" D=-0.31" T=-O.60" --TC ... FORCE ... CSI --BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/rM I-1995 and NDS-97 to be Incorporated Tat 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 - part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 erghneer). When reviewed for approval by the T= 0.19 ". 4- 5 -3163 0.56 9- 8 2955 0.76 building designer, the design loadings shown j = 1.15 5- 6 -2945 0.55 - must be checked to be sure that the data shown 6- 7 -3246 0.68 are in agreement with the kxal building codes. local climatic records for wind or snow bads, project spec Ile tlorrs or special applied bads. Unless shown, truss has notbeen designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are mntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel. meeting ASIM A 653. Glade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ved- ficatlon. Any dicrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installedover knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the toss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5" wile x 4' long. A 6x8 plate is 6" wile x 8- long. Slots (holes) lam parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sites art mintrnum sizes based on the forces shown and. may need to be increased for certain hand- ling artd/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TM 1-I995 PRECAUTIONARY NOTES Ail bracing and erection reconunendattans are to be followed In accordance with -Handling Instaif(ng Ill Bracing', d)IB-91. Trusses are to be handfed with particular can during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent baring for holding trusses In a straight and plumb pos- ttfon and for restating lateral forces shall be designed and Installed by others. Careful hand- ing is essem ad and erection bracing Is always requited. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to amid toppling and. dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. Professlona) advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to tosses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bating is completed. T 5-3-15 0-4-3 S�T I Ilk 9-0-0 k12-0-0 k9-0 0 1 2 4 6 7 6 0000 00 5X6 2X4 5X6 4-10-3 0-4-3 7T� 1 -3.00 j 3.00 a3 11 8-10-0 11-9-0 8-10-0 11 10 1-1-9 1 b 3.50" ( 1042# 3.50" iR1-1-'n le 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (R1-1-7) scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINIV MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: W CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bating which is a part of the budding dmtgn and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of thus members only to reduce bmkh ng length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bating at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H18-91 of MI. BC Dead 10.0 Ps f Design Criteria: TPI - LICENSE #0050068 (Truss Plate Institute, TM, is located at 583 D'Onofrio Drtve. Madison. Wisconsin 537191. Code Desc: FLA f890 GREENBROOK Cr.OVIEDO.FI.92766 I TOTAL 33.0 psf_ V:06.02.02- 13825-61 •"'•S'• +-•w'u ^ yao ifin rain: C:lit-t-LUAI/UH'NII 1MrH1JUN1V NCS. 06.0Z02 f I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: V ATY:1 DESIGN INFORMATION This design Is for an individual budding component andhas been based on information provided by the chmL The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this lnfotmalion as it may relate to a spe- cYk project and accepts m responsibility or exercises no cormtmd with regard to (abrica- tlon. handling, shipment and Installation of trusses. This truss has beendesignedas an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to to Incorporated as part of the building design by a Budding Designer (registered architect or professional engineers- When reviewed for approval by the building designer. the design k .rings shown must be checked to be sure that the data shown are in agreement with the local building codes• kcal climatic records for wind or snow loads, project spedflcationss or special applied bads. Unless sham, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless other.1se specified. Where bottom chords in tension art Trot. 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 this drawing to verify that this drawing is in conformance with the fabricator's plans andto mall ze a continuing responsibility for such veri- fication. Any discrepancies are to be put in wr" before cutting or fabricatiar. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight bitting wood to wood bearing. Con- nector plates shad be located m bothfaces of the truss with nads fully imbedded and shall be sym.. about the joint unless otherwise shaven. A 5x4 plate is 5' wide x r king A 6x6 plate is 6' wide x 8' Long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum own sizes based on the forces sh and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with tine retardant treated lumber unless otherabe 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 'Hamdling Installing & Bracing'. HIS-9 1. Trusses are to be handled with particular cam, during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itkn and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling 1s essential and erection bracing Is always required. Normal precautionary action for tnssses requhm such temporary bracing during Installation between trusses to avoid toppling and doninoing The supervision of erection of trusses shall be under the control of persons experienced in the IrWal aliom of trusses, Professional advice stall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shalt be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L--0.26" D--0.26" T--0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T= 0.37" MAIL HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB - 1.15 6-3-15 0-4-3 T7� I MULTIPLE LOADS -- This design is the cemnosite 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, Ecp.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 Fact Resistant Covering and/or Glazing Req TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 == _= __== ===Joint Locations======___=_____ 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 7' 5X6 3X4 5X6 -6 5-10-3 0-44-3 T71 1 3.00 3•00 0-3 10-10-0 7-9-0 10-10-0 12 I1 10 9 1042# 3.50" 1-1-9 104ZAti3.50" 30-0-0 �a 1--1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 '-' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Hairo der Systettl5 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: V CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 321-0064 Fax Bracing shonvn on this drawing is noterection bracing, windbracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0" (407) (407) 321-3913 support oftruss members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and. specified locations determined by the building designer. Additional bracing d the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI . g LICENSE #0050068 Reuss Plate Institute. TPI. is located at 583 D'Onohio Drive. Madison, Wisconsin 53719). Code De$c: FLA 1890 OREENBROOK MOVIEDOXI-32766 I TOTAL 33.0 psf V:06,02 02- 13822- 5 a••• -�� vo rnrn: t,:ntu-LVAVVNJI[UMYXUUNIP HCS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an indwiduW building component and has been based on hmformation provided by the otient- 7hc designer dbcla6ns any responsib6Ry for damages as a result of faulty or incorrect tnfomnatbn, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as R may relate to a ape- cifle project and -pis no responsibility or exercises no control with regard M fabnca tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance witt ANSI/TPI I AM and ND"7 to be incorporated as part of the building design by a Building Designer {registered architect or professional mgneerl. When reviewed for approval by the budding designer, the designloadings shown must be choked to be sure that the data shown are In agreement withthe local building codes. bcal climatic records for wind or snow leads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottonf are conttnu- ously braced by sheathingunless otherwise specified, Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng• they should be broad at a maxtrnum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653.. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in cor fom utc with the fabricator's plans and to realize a continuing responsibility for such verl- fkstion. Any discrepancies are to be put in wrWrig before cutting or fabrication. Plates shall not be installed over knothoks. knots or distorted gain. Members shall be cut for tight [hung wood to wood bearing. Con- nector plates shall be located on bahfaces of the toss with nabs fully imbedded and shall be sym about the joint unless otherwise shown. A 50 plate is S wide x 4' long. A 6x8 plate is 6' wide x it long. Slots (holesf run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sires 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 anderection recommendations are to be followed in accordance with -Handling Installing & Bracing". H18-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- RMn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essmtlal and erection bracing is always required.. Normal precautionary action for trusses requires such temporary bracing during Installation between, tresses to avoid toppling and do sinoing. Tune supervision of erection of trusses shall be under the control of persons experienced in the insta8atbn of trusses. Professional advice shag be sought if needed. Concentration of construction Mods greater than the design bads shall not be applied to trusses at any time. No loads other than the weigfK of the erectors shall be applied to trusses until after all fastening and bracing is completed.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP#3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D--0.26" T=-0.51" MAIL HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-15 0-4-3 T7� F MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft 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 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U QTY:1 ==3oint Locations=====__ ... ==_>:_ 1}==Oa 0 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 HOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 5 6 6 0000 3.00 I 5X6 5X6 6.00 13.00 6-10-3 0-4-3 TT� I 0-3-8 I _ P9 12-10-0 L, 3-9-0 12-IO-0 i 11 8 I 1042# 3.50" 1042# 3.50" (RL-1(RI-1-7)1-1- I ! e 30-0-0 119 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 ' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda SysteillS)j A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building destgn and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requiem. (see HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI - LICENSE #0050068 frrss Plate institute, TPI. is located at 583 D•onef c, Drive. Madison. Wisconsin 53719). Cade Dese: FLA 1890 GREENBROOR CT MEDO.F -32766 TOTAL 33.0 psf V:0 2 2- 1 2 - a• ••• •� -1- - rAin: t:11ex-WAVVtlJii/JMYHIJUNIV HCS: 06.02,02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X ®TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the = == _ ====Joint Locations=====_= ... ==__= Mfrs design is for an lnateanal building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based onlnformauon BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 provided by the client The designer disclaims any for damage as result of WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 15- 0- 0 7) 24- 9- 0 y or incorrect faulty or fnconreci Information. specifications a 2x4 SP #2 2, 4 Design based on 2-ply laminated Bot chord. 3i1 P Y 4) 25- 0- 0 8) 15- 0- 0 and/or designs furnished to the truss designer 2-PLY TRUSS! fasten w/3 "X 0.120" nails in End verticals designed for axial loads only. by the client and the correctness or accuracy staggered pattern per nailing schedule: End verticals that are extended above/below ------------ TOTAL DESIGN LOADS ------------ of this Information as K may relate to a spe- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLF To cUicc1ses andacceptsit nRg"to11ae�or exer:ises no control with Distribute loads equally to each ply. H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 Uon. handling. shipment and installation of Bld Type. Eacl L- 40.0 ft W- 30.0 ft Truss TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 trusses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 1 individual building component. In accordance with Support 1 766# Fact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANSI/TPI 1-1995 and NW-.97 to be. incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 �spanrt ortheberedarhitecting destp by�Bu6atng Designer (registered architect or professional MAX L� �D Dy��: ",TC„"FORCE ,,,CSI ..BC ... FORCE ... CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 re eng[neerl. When reviewed for approval by the L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location budding designer. the design loadings shown L=-0.50" D=-0.51" T=-1.01" 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D -195 5- 0- 0 ` most be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D -195 25- 0- 0 are In agreement with the local building codes. local c records for wind or snow loads. T= 0.2 9" 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER BEARIIiG LOCATION----- spck pro)«tspecHkatloru orspwl applied bads. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loo Vert HDriz Uplift Y-LOC, Type Unless shown, truss has not been designed for T= 014" . 0- 1-12 1684 0 -766 BOT PIN storage or occupancy bads. The design assumes RMg = 1.00 29-10- 4 1685 0 -766 HOT H-ROLL compression 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 ceiling, they should be braced at a maximum spacing of I(Y-0" o.c. Connector plates shall be manufactured from 20 gauge trot dipped galvanized steel meeting ASTM A 653. Grade W. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to va* that this drawing is in conformance with the fabricator's plans and to realize a. continuing responsibility for such ven. fication. Any discrepancies are to be put In wntbng before cutting or fabrication. Plates shallnot be installedover knrkholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both facets of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (hoksl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unlessotherwise 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 mconmendatkms, are to be followed in accordance with -Handling Installkng h Bracktr, H1691. 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. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- Wfg is essential and erection bracing is ahvays. requited. Normal precautionary action for ttttsses requires such temporary bracing during installation between trusses to avow toppling and domhroing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction bads greater than the designloads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be app8ed to trusses until after all fastexdng. and bracing is completed. T15 0-4-3 7- 2-PLYS REQUIRED 5-0-0 20-0-0 5-0-0 1 3 5 3.00 I 8X10 1OX10 8X10 3.00 T 0-4-3 2-10-3 T_ 0-3-8 _ � � 038 4-11-8 19-6-0 4-11-8 110 IV 1685# 3.50" 1685# 3.50" 1-1-9 _� 30-0-0 2. � 1-1-9 EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSUTPI 1-1995 196#196H (R1 scale = 0077 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDOYL-32766 WARNIN4: READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of Lire overall structure may be required. (See HIB-91 of Tpq. fruss Plate Institute. TPI. is located at 583 D'Onofrlo Drive, Madison, WLacnnsm 537191. Eng. Job: WO: SUNIV Dwg: Truss ID: X Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 13827- 6: uesrg- mimic errarysis JUC I'A(H: (.17tt.-LUKUU851/75MPHI5UN/V HCS: 0&02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Y ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the -' ==-Joint Locations ............... This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)a=0 s0 0 3) 7- 0-14 component and has been based oninformation WEBS: 2x4 SP #3 All COMPRESSION Chorus are assumed to be 2) 7- 0-14 4) 0- 0- 0 provided by the client. The designer disclaims Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. any y orp IncorrecHoftyt for r damages as a result i or bear' wind Case- ASCE 7 - 98, C&C, V. 125 h, - TOTAL DESIGN LOADS [gutty or incorrect information, specifications �----------------------- and/or designs furnished to the truss designer H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Uniform PLF From PLF To by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type- Encl L. 40.0 ft W. 7.1 ft Truss TC Vert L+D 0 0- 0- 0 -56 7- 0-14 of this information as tt may relate to a spe- Support 1 512# in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ciflc prq*d and accepts no responsibility or Support 2 266# Impact Resistant Covering l and/or Glazing R ----MAX. REACTIONS PER BEARIM LOCATION----- exercises no control with regard to fabrics- �"� ug Uon. handling. shipment and installation of PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : X-Loc Vert Horiz Uplift Y-Loc Type tnrsses. This truss has been designed as an Support 1 226# ..TC...FORCE... CSI ..BC ... FORCE...CSI 0- 2- 8 94 226 -512 BOT PIN individual building component inaccordance with MAX LIVE LOAD DEFLECTION: 1- 2 -64 0.85 4- 3 -12 0.73 6-11- 1 193 0 -266 BOT H-ROLL ANSI/'M 1-19%and NDS-97 to be Incorporated L/999 as part of the building design by a Budding L=-0. 04" D- 0. 00'" T--O. 04" Designer (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: engineer). When reviewed for approval by the building designer. the design loadings shown T= 0. 09" - must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: ate in agreement with the local building codes. T= 0. 09" local climatic records for wind or snow loads. project specifications or special applied loads. RMB - 1.00 Unless shown. truss has not been. designed for storage or occupancy bads. The design assumes compression chords (top or bodom) are continu- 7411-14 L ously braced by sheathing unless otherwise - -7l specified, where bottom bottom. chords in tension ace 1 1 not. fully braced laterally by a properly applied 2 rigid ceding, they should be braced at a — maximum spacing of 10'-G' o.c. Connector F 4.24 plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown - FABRICATION FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to 1-7-13 realize a continuing responsibility for such veri- fication, Any discrepancies are to be put in writing before cutting m fabncaUon. Plates shall not be installed over knotholes, knots m distorted grain. Members shall be cut. for tight fitting wood to wood bearing. Con- 3-3-11. nector plates shall be located on both faces of the truss with nails fully imbeddedand shall be 2X4 sym. about the Joint unless otherwise shown. A 0-3-15 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots tholes) runparallel to 1-2-2 the plate shall et at t Double tuft he web members shall meet a[ the cenWM of the webs unless otherwise shown. Connector plate sizes arc mintmum sizes based on the forces shown and may need to be increased for certain hand- 3X4 ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional. information on Quality Control refer to ANSI/TPI t-I995 PRECAUTIONARY NOTES Ali. bracing and erection recommendation are to be followed in accordance with -Handling installing & Bracing'. RIB-9 1. Trusses are to be handled with particular care during banding and bundling, delivery sod installation to avoid damage. Temporary and pennancitt bracing for holding trusses in a straight and plumb pas- Rion and for insisting lateral forces shall be designed and installed by others. Careful hand- Ihrg Is essential and erection bracing is always required.. Normalprecautionary action for tnisses requires such temporary bracing during Installation between trusses to avoid toppling and domhroing. The supervision of erection of trusses shalt be under the control of persons experienced In the installation of trusses. Professbrul advkx shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied. to trusses until after all fastening and bracing is completed. 0-4-15 I 4 95# 4.95" 2.12 1 1-6-2 B}e 7-0-14 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k0050068 1890 GREENBROOR CT.OVIEDO.PL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-9l of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 193N 2.50" scale = 0.6346 Eng. Job: WO: SUNIV Dwg: Truss ID: Y Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 - TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V .02.02- 13831- 65 henna.• Afdrnz Analysis JOB PATH: C:l7U-LOKVOBS1125AfPHlSUN/V HCS• 06-0202 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z ATY:11 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on s' ul¢Plified Analog Model. _ __ _ =====Joint Locations=====__________ This design tsfor anindividual budding BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)= 0- 9-15 3) 5- 0- 0 component and has been bases on Information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 provided by the Client'edesignerdtsclah= any responsibility for damages as a result of continuously braced unless noted otherwise. This truss is designed to bear on nulti le 9n P7 ----MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect information. specifications Sbim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer bearing. be marked on truss. Shim or wedge if 4-10-12 107 141 -274 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 215 191 -390 BOT PIN Of this bdonnatlon as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125mph, 4-10-12 58 0 -43 BOT H-ROLL cfBc project and accepts no responsibility, or exercises control with regard Support 1 390# H= 21.0 ft, I= 1.00, Exp.Cat. B, Szt= 1.0 li t laction o lion. hamdiing, shipment and installation of Support rt 2 274# Bld = EnCl L. 40.0 ft W= 5.0 ft Truss Type trusses. This truss has tier, designed as an Support 3 43# in INT zone, TC DL- 4.2 psf, BCDL= 6.0 psf Individual building component in accordance with MAX LIVE LOAD DEFLEMON: Impact Resistant Covering and/or Glazing Req ANSI/'dPi 1-1995 and NDS-97 to be incorporated L/684 at Mid -panel # 1 as part of the budding design by a Building architect professional her dreghen L=- 0.09" D= 0.01" T=- 0.08" TC... FORCE ... CSI BC ... FORCE ... CI rot engin englnarl- ttrfren reviewed for approval by the d for a MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 budding designer, the designloadings shown T- 0. 00" - must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the low building codes. T- 0.00" local climatic records for wind or snow loads, project specifications or special applied loads. RMB. - 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes comptessbn chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied rfg6d ceding. they should be braced at a f— maxamum spacing of lac- o.c. Connect- 6.00 plates skald be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Attach with (4) Grade ao, unless otherwise shown. 1 Od Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is In cordbrnoahce with the fabricates plans and to realize a Continuing responsibility for such verE tication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing, Con- 3-3-15 nector plates shall be located onboth faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 0-4-3 5x4 plate is 5' wide x 4" long, A 6x8 plate is 6' wide x 8' long. Slots (hokal run parallel to the shall Double 1-2-2 plate specified. cuts he web ttnt- members shall meet at the ntrold of the webs unless otherwise shown. Connector plate sizes are mWmum sloes based on the forces shown Attach with (1) and may need to be increased for certain hand- 3X4 10d Toe -Nails ling and/or erection stresses. This truss Is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing". Hl"I. '[Pusses are to be handled with parumlar care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domindng The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses, Pidesskmal advice shad be sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shaft be appUrd to trusses unit after ad fastening and. bracing Is Completed. 3.00 I a3-s 4-8-8 Ilk i 4 3 215# 3.50" 108# 2.50" 1-1-9 14 59# 2F50" s 5-0-0 (R1-1-7) C/L: 4-10-12 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 t/005W68 1890 GREENBROOK CKOVIEDOXI-327% WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or sirnf)ar bracing which is a part of the budding design and which must be considered by the building designer. B shown Is for lateral support of truss members only to reduce buckling lmgth. Provisions must bed made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overaff structure may be required. (See 1110-91 of MlI fhuss Plate Institute. T19- is located at 583 D'Onofdo Drive, Madison. Wisconsin 53719). scale = 0.6314 Eng. Job: WO: SURD Dwg: Truss ID: Z Dsgnr: TLY Chit: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1,25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf ti-nA n,) ni_ ll anae_ AA �•a -.� ,---�••• — -1- :ucc-t vn vvnavomrnwurviv HCS: 09.0Z02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Zl QTY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. _ _ _ —=Joint Locations= This destgn is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)==0==9- 5 3) 1- 1- 8 provided bt and has been based ne fnfoclairmn All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 1- 1- 8 4) 0- 9- 5 aw nsi t client g 1Cf continuously braced unless noted otherwise. This truss is designed damages asafesndt or geed t0 bear on multiple ----MAX. REACTIONS PER BEARING LOCATION ----- fa°ltyorincorrect information. speciacatfons Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type arm/or designs furnished to the tams designer bearing. be marked on truss . Shim or wedge if 1- 0- 4 Z4 28 - 65 TOP PIN of the is clieinforta Wn S, KrrecineSS late to curary necessary to achieve full bearing. 0- 1-12 88 37 -163 BOT PIN cf this ecfct ndtan as tt may estate to a ape- PROVIDE UPLIFT' COHNECrION PER SCHEDULE: wind Case- ASCE 7-98, C&C, V. 125mph, 1- 0- 4 12 0 - 6 BOT H-ROLL cxerdsc no negardtas4Wtyor �ort 1 163# H- 21.0 ft, I. 1.00, Exp.Cat. B, P.zt. 1.0 exercises nc control uwdti regard to fabrica- tion. handing, shipment and fnstamttar of Support 2 65# Bid Type- Encl L- 40.0 ft W. 1.1 ft Truss trusses. This truss has been designed as an Support 3 6# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Individual building conponert in accordance with MAX LIVE LOAD DEFLECTION: ANSIrM l-lass arm NDS-97 to be tncoeporated L/999 Impact Resistant Covering and/or Glazing Req as part of its budding design by a Budding L= 000 • D= 0.00' T= 0.00" Design- (reglstemd architect or profession . ( -.TC ... FORCE... CSI ..BC ... FORCE... CSI engineer]. when reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -6 0.02 buikhft designer. the design loadings shown T= 0. 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the local budding codes. T. 0.00" local Air nat' records for wind or snow loads, project speedlcatlons oe special applied loads. RMB 1.15 teckss shown. truss has not been designed far storage m occupancy loads. The design assumes eanpeession chords (top or bottom] ace c o ntinu. ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a property applied 1 2 , rigid ceding, they should be braced at a maxlmum spacing of ld-W o.e Connector 6.00 plates shad be manufactured from 20 gauge hot galvanizeddipped rmeeting ASTM A cr de 400. unless otherwise Shown. Attach with (1) 10d Toe -Nails FABRICATION NOTES Prior to fabt�tlon, the fabricator shad revtew this drawing to verify that this drawing is in conformance with the fabacatoes plans and to realfae a continuing responsibility for such ve l- 0.8-9 dcatlon. My discrepancies are to be put in writing before cutting or pabricrt on. Plates shall not be Imtalkd over Inrdhoks. (mots or distorted grater. Members shalt be cut for tight Mang wood to wood bearing. Con. 1-4-11 nedor plates shall be located on both faces of 0-4-5the truss with natis fully Imbedded and shad be 0-2-8 sym, about the joint unless otheradse shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6" ( �_ Attach with wide x it long. Slots run ts (hoks) nparallel to (1) the plate length specmea. Double cuts on web 3X4 10d Toe -Nails members staff meet at the centraid of the webs unless otherwise shown. Connector plate sizes are minimum alas based on the forces shown and may need to be increased for certain harrd- dng and/ce erector stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control rder to ANSI/IPI 14995 3.00 I 0-3-8 PRECAUTIONARY NOTES An bracing and erection rcmmmendattoms are to be followed In accordance with. ^ppardifng 0-1d�-0 Installing h Bracing'. Hl"l. Teases See to be handled with particular care during banding and. bundling, delivery and Installation to avoid 4 3 f holding trusses in a stir straight �tp(t nb 1-1-9 89# 3.50" 25#13# 2.50n deli and for resisting lateral forces shag be .10 1 1-1-8 designed and Installed by others. Candd hand- (R1-1-7) C/L: 1 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER AN SUTPI 1-1995 Over 3 Supptrts scale = 1.5123 required. Notmai precautionary action for trusses requires such temporary bracing dinning installation beting. T—he toppling WARM G: READ ALL NOTES ON THIS SHEET. Eng. Job: and donrlmmg. The supervlsbn of eredbrt d [reamer stuff be under the control of persons =Maroinda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z1 experienced ec the installation of trusses. Profess1onil ad`'iCe shall be sought g'eeded. CONTRACTOR. Dsgar: TLY Chk: Date: 6-18-02 concertnalion of construction loads grater than the design loads shaft not be applied to 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 trusses ft any recto_ No loads other than the Bracing shown on this drawing is not erection bra cing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1 .25 weight of the -fedora shall. in and btactrig c SAN FORD, FL. 32771 which is a cing. old. bra trusses until after ad faslening wed lancing part d the budding design and which must be considered by the betiding ions r u Bfadng rr try completed. (407) 321-0064 Fax (407j 321-39I3 shove is for istelal lateral brit a tare ra-tubes onty d reduce buckling ell by a building must ne BC Live 0.0 psf O.C. Spacing:: 24.0 TOMAS PONCE P.E. Additional to anchor r'"a ,e'er u$t`ucture herd loaii_required. ( detemanedt,'thebrdd'°gdeatgner. BC Dead 10.0 psf Design Criteria: TPI g Y �N�. (See NIB-9l of TPt6 LICENSE #0050068 f suss Plate Institute. TN. Is located at 583 D'Onofno Drive. Madison- Wisconsin W-119). Code Desc: FLA 1tr90cdF.FMROOKCT:OVIEDO.Fpa27ss TOTAL 33.0 Dsf v-nic m ni_ i lin2,2 x.-7 Design: Matrix Anatvsis Mn or�. . hoc-.....,..,.......,�.,.............. HCS: 06.0102 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer di --alms any responsibility for damages as a result of Canby or htconect Intormatbn. specifications and/or designs furnished. to the truss designer by the client and the correctness or accuracy of this adormatfon as a may relate to a spe- cific project and accepts no responsibility or ezerelses no control with regard to fabrka- tion, handlint shipment and trnstallation of trusses. This truss has beendesigned as an individual buddhig component In accordance with ANSI.rM I-I995 and NDS-97 to be incorporated as part of the building design by a Building Designer (r%Utered architect or prdesk ml cagineer). When reviewed for approvalby the building designer, the design loadings shown must be checked to be sun that the data shown are m agreement with the local building codes, brat eWrnatic rrxods for wino or snrow loam, project specifications or special applied loads. Mdess shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top m bottom) are eom bru- ousty braced by sheathing unless otherwise specified. Where bottom chords in tension an notfusty braced laterally by a property applied rigid ceiling. they should be braced at a maximumspacing of W-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivantwd steel muting ASTM A. 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricatiocL the lab.1-tor shaft review this drawingto verify that this drawing is in conformance withthe fabricators plans and to realize a continuing responsibility for such verl- ncation. Any discrepancies an to be put in writing before cutting or fabrication. Pkt- shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates slug be located on both faces of the truss with crags fully Imbedded and shall be sym, about the joint unless otherwise shown- A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8" long. Slots (toles) run parallel to the plate length specitkd. Double cuts on web mmrben shall meet at the centrotd of the webs unless otherwise shown- connector plate sizes are minimum sties based m the forces shown and may need to be Incased for certain hand- hng and/or erection stresses. This truss is not to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bradnf. MS-91. Trusses are to be handled with particular care during banding andbundimg, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- dfon and for resisting lateral form shalt be designed andinstalled by others. Careful hand- ling is essential and er-U— bracing is always required. Normal precautionary actionfor true— requires such tempomry bracing dthtng instaftatiorr between tenses to avoid toppling m and domohig. The supervision of erection of trusses anal( be under the contort of persons experienced In the Irstallation of trusses. Professional advice shag be sought 9 needed. Concentration of constructionnloads greater than the design bads shall not be applied to trusses at any t ane. No bads other than the weigbt of the erectors shaft 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 toted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 2-4-11 0-4-3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, Ia 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Enci L= 40.0 ft W- 3.1 ft Truss in END zone, TCDLar 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTY:4 =a - == -==Joint Locations====__===______ l) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLrF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION---=- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 Bar PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3-1-8 11 1 2 6 0t)Oli 1-2-7 0-88-8 —i 3.00 0-3-8 2-10-0 11 44 l 1-1-9 199 3.50" 115# 2.50" 3-1-8 65// 2 0 1. (R1-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CT.OVIEDO.FL32766 WAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing. or similar besting which is a part of the building design and which must be considered by the building designer. Bracing shownis for late=( support of toss members only to reduce buckling length Provision most be made to anchor latent bracing at ends and specified locations deterntned by the building designer. Additional bracing of the overall structure may be requred. (Sce HEB-91 of TPI). (truss Plate Institute, TPI.. is located at 593 D'Onofrio Drive, Madison, Wisconsin 53719).. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ` Design: Marix Analysts JOB PATH: CATEE4.0X1J0BS1J25MPHtSUNIV HCS: 06.02.02 ■ -A l V!viV WF' DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the _ g == = =Joint Locations=====_______.__ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)Oa=0 0 5) 23- 0- 0 9) 22-10- 8 component and has been based onwormatton WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3-10-15 6) 26- 1- 1 10) 15- 0- 0 provided by the client The designer disclaims any responsibility for damages as a result of 2x4 SP #2 3,5 continuouslybraced unless noted otherwise. 3) 7- 0- 0 7 30- ) 0- 0 11) 7- 1- 8 faulty or Incorrect Information. specifications Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furlshedtothe tnussdesfgri r PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or--cy Support 1 797# Bld Type= Encl Is 40.0 ft W- 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may mists to a spe- Support 2 779# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1042 -50 -797 BOT PIN cdic project and accepts no responsibility or exercises no control with regard to fabrwa- MAX LIVE LOAD DEFLECTION: t Resistant Cover Impact Covering and/or Glazing Req 29-10- 4 1042 0 -779 HOT H-BALL tion. handling, shipment and Installation of L/859 at JOINT # 4 trusses. This truss has been designed as an L--0.41' D--0.42" T=-0.83" ..TC! ... FORCE ... CSI ..BC... FORCE ... CSI individual building component in accordance with. MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3239 0.63 12-11 2933 0.67 ANSUIPI I-1995 and. NDS47 to be Incorporated T- 0.40" 2- 3 -3152 0.51 11-10 2840 0.71 ' as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 - 4 -4083 0.90 10- 9 2839 0.71 Designer (registered architect or prof sstonal engineer). when reviewed for approval by the T= 0.20" 4- 5 -4083 0.90 9- 8 2933 0.67 building designer, the design loading shown RMB = 1.15 5- must be checked. to be sure that the data shown 7 -3239 0.51 are In agreement with the local building codes. -. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage - occupancy loads. The design asstanes compression chords (top or bottom) are continu- e ous y braced by sheathing unless otherwise specified. where bottom chords in tension arc not fully braced laterally by. 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 ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to a continuing responsibility for such vets- 7-0-0mallzc 16-0-0 7-0-0 1 2 4 ficatfon. Any discrepancies are to be put in writing before cutting or fabrication.(i 7 Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut 600 _ for tight fitting wood to wood beating. Con- nector plates shall be located ore both faces of 5X6 2X4 5X6 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" 2X4 T wide x 8" long. Slots (buts) run parallel to 2X4 n the plate length specified. Double cuts oweb members shall meet at the centroid of the webs 4-3-15 0�_3 3-10-3 unless otherwise shown. Connector plate slur are mmimum sizes based on the forces shown and may need to be increased for certain hand - 6X12 3X8 6X12 0-4-3 Ong and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown_ For additional 3X6 1-8-8 3X6 Information on quality Control refer to ANSI/TPI 1-19% 3.00 3.00 _ PRECAUTIONARY NOTES 0-3 Ali bracing anderection recommendations are to be followed In accordance with "Handling 6-10-0 15-9-0 6-10-0 Installing lie Bracing". HIS-9 1. Trusses are to be handled with particular care during banding 1 12 11 10 and bundling. delivery and Installation to avoid damage. Temporary and permmnent bracing 1042# 3.50" n 1042# 3.50 for holding tresses in a straight forams plumb pus- ttlon and for resisting Lateral forces shall be 1 19 _ _•J T � ® 30-0-0 designed and installed by others. Careful hand- ( R1-1-' (Rl-i-7) ung Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 required. Normal precautionary action for hses eibracing Installation betwen tausses to avoid toppling and dominofng The supervision of erection of tr' sha'lbe"nnderthecunt larpe'sar� Ms1C011(is1 S)/Ste111S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: • SUNIV Truss ID: Z3 experienced in the Installation d trusses. Professional advice shall be aoughl ff needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 Concentration of construction bads grater than the d loads shad not th to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: l .25 r than trusses et any time. No loads other than the weight of the erectors shall be applied to SANFORD, FL. 32771. Bracing shown on this drawing is not erection bracbng wind bracing, portal bating or similar bracing which u a part of the building design and which must be considered by the building designer. Bating TC Dead 7.0 psf DurFae - Pit: 1.25 O.C. S 24.0" Spacing: trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 show" is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 p p g Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additionalu bracingIte the BC Dead 10.0 f � Design Criteria: TPI LICENSE N00�0068 overall structure583 D'O in uD e.lMadiison WLMscons 53719) Code Desc: FLA 1890 GREEN6=CT.GVIEDo.FL32766 TOTAL 33.0 psf V• 0 6.0 02- 38 Design: Alafrix Anafnir JOB PATH: C: 'EE-L0KV0BS1115MPHtSUN1V HCS: 06.02.02 AC: 10# UPLIFT D.L. I QTY:9 DESIGN INFORMATION This design Is for an Individualbudding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of fauky or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this mfornatim as It may relate to a spe. tlBc project and accepts no responsibility or exerctses no control with regard to fabrica- tion, handling, shipment and installation of trusses. Thistruss has been designedas an Individual building componentin accordance witt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or pmfessbml engineer]. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the Focal building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate no fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 14Y-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM. A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication.. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not. be Installed over knotholes. knots or distorted gain. Members shall be cut for light fining wood to wood bearing. Con- nector plates shall be located onboth faces of the truss with mils fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long Slots Iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs units$ otherwise shown. Connector plate sizes re aminimum. sizes based on the forces shower and may need. to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'.. HIB-91. Trusses are to be handled with 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- IBrnn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing 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 dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shadbe sought B needed. Concentration of construction loads greater thanthe 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 CARDS: 2x4 SP #2 D HOT 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= 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 composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 _= 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 L __ 7-0-0 L ,� 1 - 2 6.00 3-10-3 1 I I I Ilk 7-0-0 a 3 281# 3.50" 151# 2.50" 1-1-9 a 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 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 GREENBROOK CT.OVIEDO.FL32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing. shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building designand whichmust be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9 t of TPI). !Truss Plate Institute. TPI. Is located at 583 D'Onefrio Drive. Madison. Wisconsin 537191. JOB PATH: C.lTEE-L0KU0BS1125MPHISUNIV Connection designed by others. Attach With (2) 10d Toe -Nails scale = 0.4854 Eng. Job: Dwg: Dsgur: TLY Chk: WO: SUNIV Truss ID: G Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V' .02 - 1 80 - l HCS: 06.02.02 PLOT PLAN for. MARON&A HOMES, INC. DESCRIP'nON. LOT 56, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) - 7G thTU 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT 59 TRACT 'B' CONSERVATION 4 ACCESS EASEMENT N0404&4 I "E 0.1 N00021'00"W 59.90' 1E' D.E.• s O — — — — — — — — — — — — A, b 7.0' CONCRM PATIO b 0 ; i 10.00' N M N 40.00' 04 ..- �3^ MODEL: 5UNBURY'I' TWO STORY Aj (3-2 1/2) WITH LOFT f FINISHED FLOOR ^' ELEVATION -44.20 DRAINAGE TYPE: ' B' p ^, �. in 10.oa ° Ln � to 17- Z ir$ CONCRETE DRIVE 10' U.E. J ri N 10.00' 0' w 10' 20' IIIIIIIIIIIIIIIIIlLimm GRAT"NIC SCALE LOT 57 Fl. OR SLAB ELEVATION 5000OV02NE 60.00' OF O ABOVE C M JACci�,1 AD UKM OTFts= % ISE APPROM CROWN COLONY WAY _ 300'09'02'E - - NOTES: FLOOD CERnFlCAn0N 1. BEARINGS ARE BASED ON THE CENTERUNE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOOb9102 E MANAGEMENT AGENCY FLOW INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE 0' REAR 22 HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE ' PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREAL 3 BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE UES IN ZONE " X '. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 58 CONTAINS (SUBJECT TO CHANGE)' 7.386 SOUARE FEET/0.170 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 ONES. 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, ABBREVU noNSYUGEND: NO -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT' R.-RADIUS P.L-POINT OF INTERSECTION CH. -CHORD P.G-POINT OF CURVATURE ARC -ARC LENGIH L.H.-LICENSED BUSINESS L.S.-LAND SURVEYOR QR-OFFICIAL RECORDS CH.BRG.- BEARMIG PRC.-POINT OF REVERSE CURVATURE PGQ-POINT OF COMPOUND CURVATURE D.E.-DRAINAGE EASEMENT U.E.-UT7►►LL/TY EASEM�Ni 1[ CENTERLINE A/C -AIR CONDITIONER PAD aDELTA CENITRAL AN!ILE) S,&U.E.- ALA' A: UTILITY EASEMENT D.&U.C.- AGE B UTILITY EASEMENT D.U.BSE.-DRAINAGE UnUTY l� SIDEWALK EASEMENT A VONE INC. LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) B30-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VAUD UNLESS EMBOSSED WITH THE LICENSED ANDSURVEYOR RAISED SEAL OF A FL �A LK2:NSE0 5URVEYOR AND MAPPER 1�� 1) ��`! • REVISION DA TE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR B MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1-3- wl oy ram CADD FILE: CROWNCOL3&DWC W.0.2002-14692 FORM 60OA-12001 ' 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: 113 Crowo co(pny W6t Permitting Office: City, State:san fz)rd, Fi - Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ I 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 11.00 4. Number of Bedrooms 3 _ b. N/A _ 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 2223 fN c. N/A 7. Glass area & type a. Clear - single pane 263.5 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft' _ a. Electric heat Pump Cap: 40.5 kBtu/hr c. Tintlother SHGC - single pane 0.0 ft _ 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, lnt Insul, Exterior R-4.2, 720.0 ft- 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. N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated beat pump) a. Under Attic R-19.0, 1023.0 ft' _ 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: Unc. Ret: Con. AH: Interior Sup. R-6.0, 85.0 ft _ I MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 26993 PASS Total base points: 29999 I hereby certify that the plans and specifications covered by this calculation are compliance with the F orida Energy Code. A PREPARED B DATE: _LIAR 04 20 1 hereby certify that this _ling, as designed, is i compliance with the FI ri ner y Code. OWNER/AGENT: DATE: _ MAR 0 4 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. ,,BUILDING OFFICIAL: DATE: WB EnergyGauge(@ (Version: FLRCPB v3.21) FORM 60OA-12001 SUMMER CALCULATIONS ' ' Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 4.0 9.0 53.47 0.92 440.5 Single, Clear W 1.0 4.0 6.0 53.47 0.92 293.7 Single, Clear W 1.0 4.0 6.0 53.47 0.92 293.7 Single, Clear S 1.0 15.0 30.0 44.66 0.99 1330.9 Single, Clear E 1.0 16.0 40.0 59.31 1.00 2363.7 Single, Clear E 1.0 15.0 30.0 59.31 1.00 1772.3 Single, Clear E 1.0 13.0 9.0 59.31 1.00 531.4 Single, Clear E 1.0 5.5 15.0 59.31 0.96 856.4 Single, Clear E 1.0 5.5 15.0 59.31 0.96 856.4 Single, Clear E 1.0 5.5 30.0 59.31 0.96 1712.9 Single, Clear W 4.0 2.5 8.0 53.47 0.45 193.9 Single, Clear W 4.0 7.0 5.5 53.47 0.70 204.8 As -Built Total: 263.5 14005.5 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 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1023.0 2.13 2179.0 Under Attic 19.0 1023.0 2.82 X 1.00 2884.9 Base Total: 1023.0 2179.0 As -Built Total: 1023.0 2884.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) -31.8 4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Raised 0.0 0.00 0.0 Base Total: -4324.8 1 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeID/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 ' SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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: 43468.2 Summer As -Built Points: 47331.2 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 43468.2 0.4266 18543.5 47331.2 47331.2 1.000 1.00 (1.079 x 1.150 x 0.90) 0.310 1.117 0.310 0.950 0.950 15566.6 15566.E EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 ' WINTER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2223.0 5.86 2344.6 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 4.0 9.0 10.74 1.01 97.7 Single, Clear W 1.0 4.0 6.0 10.74 1.01 65.1 Single, Clear W 1.0 4.0 6.0 10.74 1.01 65.1 Single, Clear S 1.0 15.0 30.0 7.73 1.00 231.2 Single, Clear E 1.0 16.0 40.0 9.96 1.00 399.5 Single, Clear E 1.0 15.0 30.0 9.96 1.00 299.7 Single, Clear E 1.0 13.0 9.0 9.96 1.00 89.9 Single, Clear E 1.0 5.5 15.0 9.96 1.01 150.9 Single, Clear E 1.0 5.5 15.0 9.96 1.01 150.9 Single, Clear E 1.0 5.5 30.0 9.96 1.01 301.9 Single, Clear W 4.0 2.5 8.0 10.74 1.10 94.9 Single, Clear W 4.0 7.0 5.5 10.74 1.05 62.2 As -Built Total: 263.5 2654.2 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 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1023.0 0.64 654.7 Under Attic 19.0 1023.0 0.87 X 1.00 890.0 Base Total: 1023.0 654.7 As -Built Total: 1023.0 890.0 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 600A-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 600A22001 ' WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 5998.9 Winter As -Built Points: 8081.5 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 5998.9 0.6274 3763.7 8081.5 8081.5 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4148.0 4148.0 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.21 FORM 600A 2001 ' WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18544 3764 7692 29999 55567, 4148 7278 26993 EFP:ASS EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 600A-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,ABCA.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sg.ft. door area. Exterior & Adjacent Walls 606.1.ABCA.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is Installed that extends from and is sealed to the foundation to the top plate, Floors 606.1.ABC.1.2.2 Penetrations/openings >118" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier Is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that Is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from Insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses I 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met nr eYceadad by all raeidanr-as I COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be 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. Controls 607.1 Se arate readil accessible manual or automatic thermostat for each s tem. IHVAC sulation 604.1. 602A Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 600A-2001 EnergyGaugec®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.8 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if muhi-family _ I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes v 6. Conditioned floor area (ft) 2223 W c. N/A 7. Glass area & type a. Clear -single pane 263.5 W _ 13. Heating systems b. Clear - double pane 0.0 fe _ a. Electric Heat Pump c. Tintlother SHGC - single pane 0.0 fl d. Tint/other SHGC - double pane _ 0.0 ft= b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation Rz-0.0, 136.0(p) ft c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall bps a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 720.0 ft- b. Frame, Wood, Exterior R=11.0, 992.0 W b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 W d. N/A _�_ _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1023.0 fe 15. HVAC credits b. N/A _ _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 85.0 ft _ RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: '"�'t Date: MAR 0 4 23 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ F.F: 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 EnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certifted 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) Master Pile #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 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. 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 3126/02 Titusville, City of Maitland, City of West Melboume, 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 �)ORANDEX PAGE 29 a SEE CHART FOR �' 4 4 4 A 4 FASTENERS CAULK TOP fp OF MULL _ — 3/8"MIN. #10 X 3/4" TEX SCREW WINDOW _ J i HEAD WINDOW JAM 5/8" 7/8" NN 1X3 MULLION (XFLA-26-1) IX4 MULLION (XFLA-39) PIA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 5/8'WIND OW 800 LB. MAX CAPACITY JAMB 7/8" IX3 MUL110N XFLA-26-1) #10 X 3/4' - IX4 MULLION (XFLA-39) TEX SCREW ' WINDOW � SILL CAULK BOTTOM - i 3/8"MIN. OF MULL PRECASTED - -- 3 "MIN. SILT, . 3/4"MAX D p D SEE CHART FOR p D FASTENERS MAWAGTDRER NAME: ,J9RAIn mAffm FILE # NOTES 1) ALL ALUMINUM EMUSIONS ARE ALLAY 6063 T6, OR 8063 T5. CHARDS A ' Pi LN, 2) WHEN THERE IS ONE TAPCON {I/40- X �.E. ON EACH ANGLE LEG. THE T CON SHALL E ' 'PLACED ON MULUOCUP CKNLMK I)ATis` 3/2 /02 121 3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSI AT 28 DAYS. ImANDEX PAGE 30 1) ALL Ail OR 606 2) THEN 7 ON EAC PLACED 3) Comm AT 28 ] CHARGES , FL REG DATE DW SILL SH HEAD DW SILL 3H HEAD ti A `9C-� 0 -4 �swh NUKANDEX PAGE 24 l f , +AC ER NAME; Ul x l 3/4 PH SMS4INTO 2 x R 3/160 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOAT{) 11TTH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH—SMS MID 2 z BUCK :7 --' SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1 3/4' PH -SUS INTO 2 By BUCK, 5,M 1-1/2' URt EMBEDMENT. SEE EiXVA77ON FOR ANCHOR SPACING. HOOD BUCK 7� PANE[g & 80.0 D.P. OAL HY WOOD BUCK DOOR Na or Na or AMI,7fl�R8 ANCHOR! (4) IB 46 24 6 6 w' 5' 80* (a) 48 57.5 67.6 4g 67.5 57.5 16 24 tg a g 6 0 567 � 45 54 45 t98 gIeeO (4) ar 4R9 46.6 Po04 is ¢4 10 to W !0 !M' {6) liSS 634 6S5 G6.4 t6 to !O 10 w (t6) "6 64.6 bl.6 64.5 i•O tD to IO IN PARR nam im imm PANEL mz im F ,T. As R IHO sxo TYP. JAMB. SE( sHlzD M� )DD TRACK 2 REQUIRED 1 BY 2 BY (2) 3/16'0 x 2-1/4' TAPCON OR ER SEE ELEAMI VATION FOR ANCHOR SROVED CONC_ PACING. / NOTES: 7/ i SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—Tb• OR TB WITH TYPICAL :WALL THICKNESS OF • 0.S2' . 9 USE HIGH QUALITY •CATHM BEHIND ffiN FLANGE a a 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDE% PRODUCTS To MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETy HEAD AND SILL SECTION `lunN REST co CYa THE ARCHITECT, BUILDTYP. I B BUCK 7) CONCRETE COMPRESSIVE STRENGTH _ 3.000 PSI AT 28 DAYS. 1/4' SHIM --i MAX (2BY2)um& mm L t . �totrettSD 1 slsDmc GLASS twos p W tTiE ANALIM cHAET Na Or w DISD:N TOAD ANCHORS BONS CAPAC -rir No: or AtICfiOog tJ 1 fmmw ► t�stnrE A: � A 58.7 69.4 80 65.7 g 50.4 24 (4) 6.7 86.4 36 g V O �JS• 68 .7 77.4 ¢4 ( 86.7 aS8 16 66.7 B E-t P4 aas to - tw' 6&7. 70.8 Rgso g to - no (4) 80 60 =4 30 to 80 so is 10 .C4 t0 f0 4a.9 65.3 Y4 oo' 88.7 7t.3 38 (e) C 86.7 7sa fa to W as-0 646 t:fl (26) 86.7 1i62 10 (2) 3/16'0 x 2-3/4' to 10 O 0 y k o b TAPCON OR M" DADE APPROVED CONC. Q Z,1 FASTENERS. SEE ELEVATION FOR is > ANCHOR SPACING. - t0 9 '� 1 qft Y • _ a: WlV too Ail e to �� ry rbi4 , : zo aW by t ci y. I _. _ X X ' X PANEL w PANEL 11 PANEL PANEL / s (4BY2)mm swims NORANDEX PAGE 23 n A (2).6110 x 1-3/4" PH-SMS INTO 2 BY BUCK OR WITH A 1- /4/4MM, EMBEDMENT 11� B�ONRY O" A SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' PH-SMS INTO 2 x BUCK 4 SEE ELEVATION FOR ANCHOR SAArnar_ 2 BY WOOD DUCK (2) #10 x 1 3/4" PH -SUS DM 2 BY BUCK VITH 1-1/2` UK EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. r--2 x VOOD mow 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 x� ALL L 30 �16` g 591/2 " 53.3 55.8 10 i6 18 3616" x 591/2 ` 49.8 49.8 12 s 18 22 30 3 8* x 791/2 " 49.7 49. 7 10 s 16 20 36 46` % 791/2 " 45 45 12. 8 • 18 22 SERIES 500 ALUMINUM SLIDING GLASS DOOR FASTENER CHART e AIL OPERABLE PANELS ftomA B.O.A.F. (2) 3/160 x 2-3/4" TAPCON OR MIAMI XANDR'AC NAM:1 x WOOD BUCK DAD$N APPROVED CONC. B SEE ELEVATION FOR ANCHOR SPACING. -SMU AS REQUIRED TYP. HORN WOOD SHIM ISHOWN) OR MUDD TRACK dA3S REQUIRED 1 BY (2) 3/16*0 x 2-1/4' TAPCoN OR MIAMI '— A ELEVATION FOR ANCHOR PACNG, FASTENER SEE ELEV o NOTES: 1 'HD4 AS REQUIRED, MAX SHIM STACK 1/4-. 2� ALL ALUMINUM EXIBUSIONS ARE ALLOY 6083-1S 4 OR TS WITH TYPICAL WALL THICKNESS OF 0.82- a p. 3 USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. a e 4 GLASS CHARTS. MmAY VARY DEPENDING OON TABLE N�STLS S 0 5) THE RESPONSIBILITY FOR SW=TION .OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE 16M LAWS• HEADER AND SILL SECTION R OLLEELY�W M °THEE .AID HrMCZ BUILDING OWNER 'OR CONTRACTOR TYP. 1 BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH - 3;000 PSI AT 28 DAYS. (2HY2) nma+.++• (4BY2)S�leu eunmM �l�y�Q(t�il �4�1 1 NORANDEX PAGE 22 i 1 10 X 1-_3/4' P.H. S.M.S YJ/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1) :SHIM AS 2 ALL ALU OR T6: 1 SUSB .1iCG 4�Gl" 1 5) CHARTS; Tffg., PRODUC IHIN Bunm w 6) INOfiS `� HEADA 0 ALT. FIN ATTACHMENT UNDER SHEAffHNG CENTRAL FLORIDA B.O.A.F. MAP"At-MUR NAMB:: oiPA4DP,, MASM FILE # 3 110 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. 1 HEADER AND SILL SECTION Y 10 X 1-3/4- P.H. s.s: /1-1/2' MIN. EMBEDMEE NT WOOD FRAME aINCdO °c NG°R MAX SHIM STACK 1/4". USIONS ARE ALLOY 6063—T5 WAM THICKNESS OF 0.62' . :Jkl" jBEHIND WINDOW FLANGE. ASED ON TABLE E1300 GLASS ARY DEPENDING ON SIZE. 'FOR 9Ei9cPI6N OF NORANDU :ANY APPLICABLE LOCAL LAWS, DINANQ$S OR OTHER SAFETY SOLnY WITH THE ARCHrrECT CONTRACTOR HAT F.UAL.FASTgpERS AT ate...,, i /'10 X 1-3/4" kH. W/1-1/2' MW. EMBEDMENT SEE . ELEVATION FOR ANCHOR SPACING. (TOP AND BOTTOM) r. CHARLSS'. A �' g FL. RM. 'ENG.. # 491ZI DATE:. 3/Q7/02•• IV" ISIONS WINDOW FASTENER -SCHEDULE N H�� N0. JAMB :INCHES) S5 45 60 35 45 60 N o +� q PS PS pS PS PSF PS 2 2 2• 2 2 2 •'� 25" � 2 3 —3 2- 9� 2 2 2 —2-7 C9 A yrgLei V 2 2 a• 2• �- 2 z 2 q o �. 37-1/4 2 2• 3 3 3 3 3 9 3• q• ,� 'f 3 g 3 3 q7 �' w 49-5/6 2 2 2 3 2• 3 3 3 0 3 o ti [� < 62- 2 2 3 2* .2• 3* 3 '3— 4 4 4 4 4 4. c y 2 2 2' 3 4 5 co i 6-3/4" 2 2� 4 5:lq �i: E T ?-1 8" -'3 .3 4• '3 4 5 pj 4 .4 �a p. E$ om anm rn. H $" a L '-'DETAIIrC /N/G D ku_B /�� NORANDEX PAGE 10 W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, MJ l I= W'"M ,60 11iI mbm IN 416 N U i4 v cfT # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI 1�G-,-- TYP. =UFACCTUM / L,�jj I m ALT. FIN ATTACHMENT UNDER SHEATHING 1/4' MAX- SHIM (BOTH F X# 0 10 X 1-3/4" P.R S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. TYP. JAMB SECTION © WOOD FRAME WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS WRYfH HEIGHT HEAD/SILL JAMB INCHES INCHES) S5 E NO 6 PS 45 PS PSF 35 PS PSF p45 s 18—>LB' 2 2 2. 2 2 2 96 12" 25" 2 2 2' 2 2 3 9 • 2 2 52-1 8" -'3 9 3 • � 2 2 _2 2 • 2 3 3 37-1/4 2 _2 2 2• 3 3 36" 9 3 • 3 3 5- 6" 3 3• '�' 3 3 2 2 2' 9 3 3 12 49-5/8 2 2• 3 3 3 3B" 3 3• 3 3 3 52-1 8" 3 3 • T� 3 3 18_L8" 2 2• 3 3 4 5--12" 62" _2 38" _ 3 3 • 3 4 52- B" 9 9 • 3 4 2• 4 4 5 8-3/4" _2 2 2• 4 6 36' 3B" _ S 3 4 5 8" 9 3• q 4 5 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMMU EXTRUSIONS ARE ALLOY 6063-T5 OR TB WITH TYPICAL WOW, THICKNESS O, F 0.B2" 10 X 1-3/4' P.H.S.M.S. 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE W/1-1/2' MIN. EMBEDMENT 4 GLASS THICKNESS -BASED ON TABLE E1300 GLASS SEE ELEVATION FOR CHARTS, AND MAY VARY DEPENDLNG ON SIZE. ANCHOR SPACING. 5) THE RESPONSIBUMo FOR SELECTION OF NORANDEX HEADER AND SILL SECTION WOOD .FRAME PRODUCTS T4 MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR CHARIES A PA 'p,E,, •6) NOTE • INDICATES -':THAT EQUAL FASTENERS AT FL REG. ENG. B. ,4912L• READ AND SRI ARE REQUIRED. DATE; 3/27/02 3' %a TV. AT e- ea"MAX AIL -A ��DETAIL_c SASH PF DETAIL=B . I y NORANDEX PAGE 21 U18" TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT i iD F.N. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: _ANCHOR SPACING. --7 SEE ELEVATION FOR 1) SHIM AS REQUIRED MAX SHIM STACK i/4" A IA. Ellm Q ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 A OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE, 4 d ' • o • 4 CLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPFNDING ON SIZE. 5) THE. `RESPUCTS TOIBR ET ANY APPE BLE LOCAL LAWS. BUILDING CODES. ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WfIH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR . B) A PRESSURE TREATED' WOODEN':BIICK .OR MARBLE a SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY 01 ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRLONGTH = 3.000 PST AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT EQUAL FASTENERS AT TWA& TYP• 2 BY BUCK A B-O.A.F.• 3/18" TAPCOX MANLj'AMTRM NAM: W/1-1/4" MIN. EMBEDMENT _ Alok4N.25Fa( (SEE ELEVATION FOR ANCHOR SPACING) R FRE CALL SIZE WIDTH n• 1 BY BUCK O 2 BY BUCK .' SHIM TYP. JAMB SECTION 1TH JAM) • 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES.A:P N, P,E FL REG. ENG. f .49191 DATE: 12/lI/Ol g 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. I - WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS ADSIM N0. ANCHORS JAMB WIDTH HEIGHT (INCHES) (INCHES) SEE NOTE 8 35 45-60 35 45-60 PS (PSF) (PSF) (PSF 19-y-8" 2 2• 2 2 26-y2 26" 2 20_ 2 2 _ 3• 2 � 2 53-1 8" 3 _ 3• 2 `2 18_B. 2 2• 2 3 26��2 3B-1/4 2 2• 2 3 _ 3 — 4•— 2 — 3 2611 2 50-5/8» 2 _ 2• 3 37" _ 2 3' 9 — 3 53-1 8" 3 _ 4: 3 19-1/B' 2 20 3 4 1 2 83" _ 2. T3 3 4 r 9 _ 4 59-1 B" 3 19-1/8" 2 _ 2• 3 4 28-1 2" 76-3/4" 2 2•_ _ _ 30 3— 4 _ KAX um rmm �'/F DETAIL-C DETAI,-B 3 NORANDEX PAGE 9 10 F. 3 18' TAPCON WITH A S E ELF ®MN. 1-1/4' MIN. EMBEDMENT ANCHOR SEE ELEVATION FOR I A ANCHOR SPACING. ---, d d d 4 4 4 I 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUMOR EXTRUSIONS ARE ALLOY 6063—T5 3 USE HIGH QUALITY C CAULK BWALL EHIND WINDOW FLANGE. ESS OF o.62* 43 GLASS THICKNESS BASED ON TABLE K1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SPLE. 5) THB RISPONSIBII TY FOR SLLECTION OF NORANDIX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWSBUILDING CODES, OROR OTHER , REQUIREMENTS REST SOLELYNANC�WI H THE ARCHITECT, BUILDING OWNER OR CONTRACTOR e) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TD FULLY SUPPORT UNIT, THIS SUPPORT SHALT, FIRMLY ATTACHED INTO MASONARY AND SUPPORBET HE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH a 3,ODD PSI ALT. HEADER SECTION AT 28 DAYS. TY'. 2 BY BUCK M.S. WITH A MIN. EMBEDMENT 3/16` TAPCON W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. _N 1 BY BUC: 1/4' SHIM MAX (BOTH JAMBS) i1��A�, ORIDA B.O.A.F, o URER NAnF ME: MASTER F'E # 3 p p p p p D SEE NOTE B HEADER AND SILL SECTION cCHARLFL E A PIG 49121E Tn'• 1 BY BUCK DATE: 3/21/o2 1 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. TV. t r EI- O.0 mux AIL -A SASH /�// DETAIL-B 041 c: 4 MIAM1•DADE MIAMI-DADEMUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL, NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE COMPLIANCE OFFICE Mli1110-DADS FI.AGIXIt t3U11.1)ING 140 MIAMI, FLOMDA 331 W-1563 (305) 375-291)1 FAX (305) 375-29W C ONTILIC'J•C)J2 1.IM,.NtiltiC: ti1C( 1'rC)� (JU5} 375.25�7 !4L\ (3U5) J75•_'s55 cx). rlLtc-rc)ri t)J\-1sl()` (30) 373.296(, PAX (305) 375-2')ax 1?R01)1:C'I' CUXi'nQL I)ri'Itile)\ 37S�29U2 1�A\ Your application for Notice of Acceptance (NOA) of'(JUS) (JUS) 372•633v. Entergy-6-8 S-W/E Irls��'ing Opaque Double w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use ol'Alternatc Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Ofiice,(BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of 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. % f :ACCEPTANCE NO.: 0.1-031.1.24 � EXPIRES: 04/02/2006 Raul Koar•igucz Chief Product Control Division THIS IS TILE COVERSHEET SEE ADDITIONAL PACES FOR SPECIFIC AND GENERAL, CONDI-PIONS BUILDING CODE &--PRODUC•i' REVIEW COMIN1ITTEF, 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: 06/0a/2001 Francisco J. Quintana, R.A. Director Miami -Dade County f3t6ldirlg Code Compliance; Office: \%50450001\pc20o0\\templates\notice acceptance cover pga.dot IrntCrnet mail-Iddres.s: I)ostnulstcr~a l)uildin;;cocleonlinc.com ' liome r.►hc: http:/h��s.buildiRhcocicuntlnCcom Premdor Entry Svstems ACCEPTANCE No.: 01-0314.2 4 APPROVED JUN 0.5 2001 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice 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 Dcsign Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-vV/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer, dated 7/20/97 -with revision C dated 0l /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the ;notice of Acceptance number and -approval date by the Miami -Dade County Product Control Division.. These 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.singlc door only, as sho«,n in approved drawings. Single door units shall indlude all components described in the: active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 46 degrees. Unless unit is installed in non-liabitabic areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcrtt. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection system. S. LABELING a.I 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 REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the: following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Scction 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building 0 icial or the South Florid:3uilding Codc (SFBC) in order to properly evaluate the installation o ii s stem. Manuel crcz, P.E. Product Con xamincr Product ntrol Division 2 Premdor Entry Svstems ACCEPTANCE No.: 0I-03I4.24 APPROVED : JUN O 5 2001 EXPIRES _ Anril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been Mcd and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appnoved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tFic materials, usc� and/or manufacture of the product or process shall -automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this off icc. S. 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 litcraturc. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other, documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection aC the job site at all time. The engineer needs not-rescal the copies. 5.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last Page 3. EI D OF TIIIS ACCEPT Manuel crcz, P.E., Product ontro - . aminer Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) Bit •�l 11[' xxnwrx [xKPr[M1 Le yr nnx 37 1140 37 114' . 7,• MA% MAX r MAX f�Put_t_ cac tr.u�XX .. IIF-".a. MAX ..JtI ..(. rVAX -irF-IS C,�LI ;l 1NAX s- (Lr I�D-C� X I 1 �; d IS dG�) ,• 0.7GISMAX naCING IB' •dG t % .. r 7 �r 17 1/ MgAjI A 43 Ins. T� r y�� tl�7 Nr C tlQiXC JWI C= SPACING 18, dC. TO i LOCK 7E' b<' r MAX D10 jS ' 17 If MAX aG SPACING IB• dC .wsutn.� r '� wwR t . . AX Ot1I'ACM jIB•idC. macwl a:xi . ��.•w,I^'� I„-I3' aG+17' O.0 13' pC+l3• p 17. OC13' OC•,. rMHA ' OG+IS' dC-� �,- MAX llaX MAX MAX MAX MAX X ItAY �� X• Ma71 3' MAx • X MAX ■.. t/l" . C Xa I tXse arc wtt ATTACH ASTRAGAL THROW BOLT 10 x T' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' N07ESt TJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED 1I x t 3/4^ L[RtG PROPERLY, TO` .TRANSFER.LOADS TO THE STRUCTURE FLATHEnD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO L.H. INSVIHG R.M. INSWING QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY tPPrtn;pAsccv�Lrnac+ali.r� STRUCTURAL WOOD BUCK sourHtY AAA Nccpoe C. MASONRY OR CONCRETE CONSTRUCTION WHERE NAIINnS DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE ERE WATER WILTRAfIDN WHERE VAT WILIRAIIEN er yr OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DUIREMEMI IS NEEDED X REDUDtirm IS NOT NEEDED P Rpt brnsloN ONE BY WOOD BUCK W x + 3. ALL ANCHORING SCREWS TO BE 110 WITH 8tXL0l., t^alPUAJCEO:r.e MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE X ACCEPTANCE NO91 031y. E4 DR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PRDIECTEB BY A CANOPY OR INTO MASONRY, OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'M1JW4I-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR. c I act WJrrIT 110OWMArIOG MIro S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ``11 NR[Awlis JAMBS AND SIDELITES a18Q1p6 sib T ion urMCI Door Darr usa mnnr 7, DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASErNr,[NFMY H M m, Aa. txu eat tox wor s :ORNERS ARE COPED AND BUTT JOINED.7-29-911 B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST N M I-IO29-EW-I INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TD L2 MIL. 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ 9TT C SHEET �� S VATER-REDUCIBLE WHITE PRIMER V17H A DRY FILM THICKNESS OF U TO 12 MIL. 14E ui1ET t/41 SKI" M" 14 9/16, 112' CLASS BITE P2* MAX PLO GLAZING DETAIL D GLASS 35 3/4. max INTERIOR — 74. K-A — EXTERIOR SECTION A -A APPROWEVAS CML.LyNG %VITH HE SOUTH FEN WxLOM COM 9O1y1510H OFFICE hccEpvvtm "a Of — 0 31,4. ;E V 35 '3/4' mx SCE GLAzvG ac 3,14' 1-1029-EV-1 Z OF 6 F- -_c 11 1/4' SHIM MAX F— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX SECTION B-B 2 BY WOOD BUCK I 4- MA►tK1ALS LIST IiEH ND. DESCRIPIN PAR] N191BER COHHENTS i 2O WOOD HEAD JAMB EV-14 1 1/4' X 4 9/16' NiL. TO BE PiNE OR EOl]IVALENi 17 Q COMPRESSION VEATHERSTRIP ALI9{ItADI K R N RAN X p 0 (R 4 ASTRAGAL V- PREHppR BRAND OR EQUIVALENT- 5/$' ALUMINUM ASTRAE ALIBIINUH-BLB4P[R THRES►OLD EV-15 WHOM BRAND OR EQUIVALENT - 1 1/4',x 4 9/16' 1 1 / 4.• TOP CHANNEL EV-Dg PREHDOR BRAND - 1 11/16' - 20 GA STEEL 6 � sTEEL sx1m26 9L 1pl Im -fOD 00 tIDLi4 1 f1fl1 ISf [fel g B' T TMARE1 BASF FOAM - DENSITY 2.0 TO 2.5 IbS./f t' BDTTOH CHANNEL CV-07 PREHDDR BRAND - l 11/16' - 20 GA STEEL 9 1D V_MD LACK BLOCK EV-09 4• X 9 1/2' NIL TO BE PINE OR EQUIVALENi --- t1 STRIKE STILE EV-D6 15/16- X 1 11/16- HTL TO BE PINE OR EQUIVALENT 2 HINGE STILE LOCK PREP FILLER PLATE EV-95 15/16' X 1 II/16' NTL. TO BE Pk OR EDUIVALENT 3 4'x4' HINGE EV-10 V- 6 PRENDOI BRAND - 950- THICK- NIL. iD BE POLYETHYLE HAGER BRAND 14 WOOD HINGE OR EQUIVALENT - D97 THICK (STET 1 /4JAMB BID x 3/4, ' f H.V.$. - ! 1/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENT (4) SCREWS PER HINGE INTO DOW 16 im x 2' rims. . N L ux 1 1 L Tr�E1R� TER Dal SCREVS TrriDI1GH SiRICE .lAN1 WYD SIICLI►E JUL +' B' DC THEREAFTER BDIIR fgpl 61 SCREVS THI11" EACH SIDELITE "I (NIO SIILLITE. DP. HAX 5' DL HEREAFTER . FROM EXTERIOR REFER TO ELEVAYMN VIEW, FOR i DF SWVS USED AND LOCATIONS 0B x 2' fHVS. 3/16' 14T( IAq}ta V IB 9 DID X 3/4- F.H.V.S. (2) SCREWS PER HINGE INTO JAMB LOCKSET SCREWS Al EACH STRiI(E PLATE 010 X 1 3/4' FHV.S. KVIKSET BRAND 200 LOCK OR HARLOC RAND 100 LOCK V[HlD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 22' X 64'SINGLE PANEL GLASS EV-19 1 1/4• x 4 9/16' NTL TD BE PINE Ilft EQUIVALENT SIDELITE TRIM (WOOD) EV-20 LASS N AR TEMKRERA YPRIPTL - DC-{ 4J - U3DL VDDD CASING EV-21 5/16 x 1/2' 1(TL. TO BE PINE CTR EQUIVALEN 1/D' WOOD SiDELITE HEAD JAMB 1 1/4'T-- EV-22 z 1' HTL. 0 P OR DDIVALENI - 1 Vd SIRE IY SIRE l+nl3 AS MULIdS �401NGS U V[DD EV-23 1 1/4' X 4 9/16' NIL TO BE PiNE OR EQUIVALENT SIDELITE BASE Pi.YPROPYLENE LITE FRAME EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR EEDIIVALENT -1643. OD.-2 HP Polypropylene by ODL iI6 X 1 I/2' PAN HEAD SCREWS B PER FRAME D S1�LITE STILES EV 26 D 1+ ( ATT R ISll6' X I it/16' NIL TO BE PINE DR EQUIVALENT PIN NAIL 1' Lpfi MAIL, 4' M rim EMI. MAT I• ME IKRAFTER. URI m mum AMR i DOW SILICONE #995 APPROVED AS COAPLYNJU VMTII THE >u J��JJII��1 5: TITOI pWlSlOw 9111DI1O CODE cDIPI)ArxE OFM ACCEPTANCE ND DI-OZ1Y.Z Nri 6@t. B DADE CDUTY MODiFICATIONSEIIR6RSISMpID1BCSI1/II/N JD A DDED PAGE'S (ODOR OPTIONS) IIt RNISIIM lwit BY ARI Pt� PREMDOR ENTRY SYST MS �1 L xrfrtz 31 1029 -E W - I PITISM K. 6062 A SHEET 3 OF 6 ffVISD►1 I f I ffA s 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' n INTERIOR I 79MAX16' . 80 11/16' I MAX 2 BY WOOD BUCK SECTION C-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 AS Cok:kyM "M 1,M 1-1029—EW—I SHEET OF 6 RCvism MIER p OTHER DOOR 'COWIWRA TIDNS war r ✓r • w ��`ww Yt w w r ay K K wIK r y ww trnu r w �� r w r 1 1 mow• w w • w �K _ y- _ w v VCw - k aKM4 ® _ a alcrc ii s.cK V IT w nur1�Y K f�66 ® � p M WY• b �ry - ' ' ' ' t w W L 1r • „� :,, W tr '� iw ii � 1 t 1 1 1 1 w ..w� w s w �„ w � 1{_ -�"� w "' W 'W Y• .� jar K C f(ly �w ••1 K W q H• .c a.ac V✓rw K f�CK ✓✓rw 0 D w K fins i[ P-C" - t t 1 XD LJ-C1.! ' 1 w —1 L-Z on tits DUBS a fk aca c APPS MEO A8 CWAPLyC1G NT7N THE SOlI1H fLpFbdt omnM CooE 011W ay Pi OLs BUKD �� rn ACCUTAMCE Ian_ 01— 031 y7 U X 31-1029-EW-1 SHEET 5 OF 6 i J f-1 T 1 1 r— r--% „ u 1 LK IJUUK FANLL STYLES 36' r-MAX 79 4116 fln nu nun :Max nn0 DD iii �� DDD Duo [] 13 000 BL*W lop 6-PANEL 4-PANEL 9-PANEL 10-PAWL 4-PANEL 18-PANEL • HTHER SIDELITE STYLES 36~ MAX = 7 93 • p p :I SL-2O A-30 =• IL-60 SL-50 ' SL-500 SL-69A A-69B L7 D ao on u�nnnn qd 909 1 PD-1 P11-2 PD-3 PD-4 PB-5 PD-6 PD-7 PD-8 PD-18 QD PO-35 I 6�1 9 PD-19 PO-22 PD-21 PD-22 PD-23 Po-24 PD-25 L7 p DI] DO PD-41 PD-42 1113 on 01 glob 00 D4 101 DD na on nA FLUSH E-P L CROSS IlJC1( 12-PANEL 4-PALL 5-PANEL 5-PANEL EYCBRDv v/SCROLL EYCBiZOV 5-PANEL 5-PANEL V/SCRa.L [YEBRDV 0 � A-69C SL-25 A-55 SL-3OD SL-40 Sl-9DA SL-908 00 Do 00 00 on no PD-9 PD-10 PD-11 PD 12 PD-13 PO-14 11 ------ I iii I 111 u� III i+ll�j 111 111 - ur Iu SL-90C SL-3O0 A-30C SL-70 A-90 flfl q p PD-15 PD-16 PD-17 MTV g a,. C pO �.a o u St PO-32 PD-33 PD-J4 a ,• M I A M I -MADE • R I IXA I I-DA D E COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenidor Entry Systems 911 E. Jeferson, P.O. Bc)x 76 Pittsburah ,KS 66762 CD Your application for Notice of Acceptance (NOA) of, BUILDING CODE CONIPLIANCE OFFICE M11"RO-I)ADE FI-AGLER I)UII.I)ING I -In ivns'r r1./ ama S-nu-- rr, SIJrl'1: I GU3 MIAMI, FI.Ol IDA .13110-1363 (305) 373-2901 FAX (305) 373-2908 c:a�rlt�ca•at� tac:r:�si,�(: sr:c.-rro� (3U:)373-?537 J�r�.\(.1U3)37�•'cS\ co:,riwrrcwF{.NvoitCli\Il:�rIII�'lSJO\ (aU5)]75-2'IGG I'.L\'(.tUS).175•=')UX PItUI)(:CI' C:U.\"I'l�Ol. DIVISION (JUS)375.2'JU3 l',L\ (.1U3) i72•GJ.17 Enter'gy 6-8 S-W/E Outswing Opaque Single w/sidelites Residential Insulated Steel Door under Chapter S of the Code ofMiami-Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recominerlded.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. 13CC0 reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant f'or duality control testing. If this product or material fails to perform in the approved manner, BCCO- many revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this Tpproval, if it is determined by BCCO that this product or materia; flails to meet the requirements of the South Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer. ACCEPTr-kNCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul xoormuez Chief Product Control Division THIS JS THE COVERS11EET SEE r1I)DITIONr11, PAGES FOIL SPECIFIC AND GENERAL CONDITIONS BUILDING CODE S PRODUCT REVIEW CO1,1lITTEE 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. Francisco J. Quintana, R.A. Dirt;ctor IMi:Inli-Dads; Count}' :�I'PROVED: OGIOS12001 13uildin5 Codc Compliance 01111ce 1\-0.450001\pc2000\\template4\notice acceptance cover page.dot Internet mail :uldresa: lrostm:rstcr'i�'buildin< cacJconlinc.com IIcIn4epallc: litlp:N1ti'\\•I\•.buildirl2000lconlill ' Premdor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED • _ JUN 05 2QI EXPIRES : _ April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CO__ ITIONS. I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Ac-ceptance, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as detcmiined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outstiving Opaque Sinold Residential. Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets .1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01116/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be rcfcrrcd to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsingic door only, as shown in approved drawings. 4. INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelitc: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent Inbcl with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved", 6. BUILDING PERMIT REQUIRENIENTS 6.1 Application for building permit shall be accompanied by copies or the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identif c' d in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con •r 1 xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-Q1I4;Z I APPROVED JUN 0 5 -'r'm EXPIRES April 02, 1-006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than ei(Tht (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved",'or as specifically stated in the specific conditions of'this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in We materials, use, ii�rtd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been v:y4 requested (through the filing of revision application with appropriate fcc) and granted by this office. 5. Any of th-c following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done ,-in its entirety. 7. A copy of this Acceptance as well as approved drawings and other 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 nccds not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCI: �. zzz Manuel erei, P.E., Product Co tro Examiner Produc ntrol Division 3' rKLM,UUf<. (LNILkt)Y EHAND) WU0D EDGE SINGLE DOOR WITH- SIDELITES IN WOOD FRAME' WITH BUMPER .THRESHOLD (OUTSWING) WOOD FRAME CONSTRUCTION "HERE DOOR A YSTCM IS ANCHORED TO A NINIMUN iV0 BY V000 V `1 PENINO. . MASONRY OR CONCRETE CONSTRUCTION VHERC RA OUTSVING L.H. OUTSVING MR SYSTEM IS ANCHDRED TO A MINIMUM TWO BY TRUCIURAL WOOD BUCK, MASONRY OR CONCRETE CONSTRUCTION VNERE )OR MtfMgSYSTEM I��S��p�ANCHORT DIRECTLY TO CONCRETE VABCRI ACC 4f1Q1�REDUIRIVEAN I MC'D�ED IEM�Y�VOOD BUC OR WITHOUT A NON-STRUCTURAL 11 ACC N ALL ANCHORING SCRCVS TO BE 110 WITH HIHUN 1 1/2' ENPEDMENT INTO WOOD SUBSTRATE NegntivP jklEll APPRnVFn X t MASOlaRT. PfH TAPCDNS vITH 1 1/2' MINIMUM EMBEDMENT MAS ONRY x WITS SNAU BE BISIALLU ONLY AT LOTAtIONS PR01ECICO IT A CANT OR UNIT MUST BC INSTALLED WITH 'MIAMI-DADC COUNTY 0 S1ER S SUCH IPAT /S LICIVUM IK I CKZIT 11 r,CMTY OR Mgt IN TWtEi STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NON-NABiTABLE AREAS WRC [HE Leal AND DC AREA ARC pCSITAICD'to ID DOOR. THREE STAPLES PER JUMP INTO BASE ON SIDELITES. ACCEPT VAIC1 IIS0.1RAIIOR LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE ADS AND SIDELIPES. OOOR/SIDEL-ITE HEADER, DOOR/StDCLITE JANBS, AND SIOELITC BASE I RNERS ARE COPCD AND BUTT JOINED DOORS SWILL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST 1181TIVE PRIMER PAINT WITH A DRY fILR THICKNESS OP 0.8 TD 1.2 MIL. FRAMES SHALL BE PRC-PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ TER-RCRXIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF DD TO 12 NIL 1uL [ pX[ ,$NJ'/i'C,'HDHi"Sll, f61aiER JAND ALTERNATE, p"3! PiN TAPCONI w/1 1/2' XINIMUN EMBEDNENT NOTErA LES S. -j f----4' MAX MAX R9 x 1 3/4' F.H.w.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS COMOLYING W 11. 1�i OY_ _�//llllLPilh PRODO T C ITROL DPA5:7N U 1 amm c00E COGIPLLLvc= CFF; P ACCEPTAUC9If0a- OS /Y. Z I GLAZING DETAIL ERVIN VILLIAMS 65M TERRR GRAK LATEX CAULK 112' ;LASS BITE I 1/r TEWMI GLASS momml"ll 1-1 OTHER ! ' i ! r w _;� 1-1020-Et--O MT2OT6 ow WM c 3/ 4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B ©, VC70D HEAD JAMB r"Kj HUMNIK. ca"Is --------- U EV-IZ 1 t/4' X 4 9/I6- NIL FO BE PINE DR DUIVCOrPRES EA[NFSIRIP- 1 1/4' VIDD STRIKE JANB _ q 4 &VHI 1Rr-BLB4PER INRESNCLD EV-13 1 1/4' X 4 9/16' ► IL TO BE PINE OR EQUIVALENT PRENDOR BRAND OR E IVALENT TEp CKWL EV-05 - 1 1/4' x 4 9/16' PRENDOR BRAND - 1 11/16' 6 STEEL - 20 GA STEEL 7 Y F BASF WAN- 1°� rt[ att w 41an 6 NSITY •D Ip 2.5 tt_ffI 9 ITCH C!flWl(EL V D EW-04 P...... TR DRAND -III/-- - 20 W STEEL �a BLOCK --- - EV-08 4' X 9 1/2' 1411 rn or n•..- ...- ------ - INTERIOR I 1 1/4' X 4 9/16' NIL TO BE PJK OR it - / IHTGC (STI (4) SMEVS PER 141%X INTTr 1l�i IYAL[Ni� R' ►fau�1Y �iER/iEtrrE Ywt M1R SllriliE, r oOVR rR! RQER rD ELfVAimm VIEV. FIMi s OrSMVS W NO MAID) fV D7 IS/16' X 1 I1/16' NFL TO BE PINE OR EQUIVALENT O-SCREWS AT EACH STRIKE PLATE Kyj&!11, i BRAND 2p0 L W S(71Ev5 TiHgfQ! B1rfyE Wq NTO Im LOCH T1L f'ER TflEiliC • !' OOVR rRUI i0 R C �rl£REHEREArrSE'RMM J" WM SITEUTE AN. 4' 1" rRpl 4) S(REvs 1)� EAM HW W1R A= .S4q _V-18 X 4 9/16' Hit, TO BE PIK OR EQUIVALENT . 22' X 64' SINGLE PAWL GLASS EV-19 f4 SIDELITE TRIM (WOOD) - 4 EV-29 5/16 x 1/2' MTL T"O BE PUNS OR WOOD CASING f/ x 1 Et7U1VALE� WOOD SIDELITE HEAD JAND EV-21 roR s1fE n StuE ewes ►�acrra - f T EV-22 1 1/4' X 4 9/16' Nil. TO BE PINE OR EQUIVALENT WOOD SiDEL1iE BASE EY-23 1 1/4' X 4 9/16' NIL TO BE PK OR EQUIVALENT r16 PROPYLENE LIIE FRAME -16q. WL.2 I!F' PolyPt opytene by ODi 1 1/2' PAN FLAB SCREWS18 P84 1 fYNAIL 4 l9t IWI 4 N r�Rn C1R MS tp RG 1xEluirRil. RR:I Ql AILDIS MRDOW SILICONE 4,995 6'r4scoaFtYoaran� 1raE bWTN FI/H7n{ gam.. p+ - f1M5fON 6CCEPWfCE ffp`Q f -D3/ V.2 t LOCK PREP FILLER. PI 4'x4' HINGE VWD HINGE JAMB 4FD x 3/4' IJLW-r AID X 2' FRV.S. SIDELITE WOOD STILE G072' F.ILVS. LOCRSET rI0 x 13/4' F.KVS rt-1020-EW-0 SHEET 3 OF 6 XVISI N LEIU y 1/4' SHIM MAX 3/4' n VTERIOR I 79M "' 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 gPFRWpD �o" C�.p YWG tNTH 1HE SOUTH �I�1'8'��4�►14.64PE 1 'r-I\ -.UULJ!\ 1,L11V1 ll.._IUF\H I IUJV, - f"K, MA% � �=hil.t5 �i%IYnIG PRiH t►1E • was l4VR1 RIT1Yy1 a• RM WE .IYl1 �� MAX he tt PRI � ' 9tROL AI 4 bMUMCMECOW,.,ceof fills k�PfiCfCE 1N1�t—a_ ,�=_ 6' "Z. 4. X 31-1020-EW-o SKEET S Of 6 �ruar unEe M 1 u ► HLK BUUK HANEL STYLES 36 �{ I¢ M A X nau Goa 0o ao a� Ila ao �a� "'A� x oo as oa as a BLANK TOP 6-PANEL 4-1'ANEL 9-PANEL 4-PANEL 10-PANEL 18-PAIO L OTHER SID-ELITE STYLES 30" -I I— M A X 79 T11A M X ful sL-14 SL-20 SL-30 SL-60 SL-50 u-501 SL-69A u-69t oa od as Pb-1 P0-2 PO-3 PD-4 P9-5 PO-6 PO-7 PO-O u 9 go## oa PD-IO PO-19 PO-20 PO-21 PD-22 PO-23 PO-24 PO-25 age Igo n a ❑ a 101 QUO ODU UUU ❑ o 'Q❑ PO-35 PO-36 PO-37 . PU-38 PD-39 PO-40 PO-41 PO-42 as 00 FLUSH D-PANEL EROSSBUEK au jai as 101 pp 12-PANEL 4-PANEL EYEBRUV U a u-69C SL-25 SL-35 SL-300 SL-40 SL-90A 0o Da °Q Da as PD-9 PO-10 PO-11 PO-12 PO-l3 lil iii " III 111 f t!'I nt 111 � �f HI �n V P043 PO-43A PD-438 OQ 6� Ei❑ QQ 5-PANEL S-PAREL V/SE011LL EYEBRDv viSCRQ L 5-PANEL 5-PANEL EYEBRpv SL-90B u-90t: SL-306 u-30C SL-79 SL-09 Dd ou DD nQ PO-14 PO-15 P9-16 a 1 . �3 1y PD-31 PD-32 R PD-?] PD-34 511C.IIfbii*. �• 1�1jJ 31-1020_ E a P111514a W762 SHEET 6 OF 6 gym 1(ju