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Home My WebLink About140 Crown Colony Way 03-1727PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-91 12 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR C e:. \ ( 'tips PLUMBING CONTRACTOR V6 &\-"j MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE Ian 4ufl8al-wu1. zj I IWo SUBDIVISIONUclk&.1\ PERMIT # ` 2DDATE ,3 - 03 PERMIT DESCRIPTION PERMIT VALUATION --1 00 SQUARE FOOTAGE oci-o VI Q CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 140 CROWN COLONY WAY for which permit 03-00001727 has heretofore been issued on 5/07/03 has been completed according to plans and specifications filed in the office of the Buildi Official prior to the issuance of said building permit, to wit as ,C.S. acomplies with all the building, plumbing, electri al, zo ing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected DATE APPROVAL FIRE: Inspected UTILITIES: Water Sewer Lines In u 1 l M Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: I Street Drainage—, tI\—y`-I tF, , Paved Maintenance Bond PUBLIC WORKS: Street Name Signs bb lLl Storm Sewer Street Work DESCRIPTION WATER - SEWER IMPACT FEES O1- APPLCTN FEE -ELECTRIC O1- APPLCTN FEE -BUILDING O1- APPLCTN FEE -MECHANIC O1- APPLCTN FEE -PLUMBING 02- ENGNG DEVLPMT FEES O1- FIRE IMPACT - RESIDENT O1- LIBRARY IMPACT FEE O1- OPEN SPACE Street Lights Driveway FEES PAID DATE AMOUNT 5 07 03 5/ 07/03 5/ 07/03 5/ 07/03 5/ 07/03 5/ 07/03 5/ 07/03 5/ 07/03 10. 00 10. 00 10. 00 10. 00 10. 00 59. 27 54. O0 279. 61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 140 CROWN COLONY WAY for which permit 03-00001727 has heretofore been issued on 5/07/03 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 5/07/03 91.93 01-RADON GAS TAX FEE 5/07/03 10.33 01-ROAD IMPACT' FEES 5/07/03 847.00 01-RECOVERY FD/CERT. PGM. 5/07/03 10.33 01-SCHOOL IMPACT FEE 5/07/03 1384.00 WD YMPACT:SINGLE FAMILY 5/07/03 650.00 SD IMPACT:SINGLE FAMILY 5/07/03 1700.00 nx-m- iAow -F II OWNER BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: O 72_, ADDRESS: CONTRACTOR: PHONE #: yd1- L\r) J -'k,\\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. ngineering Public Works Utilities 0 k ,C).5w,:.iU 1/ e5 0 Fire A I OZoning f\ I P OLicensing V) A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) RE CERTIFCATE OF OCCUPANCY aa:-- lbw'f REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: \\- \3 -y ?, PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yp1- W) `j —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 j Public Works 0 Utilities 0Fire A 1 h\ OZoning f1 IN OLicensing V' A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 I , 1 1 j j I 1 4 1 1 I 1 I a. 0 `i 1 , CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION _ I I I 1 r gz 1 I 1 , SINGLE FAMILY RESIDENCE**** I I DATE: x\- \3 -y 3 E":.. Vo a C...... PERMIT #: W..o QLA 0C ,0 a u 1ON • O 1 ADDRESS: 1 CONTRACTOR: PHONE #: LAd1— yr) CL_ V) , V U The building division has prepared a Certificate of Occupancy for the above location and is requesting final-inspectidn 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. Clear 0r (/i> 14lc ClEngineering uPubli( COND OFire L OZoning f\.l OLicensing l N IF APPROVAL IS CONDITIONAL) AYON, LAND SURVEYORS Address: 140 Crown Colony Way 300 COUNTY ROAD 427 5OUTH LONOW000, FLORIDA 32750-5499 TELEPHONE: (407) 630-9080 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Legal Description: Lot 25, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 25. meets or exceeds the requirements set forth in the City of Sanford .Building Code, Sec. 6-7 (a). Domir:ick F. C?vone Fio'rida Land Survoyor &: Mapper Reg. No. 2005 Licensed Pusioess:No. 5073 11-6-2003 Date Fieldwork Completed W.O.# 2003-15226 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Importart Read the Instrudions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 140 Crown Colony way O.M.B. No. 3067-0077 Expires December 31, 2005 For Insurance Company Use: Company CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 25 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Aocessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): W - ##.##" or ##. ) NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIPCOMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME I B3. STATE CROWNOLONYC1 120294 SEMONOLE B4. MAP AND PANEL B7. FIRM PANEL 139. BASE FLOOD ELEVATION(S) NUMBER 65. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE 138. FLOOD ZONE(S) Zone AD, use depth of fl)oding) M17C 0045 E 07195 4tl7195 X 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM Community Detemuned Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: NGVD 1929 NAVD 1988 Other (Describe): 1312. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction' Finished Constnction 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, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, ARIAO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and,datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on th FIRM? Yes No X a) Top of bottom floor (induding basement or endosure) 17 9 -L"l fL(m) o b) Top of next higher floor ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) o 0 o d) Attached garage (top of slab) ft.( m) E o e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area) E 0 Xf) Lowest adjacent (finished) grade (LAG). ft. m z' o g) Highest adjacent (finished) grade (HAG) J(m)N o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certircate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by (ne or imprisonmentunder 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, copy the corresponding Infortnaadon from Section A For Insurance Company use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIPCODE Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. 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 (inducing basement orenclosure) of the building is _ ft.(m) in.(crn) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6$ with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ f .(m) _in.(crn) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform ofmachinery and/or equipment servicing the building is _ ft.(m) in.(crn) aboveor below (check one) the highest adjacent grade. (Use natural grade, if available). E5. ForZone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodpUn management ordnance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and Eare correct to thebest ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SI NATURE ,/ DAT TELEPHONE J ^ Z"" 11111163 407475.9112 COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA4ssued oroommunity-issued 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 OFCOMPLIANCE/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 offlooding 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 CI U[ S[MlNUL[ IM|` ACl, FEE DAT[HENT ISSU[ D DY CITY ()I' ANF()kY) STATEMENT NUMBER 103-75458 DATE: BUILDING PERMIT [/?-](CITY) COUMTY NUMBER: __________ UHIT ADOPE,15S: T[ a)|'FIC P.ell!FOND S[ C: ___ 7W R ____ PNRCEL: _30. SUDl IVI;IUXTKACT: '' ________ I/'^r ----_____ _ PLAT E[OK: PLAT OOK PA E: B|OCK: 0WINILk HAM[ e- u,_:,------------------' - APP|'ICANT NAME: A0DRESS: ---------L----------------_------------------------------------- - LAND USE CA7EEORY: 001 - Single Family Detached House TYP[ UCL: Kewideo{ial WORN DESCRIPTION: Single Family Heuse: Detachad - Construction E BENEFIT RATE FEE UNIT RATE PER 0 & TYPE TOTAL 0\)[ TY|'[ DIST SCHR8ULE DESC. UNIT OF UNITS UAD ARTERIALS CO - WIDE O dwl unit $ 705.00 t $ /05.00 RU/\DS COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIURARY CO - WIDE O SU<(OL3 CO -WIDE O RCC[IVLD DY: dwl unit $ 54.00 1 $ 54.00 dwl unit $ 1,384.00 1 $ 1,004.0O AMOUNT DU:..-: $ 2,285.00 SIGNATURES 7-- '--------------'' NOT[ TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWMBR AND NSUR[ TIM[ LY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. 601):' 0ISTKIEUTIDN: 1- COUNTY 3-CITY r'A|'|' LICANT 4' COUNTY P[[4')' 0*; Ak[ ADVISED THAT THIS IS A STATEMENT OF FEES WHICH A|ZE DUE AND PAYABLE PRIOR TO IGEUANCE OF A BUILDING |`BU1I[. PF[';ONS AR[ ALSO ADVISED THAT ANY RIGHTS OF THE AvPLlCANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR DUCAJl0HAL (SCHO[/ L) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SI()NhTUK[ DATE ABOVE, BUT NOT LATER THIN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE RERUIREMENTS OF T|([ COUNTY LAND DEVELOPMENT CODE. CO?IES OF THE RULES GOVERNING APPEAIS MAY BE PICKED UP, OR REQLES7ED, FROM THE PLAN IMPLEMENTATION OF[JC[: 1101 LAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD DUIiDIHS DU` AklM[Nl 300 HURll( PNZK AVE>K/E SAH(DKD. [ i 32771 PAYMENT E6OiLD BE BY CHECK OR MONEY ORDER, AND SHOULD !UEFFK[HC[ T|U[ KTAT[M[NT NUMBER AND CITY BUILDING PERMIT NUMBER AT TH5 TOP i]L: F\' UF THL: 9=11THlC SThTFMTNT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF ATT)": FAMILY BUILDING NgWWE HORSE, CLEF( OF CIRCUIT COURT SEMINOLE COUNTY BK 04600 PG 1223 CLERKS # 2003071667 RECORDED 04/30/2083 04t21135 PN RECORDING FEES 6.00 RECORDED BY N Nolden NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0250 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 25 140 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) V CONTRACTOR U. OnJU) U. U 19 o W W J N Y M Z P0itWZZ Z oOC api.+0 a 2a 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 407646-6304 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. Kamaf Title, 200 W. 1•t St., Sanford. -.FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KEI MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this - day of NotaryPublic 2003. IAPR 3 0 2Mi DEBBIE TIME CER11fa My Comm Ev. 15005 MARYANNE VMUOpR 52 8No. CC993LERK OFCIRCUITCOURond(OkerwnaDy FLORW EMINOLE COUNT` pE u, CLERK CITY OF ,SAN` ORD PERMIT APPLICATION"' Permit No.:O3" a Date: 04/29/03 Job Address: 140 CROWN COLONY WAY Lot: 25 Parcel No.: 33-19-30-5QS-0000-0250 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: Flood Zone: X Valuation of Work: $7-2;7#2-.Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 270 2 Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contractor: RUSSELL KEITH SUl\IMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address Bonding Company Address: N/A Mortgage Lender: N 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 04/29/03 Signatur ,of O ner/Agent Date C> 04/29/03 Signature ofContractor/Agent Date RUSSELL KEITH SUMMERS RUSSELL KEITH SUMMERS Print Owner/Agent's Name Print Contractor/Agent's Name 4. 04/29/03 L%i_ Signature of Notary -State of Florida Date Signature of Notary -State of Florida OF F 09 DEBBIE TIME Le DEBBIE TIMENOTARYoMyCommEAp. 215/05 , n PUCK p No. CC 999378 My Comm Ev. VW5 No. CC 999378P.r. r,,,p Kr,pvnt I 1 OU, I D. Perwnally Known 1 I other I.D. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me of Produced ID Z-0— Produced ID nai174/n1 uate APPLICATION APPROVED BY: . 4 1111t_ r _ 5- 3 Date: 04/29/03 Special Conditions: u CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Address of Job: Electrical Contractor: Residential: __V_0_00_ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: 10.00 TOTAL DUE: ysevi By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. App' nt's Signature ZZC0001663 State License Number 1a'st t. tl t L CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 140 Crown Colony Wad/ Lot: 25 Panel: 5 Mechanical Contractor: GARY CARMACK Residential Non -Residential Amount INature of Work: By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: __ 140 Crown ColoE / WayLot: 25 Panel_ 5 Plumbing Contractor: _____— WILLIAM T. SELF` ___ Residential: _ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential 52. 00 NewResidential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: 10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant' s Sign ure CFC057039 State License Number ALaronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLoRiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA p 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: CROWN COLONY Lot: 25 140 Crown Colony Way. mac_ RUS L ITH UMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. nn00U111"1-4C'SPS- DEBBIE TIME My Comm Exp. 2/W05 i • _ No. CC 999378 NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for. MAROWA HOMES. INC. DESCRIPTION: LOT 25 CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G 1 PAGE(S) 7G thrV 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA J. LOT 4 IDYLLWILDE OF LOCH ARBOR 5ECTION-6 LOT 5 OUNDBLOCK' B ' PLAT BOOK 21, PAGE 40 1 BLOCK • P NOOO 1 NG W 74.5 g.O NP U GIkB- — — — — — _—/s'F- - - - - - P- 4EF0,0 Q en) 5 zaD.E. } .k 50' O To Q Si GRAPHIC SCALE E vv i, hl \ 3D' Q Q LONL PATIDLOT2 • 1 LOT 24 ui ch e • ° r ^ °' 40.Dv ui cr) MODEL: w CHESAPEAKE ' K' 3-2) BLOCK FINISHED FLOOR . ELEVATION- P- 48.131 S DRAINAGE TYPE, ^A' m 01- Z O WITH 1D' X 30' LDNC. PATID 1 G 1 17.00' R: IDD.bD' 1c.o z ARL : 1.13' cz zn W , v; C k = 1. 13' Ck.8fG S 00a31'D3"E N a a FLOOR LAB ; la U.E. a z W 2 P.C. 1•j u W W W WMUSTBEI tp 41s000 > 114G"E 73.3ZF ADJA ENT ROAD UNLESSQ. g OTHERWi§E APPROVED a W oN NN CROWN COLONY WAY NOTES: 4 P.CP.C' 50& 1 1'4G'EFLOODCER77nCA77ON1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING SOO.11.487E. BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCERATEMAP, THE STRUCTURE FRONT' 25HEREONAREBASEDONSITEENGINEERING PLANS FOR THE PRO E SHOWN HEREON DOES NOT LIE WITHIN REAR: 20' J. BUILDING TIES ARE TF 4. PLOT PLAN ONLY. LOTT FOUNDATION. HAS NOT BEEN STAKED THE 100 YEAR FLOOD HAZARD AREA. SIDE. 7.5' THIS STRUCTURE LIES IN ZONE ' X -. SIDE STREET: 20' IN THE FIELD. COMMUNITY PANEL NO. 120189 0040 E BUILDING LINE: 60' EFFECTIVEDATE: , APRIL 17• 1995. THISISNOTASURVEY. MAP REVISION DATE: SUBJECT TO CHANGE) LOT 25 CONTAINS THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES ASOTO THE FORMATION REFLECTED PERTAININGTOEASEMENTS. RIGHTS OF WAY. SETBACK REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH HEREON LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NED TO ENDOTINTENDINFORMATIONSHOULDBEOBTAINEDANDCONFIRMEDBYOTHERSTHROUGHABBREVIA77ONSILEGEND: APPROPRIATE VERIFICATION, NUMBER P,I..-POINT OF TANGENCY NO.OF C nR.-RADIUS P.1.-POINT OF INTERSECTION OF CUR CONC- CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT L.S.-LAND SURVEYOR -P.R.C.-PORT OF REVERSE CURVATURECORDSE RC-A ENGTH B.-NSED BUSINESSNr REq CENTERLINE A/C -AIR CONDITIONER PAD D. E.-DRAINAGE EASEMENT CH. ORG.-CCHHORD B ARIINC SCUE:PSIDFW OrNTOF (j COMPOUNDEASEMENTCURVATURED.U.-UTI I DRANAELENUTIL/TY aDELTA (CENTRAL ANGLE) D U E -DRAIN AGEd UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC THIS Sui:VEY NOT vALID UNLESS EMBOSSED WITHTHESIGNATUREANDRAISEDSEALOFREVISION DAB A FLORIDA LICENSED SURVEYOR AND MAPPER LAND SURVEYORS AND MAPPERS je 300 SOUTH RONALD REAGAN BOULEVARD oi Li,aJ LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830- 9080 FAX N.(407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPERNUMBER2005E-MAIL: CAVONEOCFL.RR.COM LICENSED BUSINESS NUMBER L.B.5073 LOT by NEIL PLOT PLAN 3-12-2Do3 CAOD FILE: CROWNCOL25. 1)WG W.O.2003-3179 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 2S Subdivision: CROWN COLONY Property Address: 140 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). x 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). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x 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. 0 h. Square footage table showing footages: Garages/Carports 368 S.F. Porch (s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1,62S S.F. Total (Gross Area) 2,012S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Tuesday, April 29, 2003 SIGNATURE: By Owe or Authorized Agent) Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Revn olds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — t'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 fasteningmethod; if applicable. II. Governmental Product Approval: A-gency 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 3/1'5/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,, City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melboume Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 e a e e e e SEE CHART FOR s aa•<ad. ' e a a° FASTENERS y VERTICAL MULLIONSCHEDULE ~ CAULK Toppu _ SINGLE UNIT TYPE OF'- MUL OF MULLLIONTYPEOF CLIP V A 1 WINDOW WINDOW. DESIGN PRESSURE y W i 3/ 8"MIN. WIDTH HEIGHT NUMBER AND o W 10 X34" WINDOW INCH INCH 35 PSF _45 TYPE OF FASTENERS :i V A Q) TER SCREWitHEAD38-' 4b ___ 1.0 g 3.0_-- -__ pK ¢ _3 160 x 1-1 n TAPCONS o lY T 1_0 _x 3.0 .---- 1 19-1/8 L55 8? --- ------4 _J60x 1J2 TAPCONS ' LamWZ_ 10 --- WINDOW" 4 _J1601-JJAM 4' ---1- g 3. 0------OK--__ 4 _3J161:1' x__1_-J2" T_APCONS '4 1.0 x3.0 OK 4 3 16?_x 1-1 2" TAPCONS , ti Lj 5/8" 26" --1-0 x 3_._0 ] C 38_-1 4„ --- ---OK _3 160 x 1-1 2 TAPCONS Lx3 MULLION XFLA- 26-1) " 26-1/2"50-5Z8'` _-- --- ---OK--- 4 _3J80' x 1-J2 TAPC_ON_S 1:0 _x3.0 OK 4 3J60„ x _1-1 TppCONS lx4 MULLION XFLA-9) _ 63" - x 3.0------Og_-- 4 _3J80"-x1-J2 TAPCONS FLA-45 •1.0x3.0--- --- OK -- 4 3 160A x 1-1 2" TAP MULLION ANCHOR CLIP 26" 1_0 x 3.0 _0_K4- 3 160 x1-1 2 TA_PC_ONS 1B GA GALV. 38_ 1,7e - 1. x 3.0--- OK -b---- SHEET METAL 37" 50_ 6Z8' --- --- --- 4 _3J6m x 1- J2" TAPCONS 4 q b 800 L.B.MAX CAPACITY 63" OK_ 4 3J60 x 1-1 2 TAPCONS h WINDOW 5/8" __1.0x3.0--- --- --- ---- ------ yt OK 4 3 80 x1-1 2 TAPCONS y y q JAMB 76-3 4 1.0 x 4.0 OK 4 1 40 r x 1-1 2 TAPCORS p a s 7/8" ix3 MULLION XFLA- 26-1) 28" 1_0 x 3.0 lx4 MULLION XFLA-39) 38_ 1T4 _---i p x K__ 4 _3 160 x 1-1 2 TAPCONS a o A 10 x 3/4" _ 3.0--- - OK--- q 3 i6_u" x _1_-1 2" TAPCONS < TEX SCREW 53-1/8"50_5Z8_" - 1_0 x 3.0--- --- --T ----- ` a OK---- 2 _1j40 x 1- i 2 TAPCONS I 1:0 x 3.0------------ WINDOW - 83" OK 2 _1j40x_1-1/2" TAPCONS z SILL 76=3 4'' ---1. 0 g. 4 0------OK--- 2 1 41a'' X 1-1 T' TAPCONS CAULK F MULLBOTTOM + i„ ' i .3/ 8-MIN. -,. , - A B.®.A.F. cl PRECASTED -- _ -3 ..MIN. rACTURER NAME: 4 SILL _ o p D . 3/ 4"MAX MASTER I` D p p SEE CHART FOR D p D ------- FASTENERS- NOTES: a 1) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6063 T6, g ci OR 8063 T5. 2) WHENTHEREISONE TAPCON (1/4p" X 1-1 2') FL E CHARLES A 'P6 EN, P. E. ON EACH ANGLE LEG, THE T CON SHALL E oERUN& Z DATE 3/2120121 /03) IQ CON RETE COMPRESSIVE STREPLACEDON MULLION CLIP NGTH = 3.000 PSIC 3 AT 28 DAYS. o ti o o NORANDEX PAGE- 30 NOTES: 1) ALL ALI OR 608 2) WHEN l ON EAC PLACED 3). CONCRE AT 28 1 CHARLES FL REG. RATE: DW SILL SH BEAD q W N ZJ A n W qrj Z Q 04ro co i oil 4' O Fri DW SILL c i 0 a z 3H HEAD y k 0 NURANDEX MA ''ACTURER' NAW: PACE .24- l„f 3%16*0 x 2-3/4" TAPCON TH U 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT D(TO MASONRY. 3EE ELEVATION FOR ANCHOR SPACING. 2) fl0 z 1-3/4' Fii—SMS INTO .2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. 2) '10 tt 1 3/4' PH —SUE INTO 2 BYBUCKWITH1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK 147.375' 18 184) 24 902.51 49 l8 6 gL52.760' Ro.Z SI 57.5 a7.5 67.5 24 le 9 g 1IL3w 75.5' 6711 57.5 to g a67 20 gr7eae2sea) 66.9 8a 8 10 e2or45 45 75 5 gp 24 16 t0. o BD.S' 15276e' BB a80 e4 t011--W Oe' a) asS 638 to to75.5' 514 66.4 to 10tea" pg- bla 54.e eo 10 . 13.825 C6) 6{.6 14 5 10 to HMO Q1nI PARHNIFhSl9 ItiDiCan PZNR. 31ZB 01 APES=. !r,a I! S REQUIRED TYP. JAMB. SE( D SHIM (SHOWN MUDD TRACK AS REQUIRED 1 BY 2 $y2) 3/10"0 z 2-1/4' TAPCON ORMIAMIDADEAPPROVEDCONC. FASTZNERSEEELEVATIONFORANCHORSPACING. NOTES: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/42; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T6• 3 USE HIGH QUALITY CAULK BEHIND' WINDOW FLANGE. 4; GLASS THICKNESS BASED -'ON TABLE FA300 GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE. 5) PRORESPONSIBILITYUCCTSTO . FOR SELECTION OF NORANDEX BURRING COD SOORDIAP) ANCES-OR OTHER SArLAWS, TION REQUIREMFNM REST SOLELY WITH THE ARCHITECT. BUILDING OWNER 'OR CONTRACTOR 7) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSIAT26DAYS. 1/4' SHIM , MAX 2BY2)lca nrtvtmx No. OF HCHOR4 Ni OF ANCHORS 0 ' TH 30 e 24 is 9 a to to a i toso to CO 0!4 to Ototo e4 10 to 10 C O 4 y ,. 19 20 10 10 l0 to 2) 3/18'0 z 2-3/4' TAPCON y N k bWiORMIAMIsb DADE APPROVED CONC. Q K A . 7 — FASTENERS. SEE ELEVATION FOR u tNANCHORSPACING. b 01N El c44 Q/W V3 k1 V Ur. I 4BY2) TT=L% pmjLTmx 10, NORANDEX r PAGE 23 2). 810 x 1--3/4" PH-SMS INTO 2 BY RUCK ORs/16 0 x 2-3 4' TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4 MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4' FH-SMS INTO 2 x BUCKSEEELEVATIONFORANCHORSPAr[Wr 2 BY WOOD BUCK 2) 010 x 1 3/4" PH -SITS INTO 2 BYBUCKWITH1-t- MIN_ SEE ELE AVTIONFORANCHORSPPAEMBEDMENT WOOD BUCK 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 Epp( XxxxALL 301/is" x 591/2 " 53.3 55.8 10 16 18 6361Wx591/2 a 49.8 49.8 12. 18 22 630 %6" x ,791/2 " 49.7 49.7 10 16 2036Vie' x 791/2 " 45 45 12. 18 22 8 8 SERIES•'500 ALUMINUM SLIDING GLASS DOOR. ALL OPERABLE PANELSFASTENERCHART CE' I ITRt L F(1RIDA B, . (2) 3/16'0 z 2-3/4' A.F. TAPCON OR MIAMIIIMLARNAM: E WIDTH x WOOD BUCK DADS APPROVED CONC. W. 4ANCHORSEEELEVATION FOR SPACING. SHIM .AS RE UIRTYR `HORIZONTAL SECTION WOODSHIMgSHOEDOR MUDD TRACK AS RFAUD2ED 1 BY 2 BY BUCK 0 ( 2) 3/18"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEEELEVATIONFORANCHORSPACING, c NOTES; 1) SIIDd AS REQUI)2ED, MAX SHIM STACK 1/4 2ALLALUMINUMEXTRUSIONSAREALLOY8063-T5 GORT6WITHTYPICALWALLTHICKNESSOF0:62' . 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. a4) GLASS THICKNESS BASED ON'TABLE E1S00 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE e6) THE RESPONSIBILITY FOR SELECTION .OF NQRANDEX PRODUCTSTOMEETANYAPPLICABLEGOCAL..LAWS, HEADER AND* SILL, SECTION REIUIRGEME?.cs RE°T.SINOLLEELYWIITH THE ARCHITECT. 1- YR 1 BY BUCK 6) CONCRETE COMPRIMME STRENGTH a 3:000 PSI AT28DAYS. X X h PANF+ PANEL Imam 1/ 4' 3H1M---I-- MAXem : me iK X X X X PANEL PANEL PANEL PANEL 2BY2) mcALna Anon (4BY2) TiPiCiL 6LLYA110x J - 1'w n• N N a' NO Qom\ a ty A7 t NORANDEX PAGE 22 9 10 X 1-3/4' PAL S.M.S 10 X 1-3/4` P.H. S.-M.S: W/1-1/2- MIN. EMBEDMENT W/1-1/2` MIN. EMBEDMENTSEEELEVATIONFORSEEELEVATIONFORANCHORSPACING. ANCHOR SPACING. 101 NOTES: 1 :SHIM AS REQUIRED, MAX $HIM STACK 1/4•. 2 ALL ALUMINUM ;ENMUSIONS ARE ALLOY 6063-75 3 USHIGH QAMY CAli1.KjBEHDID WIND OF OFLANGE. 43* GLASS: THICIQNJf3S•.BASED ON TABLE E1300 GLASSCHARTS- AND , ' ly- NARY DEPENDING ON SIZE. 5) 7'FIE.7gE5PUNSIHILITI`;'OR SELECTION OF NORANDEXptl16PRODUCTS.;7U:;;MEET.:ANY :APPLICABLE LOCAL LAWS, HIIIliDDiO.lCU E9; :012DINAN¢ES OR OTHER SAFETYC) RERUIRLMEN73: k> T. `SOLE ,Y WITH THE ARCHITECTBm'ma.:oWNER'.109''CONTRACTO R. 6) NOTE '•• `DNDIC'ATES THAT UAL. FASTENERS ATHEAD'• AND:SD::l tip' AT T FIN ATTACHMENT o. UNDER SHEATHING A • 10 X 1-3/4' P.IL S.M.S. CENTRAL FLORMA BAIA.F. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION 1:OR ACTURER NAB; ANCHOR SPACING. OR4^zFX MASTER FILE # 3 pousls I I . HEADER 'AND SILL SECTION w t°1X 1—s/4- P.H. / / 2 MIN. EMBEDMENT WOOD FRAME SEE-ELEVATION1CSPACING. FOR SHIM MAX t TOP AND BOTTOM) CHARLES,** A:... 1P N ro. R FL REG.. ENG49121 DATE:.: 3/?7/Q2•- 25" 37- 1/4' 49- 6/8 62" WINDOW FASTENER. SCHEDULE HEAD/ SILL N0. J HORS SEE " NOTE 6 35 45 60 PS PS PSF 95 PSF 45 60 PSF PSF y to TW q 2 2 20 2 2 2 2_ z•' 9 3. T' 2 2 2A 2 q Lj to g 4 • 2 2 w 22• 3• 2 3 3 3 3 ti 3 3 3 46 2 3 3 co 22 2 2 2• 2• g 9 3 3 3 3 co G] g! 2 2' 2 2 2 3 3 2• 2• 4• 3 2 4 4 4 4 4- 2 b 1: CE 2 2 2. 3 4 5 2 2 2• 3 4 6 3 1 3• 3 4 5 0) 1 yVy be}e} a" i4O c p 0: 0 u mar •mm mOA ! 7- RTAEL-A Drr C IZ1111 6 g DSt'AIL-B NORANDEX I PAGE 10 10 X 1-3/4' PAC S.ALS. IT/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. N O TV. a vI I a 9 10 X 1-3/4" P.H. S.M.S. W/1-1/2' NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI IG Ul' AIiTV L' 11 CTt %: LlI_445 Lj-j ALT. FIN ATTACHMENT .. 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EM13MMEW SEE' ELEVATION FORUNDERSHEATHINGFORANCHORSPACDIG._ WIDTH TYP. JAMB SECTION WOOD FRAME SHIM (B fHA1 S) 2.437 NOTES: SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. 750TYP 2; ALL ALUMMUM- EXTRUSIONS ARE ALLOY 6063-T5ORTe. WITH TYPICAL WAL4 THICKNESS OF 0.82' . 10 X 1-3/4' P.H S.M S. 3) USE'HIGH •QUALITY'.CAULK BEHIND WINDOW- FLANGE. MIN. EMBEDMENT 4)' GAS T111CKNFSS.BASED ON TABLE E1300 GLASSODDSEEELEVATIONFORCHARTS. AND •MAY'VARY DEPENDING ON SIZE. I ANCHOR SPACING. 5) THE RESPONSIBILITY FOR -SELECTION OF NORANDEX HEADER AND SILL SECTION WOOD .FRAME PRODUCTS- MEET ANY APPLICABLE LOCAL LAWS, - BUILDING:CODE$; ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDD(G''OWNER"OR CONTRACTORCHARLESAP p.E; •B) NOTE • INDIUATES-'THAT EQUAL FASTENERS ATFLREG. ENG. 'f- ,4912L• HEAD AND' SILL ARE REQUIRED. DATE; 3/27/62 TYP. T HE1D L a. 24- 4G AIL -A OF DETAH.-C SASHi DETAIL=B . NORANDEX PAGE 21 3/16' TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. --_ An [4 .4 O• 10 F.H. S.I,LS. WA-1/2' MIN. EMBEDMENT NORMSEEELEVATIONFOR ANCHOR SPACING. p5 RE / REQUIRED, MAX SHIM STACK 1 4'. 2 ALL ALUMINUM 'EXTRUSIONS ARE ALLAY 8063-T5 3 T6 USE HIGHQUAALITYPICALCAWALL THICKNESS OFUIBEHINDWINDOWOFLANGE a 4; OR GLASS TMCKNESS BASED ON TABLE E1300 CLASSCHARTS; 4 AND MAY VARY DEPENDING ON SIZE. 5) THE- `RESPONSIBILITY FOR, :SELECTION: OF NORANDEXPRODUCTSToMEETANY'APPLICABLE LOCAL LAWSBUILDINGCODES, ::ORDMANCE4 OR`'OTHER SAFETY ' REQUIREMENTS' REST SOLELY WITH THE ARCHITECT; BUILDING OWNER' -OR CONTRACTOR. 6) A PRESSURE TREATED: 1 WOODEN .BUCK[ :OR MARBLESILLSHALLBEADDED 'UNDER- THE PRODUCT TOFULLYSUPPORTUNIT.. THIS;'SUPPORT SHALL BEFIRMLYATTACHED'INT6 MASONARY'AND SUPPORTTHEPRODUCTOVERITSKILLLENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSIAT28DAYS. ALT. HEADER SECTION 6) NOTE • INDICATES MAT. EQUAL FASTENERS ATH TYR 2 BY BUCK 0 AB.O.A.F.- 3/16" TAPCON il<A Ul'ACVURER NAM: W/1-1/4~ MIN."EMBEDMENT Alo.44AI, SEE ELEVATION FOR ANCHOR SPACING) IA9TTR FELE # a G I CALL SIZE WIDTH 7 A 1 BY BUCK O 2 BY BUCK SHIM TYP. JAMB SECTION TH JAMBS). 1 'BY 2 B " BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARL ES ' A 'P- FL REG. MG. ,49121 DATE: 12A ol, 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE N0. ANCHORS N0. ANCHORS WIDTH HEIC HEAD SILL SEE NOTE 8 JAMB INCHES) (INCHLSnS) 3 45-60 4P-F0P35SP 19-y8" 2 2• 2 228-12 26" 2 2•— 2 37" 2 3 2 2 53-1 8' 3 3• 2 — p 198~_ 2 2• 2 3 2 2' 2 3 2 3•— 2 363-1 8~ 3 40 2 3 28-1 2 50-5/8' 2 20 3 337' _ 2 3' 3 3 b3-1 8" 3 4•— 3 3 2-BT-1 2 83' 2 2' 3 437 _ 2 3•— 3 4 53-1 6" 3 4' 3 4 28-1 2 48_3/4- 2 2• 3 4. 37~ _ f2 3 — 4 53-1 8' 3 4' 3 4 Ic1Y OIQt •mnt dippImcD e. I 24' o.a W21 A IFF - O DETAIL-C DETAIL--B 0 U 4 1. NORANDEX PAGE 9 3/16" TAPCON WITH A MMIIN. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING.- L_ 750 TYP 1. NOTES: . 1) SHIM AS REQUIRED, MAX SLIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 31 OR USE TIHIGH Q TH ALIT CAULK BTYPICALWALLEHINDESSOWINDOW .62" FLANE 4GLASSTHICKNESSBASEDON. TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING 13 SIZE 5) PROTHE RESPUCTS TSI MEET FOR SELEMON OF NORANDEX PRODUCTSTOMEETANYAPPLICABLELOCAL, LAWS. BUILDINGCODES, ORDINANCES OR OTHER SAFETY REQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDINGOWNERORCONTRACTOR, 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILLSHALLBEADDEDUNDERTHEPRODUCTTOPULLY.SUPPORT UNIT THIS SUPPORT SHALL BE FIRMLYATTACHEDINTOMASONARYANDSUPPORTBY OTHERS). THEPRODUCTOVER I1S FULL LENGTH (SUPPLIED CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT 28 DAYS Tn'• 2 BY BUCK 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEEELEVATIONFORANCHOR SPACING. d v EZW i 1. 940 3/ 16' TAPCON W/ 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. A URTi.OR.ID, B.O.A.%'. o E$ 1VAME: MASTER F".# G. d. I CALL SIZE WIDTH a 1 BY RUCK 4© 2 BY BUCK °t TYP. JAMB SECTION 1/ 4" SHIM 1 BY . 2 .BY BUCK MAX ( ROTH lAuml JD Db SEE NOTE 6 HEADER AND SILL SECTION Fi RFFG- A. P.E. T' P. 1 BY BUCK ' 49121 DATE: 3/21/02 10 F.H. S.M.S. W/ 1-1/2' MIN. EMBEDMENT SEEELEVATIONFORANCHOR SPACING. MAX UN" TWM T r¢ s' 0.0M12 AIL - A DETAIL- C SASH fi/ DETAII- B 2 MIA .MI- ADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prentdor Entry Systems 911 E. Jefer•sorr, P.O. Box 76 Pittsburgh ,KS 66762 NIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE•CO,%,IPLIANCE OFFICE MHDRO-DADE I l'-AGI•.lilt I3U(L1)INC; lot) WESTFLAGWR S.1,10:171, SUIlli IGn.; MIAMI, FLORIDA 33130-1563 305) 375-29()1 FAX (305) 375-2vos C0.117ILAc-roa t.IC:o-:st . sr:c rroN 3u5) 375.2527 F.I.N (.1u5) 375.255s o. ru,tcrort t,SFc)ru ),%•Isj()N Jus) 375•276G I.Ax pus) 375-29(js nu I)I;C:r• c:():1 oot. nn tsu YOtrr application for Notice of Acceptar)ce (NOA) of: pus> 375•.2902 VAN (305) 37]-6339 Entergy- 6-8 S-W/E Ins•ing OI)aRue Double w/sidelites Reside' Insul:ttcd Steel Uoor under Chapter 8 of the Code of Miami -Dade County govcrnin the use of :Alternate Materials and*Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; CountyBuildingCodeComplianceOffice.(13CCO) tinder 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 revolve, modify, or suspend Elie Useofsuch 'product -or material immediately. BCCO reserves [fie right to revoke this approval; if it is determined by. BCCO that- this product or material fails to meet the requirements of the South if Building Code. Tile expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 ,r EXPIRES: 04/02/2006 Raul Koorrguca Chief Product Control Division THIS IS THE COVERSHEET. SEE ADD.ITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by'the BCCO and approved by the Building CodeandProductReviewCommitteetobeusedinMiami -Dade County, Florida under tile- conditions set forthabove. APPROVED: 06/0i/2001 Fmncisco J. Quintana, R.A. Director Miami- D1de County 3uilding Code. Cornl)liance Office s0450001\ pc2000\\templates\notice acceptance cover page.dot Internet mail address:•postmaster15buildin codeonline.com litmiepa;;e: lit nhcocleunti'nc—com Premdor Entry Svstems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES Aril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CON''DITIONS 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 Noticc of 'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the, locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Enter-y 6-8 S-W/E Insuring Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-I, Sheets 1 tliro'u h 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer,• dated 7/29/97 -with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product- Control approval stamp with the Noticc of Acceptance numbcr'and-approval date by the Miami-Dadc County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and,sin"lc door only, as slio%t,n in approved drawings. Single door units shall indlu.de all componcnts describes! in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than-45 degrees. Unless unit is inst;tllcd in non-liabitable areas %%,here the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated siecl door and its componcnts shall•be installed in strict compliance %vith the approved drawings. 4.2 Hurricane protcction system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. 6. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMEN-rs 6.1 Application for building permit shall bd 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 Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or. the South Florid :.3uilding Code SFBC) in order to properly evaluate the installation o li s stem. Manuel crez, P.E. Product Con xamincr ProductLzentrol Division Prcmdor Entry Systems ACCEPTANCE NO, .: 01-0314.24 APPROVED JUN 0 3r 2001 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered afier a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documcnts, arc no older than eight (S) 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 changd 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'corrcct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, amd/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision 5pplication with appropriate fcc) and _granted by thisofficc. 5. Any of the following shall also be grounds for removal or this Acceptance: a. Unsatisfactory perfbrmancc of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. Thc Notice ofAcceptance number preceded by the words Miami -Dade Coun y, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. 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 draw' ings and other documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection at' the job site at all time. The engineer needs not-rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be eausc for termination and removal ofAcceptance. This Noticc of Acccptancc consists of p:igcs 1, 2 and this last page 3. E\D OF TIIIS ACCEPT Manuel tcc rez, P.E., Product ontro - .aminoProducntrolDivision 3 PREMDOR ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES ' WITH A BUMPER THRESHOLD (INSWING) nl 0 Cgs [(yauAltCINX' WM III/r nwww tnrCflQY Iro yr AAz,• IvtII 74, MAX let-[ r LrAc rtrri[r fw MAX nAr FCC M7rc 7 YA[ 1' MAX[ s• MAx MAXMaX IS• ac IS• IS•• IS• aC IS' aG IS' DC. 3' I3' aG ' NAX MAX MAX MAX MAX MAX MAX NAX IIAX n sfirIvAai1 I/ IB' aG O.. C. ACING er YfYQ` nYm ,s. IxJ 37 1/ • MAXX 19.' aC. 43 1 /16• TOP OF MDA To ltxx r• W p [ usrec J1,f/ r DL SPACING I el' 64• 3 I r KAX OLD OO 1 /16• MA7C 17 1/1 MAX Nef;f i.[farQLSPACINGIO• QZ i0a1 W rorti Otl 0 D.C.ISPACING jig' G.C. M[K ie.R[,it 1Ur'ruul C>itloCJif ' •-- •—'' O'G'+1S' aC. IS• OC+Is• oc 1s• oc Is• Oc_ Is• X —T— ac I ,• MAX MAx MAX MAX MnX MnX MnY MAX Ilff'_ A• MAY s• MAX Nnx MAX fYK WE*[S s¢ mm e ATTACH ASTRAGAL THROW BOLT AB x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES, l.) WOOD BUCKS BY OTHERS. RUST BE ANCHORED AB ' I/4' LONG PROPERLY, TD'.TRANSFER'.LOADS TO THE.STRUCTURE, FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO L.H. INSVING R.H. INSVINGQUALIFYTHEFOLLOWINGINSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENINCL ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPn+lioasccv:ruror,,u.r STRUCTURAL'VOOD BUCK soUnjFL AbPf`GCODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE C U rrIr91DOORSYSTEMISANCHOREDDIRECTLYTOCONCRETEVAlHfILTRATTp7VFEREVATERWILIRAIIRIeYORMASONRYWITHORWITHOUTANON-STRUCTURAL OUMMENT IS NEEDED X REDUIRENOIT IS NOT NEEDED PAODu cavTROL15rnsroMONEBYWOODBUCKvx + 9lAL0L'9CODEc_PLWJCEOF• cALLANCHORINGSCREWSi0BE110WITHX MINIMUM 1 1/2' EMBEDMENT INTO VOOD SUBSTRATE ACGEPTAmcro.Dl•v31w r-% OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SMALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY ORINTOMASONRY. OVERHANG STICH THAT THE NaE BETVEEN IHE EDGE IF CANOPY OR OvERHANG4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SILL IS LESS THAN 45 DEGREES. UNLESS UNIT is INSTALLED IN , APPROVED' SHUTTERS KON-HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TD5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c gm% mntT AGIVECAFIDd M,m6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE poistxtssOWE ICG '. A 1 .. 1 A: JAMBS AND SIDELITES. U106@¢tN.TSS 1 Sit an ER'E ACG WHEN, Cm COWI[MAIM)d w, 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE INE uen CORNERS ARE COPED AND BUTT JOINED. _FAR , ,ORrB. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST INHIBITIVE PRIMER PAINE WITH A DRY FILM THICKNESS OF H TO L2 NIL FREM Y Y M 1-1029-W-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ n1Lzn SHEET-1 OF 5VATER-REDUCIBLE WHITE PRIKER WIN A DRY FILM THICKNESS OF U TO U MIL. sv Ti11T? C i V4' Wn MAX 2," MAXH/ M.0 4 9/16' dql GLAZING DETAIL n —1 INTERIOR 14. MAX — 35 3/4' MAX 35 311-- KAX 33 3tvMAX EXTERIOR NG CC tAIL\ SECTION A -A If INSWING OTHER CONFIGURATIONS 111 114' MAX y 111MAX1 V 71- MAX 74 3/4' 74 3/4' KAX MAX APPROVEDASCMjpLyUjG%MTHjmE C DAW MMIf OCKMAlum MMDMCODE ISOUTIIFPCs112 "W; Cowl OFFICE OF. Ion ONESION CME WtL-- IME.Mum Minsk M 1 2 or sNO11uv I amumn c 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX t SECTION B*-B 2 BY WOOD BUCK EXTERIOR MAILRIALS LIST Ill. NO. DESCRIPTION PART NL)HBER COMMENTS "1I1 2 VOOD HEAD JAMB IV-14 1 1/4' X 4 9/16' MIL. TO Of PINE OR EQUIVALENTCOMPRESSIONVEATHERSTRIPEV-251OCKSCREEN2)ALUMINUM 4 ASTRAGAL V- BRANII LQXSEAL 0 R PREMppR BRAND DR EQUIVAL[NT- 5/0ALUMINUH ASTRAL 1 1 / 4•' ALlMIM1H- BUT[R TIiRESIff1LD TOP EV- 15 PRENDOR BRAND OR EDUIVALENT - 1 I/i' x / 9/16' CHANNEL" EV-08 PREMDOR BRAND - 1 11/16' - 20 GA STEEL STEELSKW— O17 SEAIQ Pt RUl1 [u um p IQ1' O T A BASF FOAM - DENSITY 2.0 TO 2.5 Ib5./Ft' 9 BOTTOM [ HANNEL CV-07 PREMOOR BRAND - 1 11/16' - 20 GA STEEL ID VOOD LOCK OCK STILE EV- 09 V X 9 1/2' NIL TO BE PINE 102 EQl1tVALCNf _-- TINGE I11NGESTILEfV-05 Ev-06 15/16' X.I 11/16' NIL TO BE PINE OR EOUIVAL[Nr Eu LOCKPRCPFILLERPLATE15/16' X 1 11/16' NIL. TO BE PINEOR EQUIVALENT PREMDOR•BRAND - . 050- THICK- NIL. TO BE POLYEIHYLE 4•x4' HINGE EV-10. 14NT VOOD HINGEJAMBV-16 WAGER BRAND_HINGE OR EQUIVALE - A97 THICK tSTCI 1 1/ 4' X 4 9/16' NIL. ID Of PINE OR UIVALENT ED 15BIDx3/4' F1i.V•S. 4) SCREvS PER HINg N(EINTODmR110 X 2' rlLV.S. y Rc naREArrtR • 1L rN D]I Iw uREVS STRIKE -1 1RTD SIDELITE AIIL 4. am rRm x D' ot. mEREArTER 6) SCREVS HaI " EACH SIDELITE JMI ENID S10(LIN:. 4• nm rROx LIP• NAx is, OE. TI[REAFTER . 17 ID I a vmlaxNx RT REFER IO ELEVATIaI VIE- I IB 010 X3/4• FHV.S. D If SCREVS USED AND LQATIONS 19 OBx2'FHVS. ( 2) SCREVS PER HINGE INTOJAHB LOCK$Ei 2) SCREVS AT CAD( STRIKE PLATE 1 X 1 3/ 4' FHV.$, KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 OCK V VOOD SIDELITE JAMB 2) SCREVS PER HINGE INTO JAMB 22' X 64•.SINGLE PANEL GLASS EV-19 1 1/ 4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT IEHPER 'GLASS SIDELITE TRIM (Vppp) EV- 20 N A Y TL - DC -I 4 -La'.EL AR irmp[prn GIOtt VOOD CASING Ey-21 5/16 z I/2' ?(TL- TO BE PINE OR EOUIVALEN VOOD SIDELITE HEAD JAMB Ev-22 1/D• N 1' HTL 10 P 0R EDUIVAL N) - I Ems Ox 'SIDE By SIOC3AAirAseWLIONSHOLDNCSUVQiDSIDELITE BASE EV- 23 1 1/ 4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME EV- 24 1 1/ 4' X 4 9/16• HTL TO BE PINE OR CQUIVALENr 1643• DDL-2 HP Polypropylene by ODL 16 X i 1/2' SPAN HEAD SCREVS D PER FRAME t0 SIDELITE STILES EV-26DUIAri R 15/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT I PIN NAIL 1' lDG xA0.• • DI FRDI (IID, Kv B• Dt O[WIR M[l DI MUM AM I DOW SILICONE 0995 i APPROVED AS CouPLrRx'. % Mni THE n t DT DIVISI( pI D IUM CODE C: MT 1NrCE OFME ACCEPTANCENO 11- 0 331 Y. Z IUDIL Ifll[SS NOl[ i, fRAL : " QL AM, C)TRIAID& Lum w1EDSIBEmIO_T B DAOt EDUNIr NDBInCATIDIIS 1/11/41 JD A LIR DDED PAGE" 5 ( DOOR OPTIONS) Io-I-Se R R[VISI(1RS BSI[ BY IT PART : PREMDOR ENTRY - SYSTEMS t` 911c [rrlRSBi 31- 1029- EW-I Fulsm rs Tia SHEET 3 OF 6 ' Rrvm inlrc BY WOOD BUCK 1/4' SHIM MAX 3/4' n INTERIOR I 79MAX16• 80 11/16' MAX 2 BY WOOD BUCK SECTION EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029—EW—I SHEET 2 OF 6 DOW SILICONE #995 ON"AlmAs coi2fu 0 Nin, THE Mae= CVM cou 1-1029-EW-I SHEET A OF 6 riv—is W Lr l(R p OTHER DOOR .'CONFIGURATIONS rW Uw w •w rw L4at- OL Vk DG• Co - r r 1 1 1 -® v r 11 rWLrW flYV vnn w w rWJL "W L' u.ll nvv •vv W 11, lt W D ve• Lw W w 11 r:wwW •i D t.r ri n I•c . fir A";Mc0 AS C01•tPL" LSTIN ,TwiHE R mmOU!,000E ttBYJUU1Lj R! PPROUIITnOLMJSM L sImDIHGC0Zcloit W,TE0FP PIIISI ACLEM MCE N0. 01S=y • Z m 31- 1029-EW-I SHEET 5 OF 6 KLVII li LLIILI J u 1 1-ILK .JuuK FANLL STYLES36' r-MAX 79 0 00 00 Dun nnn o00 pp non LANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL I8-PANEL4-PANEL OTHER SIDELITE STYLES n MAX 793 16° meS J . SL-10 SL-20 SL-30 • SL-60 SL-50 ' SL-50B SL-69A SL-69B Ua on oa o0 00 00 oa PD-1 PD-2 Pi)-3 PD-4 PD-5 PO-6 PD-7 PD-8 00 1113 000 . M H H00dPopuQna oa anFLUSH8-PANEL [ROSSBUCK 12-PANEL 4-PANEL EYCBROV V/SCROLL EYCBROV L i-PANEL 5-PANEL 5-PANEL V/SCROLL [YEBROV 0 Q . 0 p - p 'I SL-69C SL-25 SL-55 SL-3BD SL-4D 00 1 A - as PU-9 PD-10 PD-11 PD42 SL-9DA 00 PD-13 PD-18 PD-19 PD-20 PD-21 PD-22 PD-23 PD-24 PO-25 PO-26 PD-27 PO-28 PO-29 PO-30 . PD-71 S0131) n p u rlwrs uun earta neK tEL IUD p rcrarsioa IUEn loR sn mn• raYpp , EERY 001 PR MDD N R SYPO-35 PD-36 PO-37 PD-38 PD-39 Pp-40 PO-41 PO-42 I L SSS[RSDIPD-47 PD 43A PO-439 FlIIS CS 6ST62 SL-90C SL-30D SL-30C SL-70 SL-80 p0 as o PD-15 PD-16 PO-17 t a m vrN 3 z h 0 u Fv g aoPO-72 Pp-33 Pp-34 i 2i m n 31-1029-EW-1 SHEET 6 OF 6 RIVIS ILOr!! MIA M I-DADE •11IIANII-DADE COUNTY, FLORIDA 1v1ETRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Prerndor Entry Systenis 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE CONIPLIANCE OFFICE M171'RO-DAI)r; FI AGUiR 11UI1.1)1NG 140 %vl;s•r mAcim-m S 1Rlili r, stun: I GU3 MIAMI, FLOJUDA .1.1130-1563 305) .,75-21U I FAX (3U5) 375-29US C:UNTILIC"r'UIt I,IC:1 :1Si1C: tii;L-rjox 305) 375-2527 l .\ (.1U5) 37:•_'S t\ CU\riL\C'rou 1:\F'UJtCai ll•:\-I I)I\'ItiIU\ 305) 373-2966 1- : 'W(3 S)375._9UN 11JUM C:1' C:US.I. 014)IN-Islos 305) 375.2'JU2 VIL% (305) 372-63.17YourapplicationforNoticeofAcceptance (NOA) of. Entergy 6-8 S-NV/E Outs«ving Opaque Single Nv/sidelitcs Rcsideuthil Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recomnlcnded.for acceptance by the Mianli-DadeCountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration -date stated below. BCCO reserves the right I.o secure this product or material at* any time from a jobsite or manufacturer's plant lbr quality control testing. if this product or material fails to 'perform in the approved manner, BCCO- may revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO reserc es the right to revoke this .approval, if it is railsdeterminedbyBCCOthatthisproductormaterial-ils to meet the requirements of the South FloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 ,+ EXPIRES: 04/02/2006 Raul Koarrguez Chief Product Control Division THIS -IS THE COVERSIIEET SEE ADDITIONAL PACES FOR SPECIFIC:1\D GENERA1, CONDITIONS BUILDING CODE LIC PRODUCT REVIEW COMiNlITTEE This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeand -Product Review Committee to be used in Miami -Dade County, Florida under the conditions setForthabove. APPROVED: 06I05/2001 Francisco J. Quintana, R.A. Director Mianli-D:lde: Count' Building Code; Compliance Off,ce s0450001\pc2000\\templatr-s\notice acceptance cover page.dot Internet mail address:(lostm;tstcr iibuildin codcnnlinc.com [Iontcmr C 11t1n://to'\ttt.buildinurntl,•nnlinr_rnrn Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUN 0 5 EXPIRES __ Al2ri102 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE LI This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. itapprovesaresidentialinsulateddoor, as described ill Section 2 of this ' Noti.ce of Ac-ccptancc, designed to comply with the South Florida Building Coder (SFBC), 1994 Edition for Miami-DadcCounty, for the locations where the pressure requirements, as dctcm'iincd by SFBC Chapter 23, donotexceedtheDesignPressureRatingvaldesindicatedin. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinbld Rcsidential.Insulatcd Stec! Door withSideIites- 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, tithed "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames v.-111IBumper .Threshold . (Outswing),'' prepared by manufacturer, dated" 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptancenumber. and approval date by the Miami-Dadc County Product- Control Division. Thesedocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIONS 3.1 This approval applies to -single unit applications ofsinglc door only, -as shown in' approveddrawings. 4. INSTALLATION 4.1 The residential -insulated steel door and its components shall be installed in strict compliance withtheapproveddrawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protcction system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or 10,00, city,'state andfollowingstatement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREl1'IENTS 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 approvcd drawings, as identified ill Section 2 of this Noticc 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 CoderSFBC) in order to properly evaluate the installati n of this system. Manuel Percz, P.E. Product Con rol xaminer Product ontrol Division Premdor Entry Svstems ACCEPTANCEl!'o.: OI-03I4:21 APPROVED JUN 0 5 `QQj EXPIRES April'02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been Filed andtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, arenoolderthaneight (S) 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 thisAcceptance. 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 productandtheproductisnotincompliancewilh'tlie 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. Th-c enginedi who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the criginccring profession. 4. Any revision or change in [lie materials, -use, and/or manufacture of the product or process shall automaticallybecauseforterminationofthisA'eceptance, unless prior written approval has been requested ( through the filing ofa rcvision*application with appropriate fcc) and granted by this OFF) cc. 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 Acccptancc as an endorsement of any product, for sales, advertising or any Otherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followedbytheexpirationdatemaybedisplayedinadvertisingliterature. If any portion of the NoticeofAcceptanceisdisplayed, 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, shallbeprovidedtotheuserbythemanufactureroritsdistributorsandshallbeavailableforinspectionatthejobsiteatalltime. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc 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 OFTHIS HIS ACCEPTNCE Manuel crez, P.E., Product Co tro Examiner Produc ntrol Division 3' 4' MAX IS' MAX O.C. 15' MAX OTC. 15' MAX O C. A r 15' MAX' O.C. 15, MAX rKLMllUK .. (LN t LKbY MAND) WUOD EDGE SINGLE DOOR WITH" SIDELITI=S IN W003D FRAME WITH BUMPER . THRESHOLD OUTSWING) DO' MAX 4' MAX MAX 4' MAX MAX3' MAX 3' MA MAX X 2' i3' t4' 3' MAX MAX—1 p MAX 4' MAX 8 1A6' [ 14' j" Dt Ist —Hnx—_ 13' r !9' MAX Ig. ^14AX MAx r i 47 1 /16' TOP OF DOOR i0 tt O LUCK KVIKSCY ll ICRmtNppCli60SCRavIfg. DuDLltRLN 2MAX. DLO 5 t/2' I I KvtKSCI LDCKSCT-' MDDEL OLEtifl SCRIES DR NnRLI IDGRSCt I MY( Iff Was r10DLL too urHADt.SIIT cb)OPERJnN0T MINIMUM]/ 16' PFH TAPEONS MINIMUM EMBEDMENT TOiE TsjLES A BD Il/l6' 6' AX MAX' -MA% HAX 1-4 MAX Hg, r 7 TS' MAX4' MAX 7' MAX 3' MAX MAX NOTES, 3' MAX 3' MAX 1.) WOOD BUCKS BY OTHERS MUST BE ANCHORED 4' MAX ` MAX 4' MAX -MAXIPROPERLTTOTRANSFERLOADSTOTHESTRUCUURL 08 x 1- 3/4' F.H.W.S2.) THE PRECEDING DRAVINGS ARE INTENDED TO 3) PER SIDE FROMQUALIFY -THE FOLLOWING INSTALLATIONS. A VppD rRAmz CONSTRUCTION WHERE DIBY JAMB INTO THRESHOLD 4- SYSTEM IS ANCHORED TO A MINIMUM TWO BY VO00 V OPENING. MASONRY OR CONCRETE CWTRUCTION WHERE RA OUTSVING LJL DUrSVING MDR SYSTEM iS ANCHORED TO A MINIMUM TWO BY STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION VHERE pDOOR SYSpprEH IS ANCHORED DIRECTLY TD CONCRETE ONEMBTYODBUCVITNOUTANON -STRUCTURAL VAIC[R B6LIRATIOI VKRE IN URI` IRAIIdt ORKIIISKEDEDgRCDUIfr) IS H01 HEEDED 1 ALL ANCHORING SCREWS TO BE RIC WITH MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE X PFH TAPC[INS'VffH 11/2' HINIMUM ENBEOHENI IN INMA ipMASDNRT. s LINKS DRALL El BSIALLED ONLY At LDCArim PROiECiED BY A CAMPY OR 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DAOE COUNTY IM NAIC SLEH THAI HE AISLE BEIVLEX INN EDGE Or. CAMPY OR OVERIwG APPROVED' SHUTTERS 10 SILL It LESS MAN 45 MCREEL 18LESS UNIT IS D61ALLED IN 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES KPI•NAIIiABLE AREAS VHERE THE LN11 MB IMC AREA ARE RESIGNED' TO ' AND DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VAIER INMIRANOK 6. LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE JAMBSANDSIDELITES. 7. DOOR/SIDELITE HEADER, DiOR/SIDELItE JAMBS, AND SIDELiTE BASE CORNERS ARE COPED AND BUTT JOINED. MOILS SHALL BE PRE•PAiMED. WITH A VATER-BASED EPDXY RUST INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS or DJ1 TO 1.2NIL 4. FRAHES SMALL BE PRE-PAINrED WITH AN ACRYLIC LATEX VATER-BASED/ VA1ER• RER)CIBU WHITE PRIMER VIiH A DRY FiLM THICKNESS OF DB iD 12 NIL APPADvED AS C(U"LYUlG 1111 i 1Inc uJl) TH FIL+f{ryDA SUILD1140 C.^.vc ILL J(J(l lf PAODII YL RROL DI-AXOl iumm' cODc I:OLIPumcs RM2 ACCEPSAIrca ND.OT - o J /v. Z r 1- 1020-EW- SHEET I Qc rmz) to l GLAZING DETAIL SHCRVIN VILLIANS M CXICRIUR GRACE LAICX CAULK I,+ Mill! V. 11 112' LASS BITE IEmPTREa GLASS OUTSWING OTHER CONFIGURATIONS a ,. 1 n. 1_Ii7rli;i'iat7i"irTii"t11-'}Y5 By PR .. 11)J Tll r. oala::'a.V >}rm 1-1020-EW-0 SIEET. 2 Cr 6 Dill 41Aa c 80 11/16' MAX EXTERIOR 79 5/16` MAX SECTION B-B 1 1/4' INTERIOR WOOD HEAD JAMB r nK nuntrLN. COHHEII IS ------ COMPRESSION VEATHERWIP EV-i2 1 1/4' X 4 9/I6' NIL. TO BE PINE OR EQUIVALENI . WOOD STRIKE JAMB K N R XS A 0 1 1/4' X 4 9/16' HTL TO BE PINEALUMINUM -BUMPER THRESHOLD EV-13 OR EOUIVALENIPREHOORBRANDOREQUIVALENTTOPCHANNELEW-05• I I/1' x / 9/16' PRENDOR BRAND - 1.11/16' sTrr 20 GA STEEL169L (M) Y F at morss 114 ecru air arm D KrBASFFOAM - DENSITY 2.0 10 25- Ibs./Ft' OOITpM CHANNEL V EV-04 PREMDUR BRAND - 1 11/16" - 20 Glj SIECLDDCKBLOCK STRIKE Ev-OB 4' X 9 1/2' MIL 10 BE PINE OR [OUIVALENTSTILEEV-07 15/16' X 1 11/16' Hn rn ur n— LOCK PREP FILLER,PI 4'x4' HINGE WOOD HINGE JAMB 610 x 3/4' FHV.S. 110 X 2' F1LVS. iv6• Hx rvArmmtnrr u° SIDELITE WOOD STILE s8' x 2' FHV.S. LOCKSET 110 x 13/4' FHV& 22" X 64' SINGLE PANEL GLAS SIDELITE TRIM (WOOD) iAGOD CASING - WOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LATE FRAME ' 96 X 1 1/.2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 0995 r.PFRIMUASCWt=rani nM EOUTN FlijaTll IDa< PI Naomsrorl 91I ounnoxi C-1 cauPwnrE oFTrcr PII hcmvtmCE 10 01-03/V.a 11ICK- MIL TO BE POLTEIHYLEIV-15 NAGER BRAND HINGE OR EOUIVALM - .097 THICK (STEE11/4' X 4 9/16' NIL TO BE-PINE..IIR EQUIVALENT4) SCREWS PER II INTO Wn 6) SCREWS Tr pT EA01 SIOELIIC JMItNIO SISELIIE. 4' Wvii rRMPMAXMAXR' OG fi Ar'tER RETER TO EUVAIIOH VMV, 11 1 or SCREWS I15CD p1{p IDCAlI0B5 EV0715/16' X 1 11/16, Mn- TO IN PINE OR.EOU-----IVALT2).SCREVSATEACHSTRIKEPLATEKVIKST BRAND 200 L CK OR HARLOC BRAND 100 LOCI( R) SCREWSHfiIHIN(E JMS INTO STOELUE IV% 0' om rRm it ID 10' ILL I ,,IERB' QL rr$REAr ICR OM - MWWRI SIDELITE JMI. 4' GI reaN 11 1) SCREWSIICREACHHW9 (NIO DOER .IWI V-IB 1 1/4' -X 4 9/16- HTL TO BE PINE OR EQUIVALENT V-19ASNQrPROPT - V-20 5,/16 x I/2' MTL. TO BE PINE OR Epl11VALENT V-213.ODL- 2 HP POlYPPY ro tenebyODL 18 PER FRAME rp p t4- IXrHERENNi R 4' L0% MIL, r' IN rRUM UM MI a at. nEeart[R mil OI rULDa NI0 31-1020- EW-0 SHEET 3 OF 6 VIS@IIEIIER D 1/4- SHIM MAX 3/4' nJ I TERIOR 79MAX16-. 80 11/16- IMAX 2 BY WOOD BUCK - SECTION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING U31-1020-EW-0 SHEET '2 OF 6 1 1/4' DOW SILICONE 4995 gTrRmmwa COIJr_1THG lY1(H THE SOUTH Fl, D IPA• jQ(jYOM1TEJ 1 RIV." rxa r>L: 911 L PII15 AccM. -im-EUO. 01' a 11 V . L fi KMIFIGTII ffi Ea r 5 (mn UrE 1-1020-EW-0 SHEET 4 OF 6. k[VBIUI LET RR 0 r 1 f\ -.UULJI\ l,LJINI IUUNH I JUJNJ. VATH TFe Imwax LAIC2 a" h, PR[ PR I YTnrot ommall L holum coix CoUKWICE OFT f111S1 h'CEDGL-ICE tMS0(- D = r 6• X 31-1020—Ew-0 SHEET S OF 6 TREY —Ise, t[IIEH U I NLK DUUK HANEL STYLES- 36'r MAX 19 D Ulu oo@Oo oan 00 Duo BLANK TOP 6-PAREL 4-PANEL 9-PANEL 10-PANEL 18-PANEL1-PALL . OTHER SIDELITE STYLES 30' I rMAX 79 R. 16" M X - 1 ' SL-l0 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A SL-698 DD on on an oo . oa as PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 oa9. PD-18 PO-19 PD-20 PD-21 PO-22 PD-23 PD-24 PD-25 110 ®®® n 1113 I,JIallHIQQ LUSH 8-PAPICI CRUSSBUCK 12-PAKL 4-PANEL ETEBROY 0 o Q SL-69C SL-25 SL-55 SL-308 SL-40 SL-90A oa ao Do no p PO-9 PD-10 PD-11 PD-12 PO-13 PD-26 PD-27 PD-28 PD-29 PD-30 00 gao n0o D o oho 0 QI oo0 000 000 0 oa a Do o qo Dt PO-35 PD-36 PO-37 . PD-30 PD-39 PD-40 PO 41 PD-42 PO-13 P8-/3A PIIPD-43B I I 5-PANEL 5-PANELV/SCROLL . ETEBROV V/SERDLL Z 40 p 5-PANEL 5-PANEL ETE 0 SL-909 SL-90C SL-308 SL-30C SL-79f SL-BD U0 QQ u ti PO-14 PO-15 PO-16 PO-17 e u e a m PD-31 PD-32 PD-33 PO-34 atke 31-ION-EW-0 SHEET 6 OF 6 fivani 11 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 E1T9lfleeT-bfRecord: I omas Ponce, P.E. l u annessa Dr. Oviedo. FE 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO2501 25 140 CROWNCOLONY WAY ORLN-CRC CHEK3 LEFT CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 10-9-02 Roof Loads - VT 4-11-01 U 10-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 10-9-02 A 10-9-02 W 10-9-02 B 10-9-02 W1 10-9-02 131 10-9-02 Y 10-9-02 Total 33.0 psf C 10-9-02 Z 10-9-02 C1 10-9-02 Z1 10-9-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D 10-9-02 Z2 10-9-02 E 10-9-02 Z3 10-9-02 F 10-9-02 Z4 10-9-02 G 10-9-02 Ll H 10-9-02 1 10-9-02 J 10-9-02 11 10-9-02 J3 10-9-02 K 10-9-02 K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L1 10-9-02 L2 10-9-02 L3 10-9-02 M 10-9-02 INV # DESC QNTY APR 0 $ 1003 DATE: N 10-9-02 18331 EHUH26 O 10-9-02 18330 EHUH28 P 10-9-02 18360 SKH26R 2 Q 10-9-02 18361 SKH26L 2 R 10-9-02 18363 JUS26 16 S 10-9-02 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 40-0 a O g 2 P 2 Z OaZ r I I I A II 7 U u T T CDv IS SI IR USlq HAN ERS RI C9 NN PE: A - 4PL8 x 2 SKH26 HANGERS \ J 2 SKH26 HANGERS I c I I D 12 IVOLUMECEILINGE4 12 \\ 12 6 \ F 6 / L G w \ ODD/SPACE F N OOP SPACE a x v 12 g \ 8'-Q/CEILING E a _ L I D /v si yt 5 vrsu i B1- 3PLY irs Q EHUR2-HANGE8=2 I HANKER x I J3 EHUH28-2 ODD SPACE J1 a 11'0° y CEILING I K JJ1w J1 5 ZI ac N K \ i42 8'-0 OILING \ 6 (/ KNEEWALL Kl IJ1TO1r-o^ K2 J / K TO 11-0L FEHU 28-2 HANGER _ 7 i VOLUME CEILING 12 Z4 LNcn J iiJ-N N N _ _ KS=STRUCTURAL SCISSOR GABLE FIELD FRAME I I ,, C il'guL0lc§J mypft Kon THJ26 HANGEA THJ26 HANGER H Ls Ll co 1lZ Z JOB NUMBER: CHEK3 N 6 p CUSTOMER: REVERSED Z1 Z1 JOB NAME: CHESAPEAKE K Z2 I DRAWN BY: tly DATE: 11-0-02 Z2 PITCH: 6/1284/12 O.H.: 1-0"8 4" L I BEARING:8" LOADING psf I1, 4L> N APR A A AAAA I 20-0 T 6- 8 13-4 .. u u Cuui Er:Ci er n ,a, ar«, ,F.mwerrTb1safs "es r: bob' s{use'''"vatfi a ::, ail.. ' h-11:i,. -n i I,TsH. t v, ! .x ,fir sri 18" `•<, r;,r n'y i t:;5;v, i " r.h!' . • tC BBI fl ` T,i nrj},'rrx, I4' Ivzrt2= dFsLwo, PE11 E'< ee`°rl e r 4`fa O RE'e'a la:O,C'idltlIl (SL1C t;.ir.£'tui'''Fil 1-Fy ,. S k IvsifTld adP ',4tlJli'j[S1 iPleb" Sale°L67.''er llA I'r' ,'i4`'sll f' ryy v•' q i „, R ... •. aSJf ;.l r r SG.. »d.,L,iluvn; nh '. ,N,I.I . p ]Itll.7 u(RIND+1 3•NCiP G'Td e$r3COnC IID(ifriti ypr;CIC5.0 aI es.unsa Fe=cc r I I. r Gi'W vrl i. it r wti rc ir:'I _'= ,. 1a4`' i..:,.::.k r`n>"r•.1O Fa tcat{c a( u Gwher¢'falfu efpfi©lfr, .Ins r+e Fnns cou.ld{ es •._ .:, d!5',"'ul..ya.A_;,tu,.,bw„lr.nt:C#rat!YG;I,h lr,umrF i: j'•1(l..J,.r LIL`In:'{. severe ersonalara u , a rdtlarrF ie.'tas$ruc ur s• ' I -9I Summary Sheet COMMENTARY and RECOMMENDATiONS for HANDLING, INSTALLiNG & BRACING i'JiETAL TRUSS PLATE INSTITUTE PLATE CONNECTED WOOD TRUSSES ccMad on, Wisconsin 53719 608)833-5900 r.e esgon itrillrvoftheinstalieribuildAr burldinc ^antactor iicensedcontractor. truss industry, but must, due to the nature of responsibilities involved, beror =recr on contracto l r prone-lvr cerve unload stnr9 instal! and presenied as a guide for the use of a qualified building designer or installer. Thus, meta! orars ronnecrea wood true= fo nr tect li; and crooerry, The installer the Truss Plate Institute, Inc. expressly disclaims any responsibility for damagesexercisethesamehighdegreeofsafetyawarenessaswithanyotherstructuralarisingfromtheuse, application or reliance on the recornmendaiiona andTPldoesnotintendtheserecommendationstobeinterpretedassuperiorinformationcontainedhereinbybuiidingdesigners, installers, and others, Cop; rightrprojectArchitect's or Engineer's design specification for handling, installing G by Truss Plate Institute, Inc, All rights reserved. This document or any par: racing wood trUSSe5 fora particular roof er. floor. These recommendations are thereof must not be reproduced in any fora wiihout written penTussion of t,neIuponthecollectiveezperrenceofleadingiechnicalpersonnelinthewoodpublisher. Printed in the United States of America, r l'CgUTIOhi T`r,usses`stored'Faartzss,nfafl sh ulct=bQ`•+ r r .' .y 4 JL i "}',R:}b--1z.S. Y wrl ha.+ 'Lr a71` >• jl supporfQd,nlblociCingo pr,•eue f exces ive fateraft aNLq- ,c,..> F I,..,rm-.,-tytvU...,..,,'tszrxr.+ia arr_,-r_si'r,..4c.,•rPti!Zt;7e'.; k.r,riy lat7.i r a ~h, y,Rt l1P GL-D'oj; o brea,tbanding i iiill,lns allationu' beglns Cares io ttd e ex rcGseSd tq;" bart t tg spYnpa_I! fo a,voltl ' jfElri t h V, v`Tnl; r f LLµ { srih , Ual,h,.us5.es t-N,,, l Its- { r r , y h r,- c _ , v •'rr`•4,. fr..'' ..,, ar ih'Y Frt., J Jri...'t r , r. a _F r.',L'AN;'.t{i:t ti f?•v,+ I,1 P 'rrta . f .- 4 , r,awn`rnl`_J,ynd`i1;;r4nr'`"I mf1;'tut"iiul.la-ib,s§', TORA Psses:shoultl:i ott e' I. roughferraln;,orun i1nicFizouid.caus'" 7 e e truss: fir"`ti^li'i vl 7 ICI `7 a Y -:, CUTIOA Yrusses, sto,ed ie.r lcY, I{. , i d . t tJn I t;: ,L,"Ifn",r :.t 1ra;N,!,T•1=''iiS Y i gg,orttiP,P d. k e y'ly4baced4,oprer enfopplinln Ir•TtMr.?s:-,.r I L..lill'}.t,, ..t!': ..ln..-iF.{IIkU<Y7„ 4r, i•IF`. ..:. .. k; 1, :' ER , -.: ? n •':+t a -I ^" -,; f; •: DAt1JGDaro °bdles PA"Fr-}a.2t star, un 1, a proneryb,iaced bolnof reakb,a,cislunt J rxs u lF, i rdc nS al 4 y uy c, s xt ..i tidies I to a s,ahtehb,.riztan..Eal os'ifiion r .,:. rct Ec srts,r,,a4rryrR;.cy ytr ; n ry /' R, wacingtion;russeG whlc`fal a e fYtrirt film 7Gr. - lSi"b t' Iri`.,,:,;'tj7 d,Y.utq Tlelr, vrSL.pert:•),R1in e" ;erte'Iy ge ro:us ,antl(s ou d', of„sfi.nictly,:, I:T'`I.{rtt...- t, prfhibled,,; pa '- 60° or less 6. /0.,' or less` Tag / Approximately z truss length Approximately z Tag Line truss length Line Truss spans less than 30'. Ltfti' the Spreader Bar aria' sting Toe In Toe In etc. Less than or equal to 6o' t Tag Line Spreader Bar Toe In , LT Less than or equal to 60' Tag Line Strongback/ SpreaderBar Tag / Line Strongback/ SpreaderBar At or above rnmid -height Tag Line ground 318Kea Typical vertical End Wall i. . attachment plan n iBlocking Ground Brace. Verticals (GBV) Typical horizontal tie member with muHiple stakee (HT) S`truas of brat cup of truss& EB) Vlt- "i .S Frame 2 TOP CHORDNIi ! i' rU6II Inr "i1214Illii!I1 ,l In 1119yI+VuI IiTOP CHDRD I illll DIl G 71 AL ^FA4orgreater7lntiIIilrljtji' MlNIIVDUM I'I bTEa IL"}` CE't SPACIN (DBS) Q l I SPAAIN I I¢IPITCj(Illi IW k'"INNII'jlll I ii :7 " ' V - I u I ., I, I fII PAGIPlG LB )IuIH jlu IILiI, ',dlrussesIIIIdll.11 4 I IN t4 !'u7 II.I.u.r1 15 r.tl,iFil;ki Nif1,7Ilil,l,n.'71rldII 1fl F.n..gPUD1o32' l 4/12 8' F'_ 20 15Over32' - QB' 4/7 2 6' y 0Over !! ' - 6 7k'12 Oversor 9. See a re Istered professional engineer DF - Douglas Fir -larch SP -Southern PineHF - Hem -Fir SPF - Spruce -Pine -Fir hil Ywh I IZ/Continuous Top ChordAlilateralbracesLateralBrace IN lappedlapped at least 2 Required- u, trusses. IRwrlIi,V 1C"or Greater Y,llilti!''?}}117i1r1 YI, ° •" i-/ / ' / _ j! r _ — K 1r11 {i1 t'' 5, Attachment ; MDt Required j UA}ul eliordetnalnrc laternllq braced cnn bucYle ,' 7 II r'+l I r rf rr t• {- ilf lli '3L' ctr,erar,o-auoe coltap— ifthero is, no din go- i 45aJG iS1'LyY s r N t llii ridTracing. gran onell bracing nhould be nnilcd y C°Mall i 71 i '"%5 i`^lu'µ} yl ll lt 'I" I h'' piriv}1fj15'ilS'T3tJr( rr+ 'l:y andereiueoffhclopa chardwhuriineattacl,ed to It- topside of the top chord. r tlA f IfJG:.Failu=etofollo rth sPr t -— q ccOmmendatlenoud. ul. e1 sevcrA rn) ry or r a l g toTru s orhuiidingc. I;il r ifi lry III PITCFj IFFE er2S' - 42' l 3. m-Fir -- I'nuous Tcp Cncrd al Er9cA — 1 V or Greater Il rreflt j •h iuired ---/// u+ cul ring. SPF - Spruce - Pine -Fir SCISSORS TRUS S I , iT- 11 Lp to "" F111109010,115.4 1WP I-d 411 4/12 1 J 7 is 5 44/12 a registered professional enalneer p, t,.r. L).Oug asm= r4mr.;, "A5outh-rhPine P,,.F W V ln INI. LhMW "aIDgg", Tr pV;. 1russesql":vq" A \ Vwm qN, cIN' 61 V 91XInqji k V.. "R Wr al pizIFfj-(IZ 100 Rf- tom6h6fd x1jagoMaRaP%NM._ Op}- 4; 17 1I. T, - 1 P. W111 T,' IT I;f t I _411'4" ul oundncl r , a hr'. V!. I' I 'IIII I Il + I I'ij!,I, "I': I' igll :i'• I ' I',"( I o ih lrf r I• - . - I ! ,I . '. I y(, • I:: IJ;4 IIHIIIfIad Nl dip,lll6ld ll,Idll , ,I,. I ., :: I',:I h "I ' Il' 71111m,!, RALInnllclAunlnmSTor w,`1or 1.I. 7 0 1'1'. 'tATµ'L$FR"C lhlllw,unuilalllll!IIIWhIIl11,,flIIUfIIII!!Mtl101IIIIIIIiII,: :I t' r'.-' hE .'S 4 r l,l,uL, 1•II I 'I I II ! II. PAGIfJG, Di3 I r `yII 1 ( 711 I Leteral a 65Fhl4itIIIIIIIIIIPTIIIh41119pI,.. ,.f'.°• 111p' .4,;I 1 rlhllllurrlgihlllnl' SII > I r "r r.:. .,'q_+'-'M{rr .11 4.u'- iUr(N"?+y'FI7r•I I'''II^;II,I I!I;III,Ihlllli("l,"„I ;II III LIII,INGf Bsjl'I,,!!hila[I,trussesrl IIIIIIIIGICIIh II •, I:g Required , lll!nluU,.lIII, r llll l,ll llallll dui illl!,Illlii,l!I Ill Ill illl I• II IIII c v ocehordSthatareiatareliybracedaen6uekle iAIP, raill, illlilill, Illy6,-`., /1)If',Ililhl(!ISIpFVH.F!;rjlld ,•togetnerehdcousecollapxifthereisnodia c- UptOI30" I c Jy ° or Greaten E' j 6 i rtal bracing. Diaconal bracing Should be nailed G'ver -4 G2" b` 6 tot!te underside of the lop chord when purlms i Over p'JI 45' I 4 ? are ettacnec to the tope ide a! the [dp chard. I 2JvAr60JSeearegisteredprofessionalengineer /= I vav1n:ttt. r _ `r161i Attaohmsnt I17 ougles.FJr iaroh SP Southern Fme I , r - I. r Nem Flr_',uf rru'f }, aPF !;Spruce Fine tr,I _ 77- I,.. I +1 r ' P1"il't i`J ,Jxr I Jy j ..• I .,— i I 1'! _ .•- .I '' IP;nf, i - ,i i / I 'i xi k l"` Ilt I[ alltr'll,il'/Ili r. I I ale s +tiv t lh :end Jr ' lt itC..fe.f I J1, tJGmtstbe.,, Pftlall I, LI r r '.siabiUty and mustube,dWupllt I / rfl tl f' vc+bend of the"tru s `I n = 1 1 a VSSem4.Wlit,19;, Itl J I^!1(ryl 'I '4P 1 I II uI I 7 j u r • ,d I J . J I II 11 15, - Zl 1} IVh Ilrl . Ir I _ tt)e •uFDo J r I .Yu ! r I IYT 'rc Ji 17 C 1 I,. I 1 r I J. ,., t4 U.. yr _' .. ,_ ,4v. r- f `La u i r f.,.."il,:{, ifF•!11, t. j,PjillvyIldG"4,r..e4Yi jti „,, 1 r (III it tl,I II r ilpl. Itl _ r/. nI tY.,e ,.a g i 5 . 3 I w a = Ls' 4tUl:uB G ar tst tv w Inr t wxsa,wrKn r a+3,erculi:Y55,` Psdf1•t",a`:c'e a"JvaSPZa G iqvi $llalACyt "-n9 IIII , I II U1 rill l ! ,.11 1 '' I IJ t { 4 ^a.•...- ' 1 k' f?,R411'LELIIC O%DPir,US15111T I III Ill n III, ;I I f ` ` r, I 11 P,CHORID I lord- that er•e Irate al!. broc¢d can buckle - co `^'llc"d - he- nnd os ueecollapere rS there is no diago :I Lateral ;iec3 hrocln A. Diagonal bracng should be nai{ed 4,. fie; a 611rt:d hrundersideofthetopchordv.h npurlena rail r hed to t1x+ .•.. ' I y n / / / / % / / / / li 'i I, IIII ' 7 : I I • I III I Ilt t '_ r LUM I AIfI1J >. Itl.l`,I u ', V h+. J. . Ir J eft+ • A I JI / 1 ' r+!ol { t l}I II II B l% ' tl 1 Itnd diagonals,are sstt t IJI 0° fktillt ulksl tii0 (II'r' li Ir I I, i ri'f li'Ir95t llfyrand rnust'he dupllca { J. Iyf Sib Oth ends OtlthO-trlJ558 SjB(TIqN - I .,.2,Lni ucr-rljr l, tl ;E;r tC i,sli't ; Ir 'Si rt[I id l;ll'7a'" i.gl.l'r; fi ^t 111;i;^IJ"iriPL li .}ys£7Ntl= ,r _ra Q P _, IrIN{III t7ts.7 i.1r,.tJ4,yiu a t(T .r1 rna t l+.?•h k' f -4 dr fr -IIIgl.lr,l' C Asr ll,l ..r l.nx,..I .P"lil. II . a I I+oFqu; ;r„ I I I d •t. 7. .,.I +,, , Ir } ., I l ' '_ I' a ..;: a '; J 7 C 4 ' rll r Y{- I'I rril It.t vll,,, 111 tll.J { 1 'Lrx ! I 1 I II j" 1 tr r h >• I t i NI 1 I , " Ir, I ` I Up to 24' 1 3/12 1 17 12 1 Over 24'-42' 3/12 7 10Over166 4 Over54' see aregislered rofesslonal engineer DF- Douglas Fir -Larch SP - Southern PineHF- Hem -Fir SP.F - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords thatare laterally braced can buckle ogethur and cause collapse If there is no diago- rinibracing. Diagonal bracingallould be railled to the underside of the top chord when purlins are attached to the topside, of the top chard. f D.F4O.';TRLJSSg 12 3 or greater 41 All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral Sracj! Required 10' or Girt Attach m c Requirec TOL4q PRAIN'ttkm .. 17 119-14 BOW Length L (in) tLesser of L/200 or 2" L(in) L(ln) Lesser _1f4 L/200 or 2" ANN 150a 3/4" 1,56 4. 8.3' 200" 1 16.7' 12.5' WMROALI_7 Mll uh j 7AN '01 r-11=1 Frame 6 MAROAIDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 407) 3E1.0064 Far (407) 321-3918 Date: March 5, 2003 To: .wilding Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: Valley 'Trusses All valley°4russes labeled VT-1. thru 100 are covered under the general valley sheet providedinthetrusspackagesignedandsealedbytheengineerofrecord. The connections are notedonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on thegeneralsheet. If you have any Questions please feel free to call at 407-321-0064. 5 Merely Tom s Ponce, P.E. Date: 3) sfo3 bl'a116t6EtdHF; No.00x;ppC,,S J 11: - OF1!Er O 0 tID %. DESIGN INPORMATION7'Is da=2n is foran Indhridttal bwldtngeomPomcn[and Las b-en hoed on tnfo_UanP-4ded by U,e d1enL The datgn_ dlaelao. any reapartsihWly for damagn oa a ttauIt offamyorImmne,tImfmmallan; spectilnllomaand/or d-lim. famntshed In U,e p-m a".0. deag.s- br U,e I., and the mrmdnes oraeeruacyflirttulmanatlmnasitmayrehtctoaape- enle pmjed and o¢cpta no responstbill[y erreeticiftsnomnholwith ,egard to fabnm- no"• b"`Ubg. 111—ent and bnlanalbn ortrlmtm. Th's Ifns_s has bctn drsl&,d as anbdts .al b-il-g emoP,a.cnl toaecn.dar,ce With/M I.1995 and tfOS-9y to be 1 >.v near3+araleCPartortheb,dldimg dnlp, b . a BnndingDn1lQlttglsttTedyelledorprnlcsslonalenpnael. when revicved tr -pp—al bpu.abuddingdalgn_, lb< deign teadfoV ibownmustbeebeek-d tea be saue that the data shownvot R mllh the 11g1 building n dnderforrh.d oraaow Imda, pmletl sPeeUlaiha,a or SPeehl applied Inadq, Uolna abown, h,.:. has nat.been dnlglod forstorageorora,panry. leads. The drip, mass.uvo mPrealonchords (top or bottomat yac bredbyheathloaucdesa "-re mrrtttw- na—tWly bra" A._cdam chords m Icmbn va raced laterally by a Pmpaiy -kaod enfag- theyabomldbehraeal >t a masfmaunspacing of 10'-O- a,c Comoedor P6to aba.0 beia—d'aclmed Iron7n C-L. hat dlpped galvan"d at J tneelh.g ASI).f A 653. Grad-0.—L-- ,...___. _ FABRICATION NOTES Prtar brb,teaLon, lbe fil.rtmlor sba0 em mvt thisdmmbgtoverffythattldsd—tng Is to ma.rarmanaowiththedrbrieata,-a PIA— and torlz, s csmllnulmg ratw,tsl6Uttp for such Ved- Ob Ura. Amydb-rcp—ei a,C to 6e anfOng wore ehttlmPotIHPfato ahaD --11- d gnrfabdea tlon. not be a.cr Imothmlea, lrmala or dblorlcd g,abz fMcmben altall t.ecut a [lghc nt"ni wacMIowindbra,tng. Con- medor P62ea hall be Iam,ed an bate rae-s ar tbo tnm adth aorh toll), trnbedded and abaU he aym. about the Joint aadnsalhumLseshmwaASz4phi- 6 5- add, 14- long. A 6.0 Plata I, 6_ add. z 0• long. Slotsadd. rum P._Uet tothe plate kngtb sPednkd. Doublecuteonwebmonbenshallmedattheecntmbloflhewebsowl's olh_mbe-he- , .Connector phte slen ire minm'®' ours based anthefortessboamadeasyneed1a "etmeie>,sed br %c t>ha hand_ Ibg and/or a linostressea. The hula L. not Ia be renta eAtb retarda,.l hated I,mnlr_,mkss athermisc ahnmta, ro „ddnlonal lnfmmatmn on 9uaUtrCnnbal ref_ toANSlfrpf1-1995 PRECAUTIONARY NOTES 62braelmgande.-.• r._-- mmcndauooaacelabZI1bogA "ul 1n a¢nrd"Oee -ILb,Iaad,Wg B'- chile 11113-91. T.,-- aretonhandledadlhI—tloahr nund.umg banding d bundling. ddtvcry and Inatr."ahontoas,ud 1— -Tcmpor-Y and p,la,anent bair 1,,a,bg g trance InaahslghtminaplamhPoo- tlam amd for reatstI g 1.tcrat ro,mn shall be Inlp,cd and Inatatled by other, Cater d hand- ng k csst"Itai andcorlimbrdcingisalwaysaqua"' tlormai Pn=uUty nnaanion forrussccrequite, slid, I-Paralphral3Dg dudUg sshllatloq bCbMtn IT In amid Lapp line nddotataolag. The aUpervtbn of ererllem of sbanb- under the eonhol of persons9,_Ien m the InslrdbU— of Inases- lofessiaoaladvb<-1a0Ire sought If needed, nnccmralbuoTamshucltna brads greater n the do-i, gn I—da ah.tl not be.Vpfl-d In n__ at any Ume Nm•laads other thanthepylhtoftheocdonshallbeappliedtouses .,Hill .11er all fasturtng and bnra.g completoL MONO VALLEY VALLEY TRUSSES COMMON VALLEY IIVIARONDA SYSTEMS SUPP VALLEY TRUSSES ITYP)ORTIUG TRUSS COMMON OR GInDER COMMON TRUSSES (TYP,) SUPPORTIRO TRUSSES VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4- O.C. VALLEY TRUSSES CAN BECANTILEVEREDUPTOTWOFEET S WO: VALLEY SET DIAGONAL WEBS REQUIREDVNTNSPANS GREATER TIIEII 26.0- 0 3s6 214 - IF LESS TIIEII 3-0.0 TIIEII MOVE DIAGONAL WEB TO NEXT PANEL i 2r4 IT I14 OR 516 OR t +16 116 3r6 OR 3X6 416 ia4 TI: VT I QTY:l III WHEN DIGGONAL W I B PRESENT USE 4X5 PLATE r (1) WHEN NO DIAGONA i WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS ATORR T 4 24 O.C. ( TYP) w214 714 ' 3t6 2a4 VARIES 12 UP tot 2r4 214 2x4 4110 214 316 OR 3X6 on 316 224 2X4 31B MAIL6.0.0 O. C, (TYP) 1 40 0 1 ; 14.8 214 MAX TnUSS SPACING MAX 6-0-0 D.C. TYP) BELOW . 48 • O.C. I SPANS UP TO 60- 0-0 TOP CHORDS: 2X4 SP 112 DOT CHORDS IT IS NOT REQUIRED TO SNEATIT TRUSSE$ 2X4 SP 92 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP &3 PROVIDE ALL NECESSARY TOP CHORDpRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW, SHEATH114G U14LESS NOTED OTHERWISE. WHENVALLEYMEMBERSARENAILEDDIRECTLYTOTRUSSTOP CHORDS USE (21 16D NAILS PER INTERSECTION, ORTWOFEETONCENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRSTUSE (2) 10d NAILS OR (1) 16d NAILPERINTERSECTION , OR TWO FEET ON CENTER, 2x4 BRACING NAILED FLATTOEDGEOFWEOWITH 12d NAILS AT B' O.C, OR A SCAB OF THE SAMEDIMENSIONANDGRADEASWEB; NAILED TO FACE (S) OF WEB WITH 10dNAILSSTAGGERED8' O,C, SCAB OR TRANSVERSE BRACING TO EXTENDFOR90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATERTHAN & LONG •I. TWO 2X6 BRACES REQUIRED ON ANYWEBEXCEEDING1A,+t J!1&uL11yr AS snowrl rltiTrS., , TL2o GA TC5 ED PER ANSVITl ]_,quiz 14arondaSystej.us 4005 MARONDA WAY SANFORD, FL 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Cont. Support ww'" kirglm V: READ ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TOERECTINGCONTRACTOR. BRACING WARNING: I" sbaon od tilts dm,otogh not atcUonhmeing. alnd lna, wj. pmtal bmctog or shnlLu bracing which h a Part of U.ebufldbg drslgnandwblehmustbeeonslderedbythebuildingdnt9u. "mull shown is for Mewl support of bliss m®txt. atdy to rednee buchling length. 11a,'L^iarrs mutt t•c made In alubor 6t-nfbm dog milcnda •and e g Addltlonal bracing of the wemll sir j 1 uh Ilona deremm-d by the bulldtag dni(per. rrluss Plate ImLRule, TPL is locxtcdua1 5g DOnoht. r-a- (See 11IB-91 ai TPII. ltl*. Madisolt i^tsmrtsln 5..171a) Sluds @ 6-0-0 o.c. Lng. Toh: Dwg: Dsgur: 17,Y C1111: 1'C Live 16. 0 I,r CC Dead 7.0 psr TIC Li" 1.0 llsi BC Dead 2.0 psf Tiuss Dui O.C. Desit D: VT 4-1' 1- 01 c - Lbr- 1. 25 PIT: 1.25 pacing: 24. Ou Calelia: TPI r....... •• .. uccr, oascd m, LJosnoUn, ivrldcd br Ule client. The designer dlsela6»s r respenalbDltr for d—_S= es cs.tt or altr or Inco eet LJonnaLlon, sPcculOUonsd/or dotens lurnbhed to the ln,so dra&ner the tDen1 wnd 11,e eoncdnees or auuraqlhbWoraob.., •a h Her rcl.ly !napo- ce Poctt and accepts tto rnpons-.or b no eontral ,Nth real d to rsbno- n_ Irondlb,e, ahlrynenl aml Imld6Uvn orTl.e. ,.u•n •. b.w .Iv,..ed .• .nI¢Idual building c n,.Pmet.l In aeeo'ZI trl SIr1T9 1-I0DS and NDS-97 to be Inco,ponte tort orlbc WIIdh,edcalen t.r n Pu1Wb,eeFnerIrerr•lcred nrehllcd yr profosloml Ince.l. tvl.en I-I—ed I., npp,or>I br U. tdhrg dorer.c,, beIh<,ler(:n 4odb.ea aha,nslbed,cehcJ to s,uc U,nt U,e dsla shomiMa(,cnncnl 1-11,11 U,e I. -I b.Udb.g cods•,, J e '. ceea` Uc r Ids Iii—i' ,d ors lewd,. pcculeollons ._F-lal .Pplkd loads. hew, truss has not been dorp,cd ter a3c of occupancy lo.ds, The dalgn asstunc Preylo., etm.ds (Ivy er bs. ttoml ore conlLw- y bnccd br sh-U,lns unly oU,ern•lseincd. where botlocr, chovb In Icruro„ •.ofuurbnccdbt'-'!, by a I+aperIFaPpUederdlne, ll, I should be bn,ccd .l a bn,uo'P'cb,g or 10-0' o.c Connectorrs ,trod be nunufaclmed 1—, 70 eauE_ Ilacde•1•.,nc,d steel .I,— AS7h( - 653. le O. ants' oU, fae'ho. BRICATION NOTES I- rabrlo Uon. the rob. lector 11,40 m"'o, Irn, file to rvirr, 11.>t U,b d.a,.,,, nn .-lu6 L. ti.. r>tnfcolnrs Ptwns and to c A- dbotpa.,do .rc to be Pul LL bdo.e eu,Une or f+born Uo., s 1.•U not be b.araJled orcr lv,olhnl-. or dblo. tcd p.,r alcn.be.s shall be eul 4tIlltb,e Hood to wood bcnAng. Con- rpt>.lo a1ro11 be 1vc->4d n.. t•nlh LL_ of um vltb mlh R "'r vabadded and shall be rtwutU.c/olnl vnlas oUr-03. ,hewn. A h,te b 5-,ado x 4- Iouly A Gas play 6 6 TIvne, sbts thoksl _ Pil-I" to teI—VU, *peeined, Do.,hle col, _ .,h e., slm1l nisei k ,he -14-,d 01 11,e -I,,, athcnrbe Lomt Cm.n. lvr plate s,ro nbnun, alto Inscd vn 1I,c rnrco sltmm ar need to be tI—e..cd for cot.W Innd- d/or eraeuo. atn ,. 7'hb tars, b l,ot h.teascd >.tU, Itre rel.obnl botcd cad"" othembe sl,wrn. for AdtUl 1 uononou>Dlr Cnnbul rdv to Ala$I/Trl t-19:LTAUTIONARY NOTES inesodereetlonreeon.mend.Uena are 1loncdIn .—Id..— wtu,'Hwndlln ie [\ Dr>W• IIID•91. 7'ry .recto Ikdntlhp+nleuln,rew,e dv.6.e b•ndv,e tiC•P'^ ..itnrDf ',obn^t c,..ro1d S. e b.eac. a v •tra lain .ndtrinn.b pvs_ IrvrrvbLL.6 6tml i•nccs ,lull tn; IwndWlaUcdIrroU.rn. Cardul I.and- cnlblandvect7b,actneis nl sal, RamialpllsaXJ11311acwIl1Drt+ lulm such ItmPomry bnchte durtng doba.c n uwscs to acold loppllf.g b,ett,r' Thes..Pmban of ell1b.n or I, WI be under ll.c ml.lmI Or Pcrsota In U,e Dlsl.11avo,t ar Uassts. al adrlce shall be sodFlIt If heeded, alb.. of c,xulrueum. bads er"In dolt.. loa.ls s1u0 nN bs wpPUcd to any mII= No 6ndt dh.r than Z . are r.edo.s a1.oU b; •1.1•Uca !r do oiler all Iaslcnbq; an•1 h,wcb,R 2x OF HIP GIRDER TI. 14m BLOCKING ADDED TO TOP CHORD STOPHIPTRUSSESTO01-IORTEN. OSB• NOT TO EXCEED '14,10_C.. r0QENAILEDTOTRUSSESW/ 12,t ON CEN_ STAGGERED PRE- ENG'D TRUSS r TOP WALL OF BUILDING rota\ AaAAYIe: READ A« rvoTEs ors rH s sHEEr. aloadaSystemsACOPYOF11115DRAWINGTO1EGIVENToCONTRACTOR_ EREcI-IIiG 4005 MARONDA WAY BRACING WARNING: SANFORD.1-i.-32771Dncl G:l,oenonc,ccudidn t,s nnNcbisartorI1' " t Uon brodne. ,rind bncb, 407) 321-0064Fax (407) 321-3913I shorn b fv l+tent ne buUdlne design and n'Lld, n,vslba mnsldere j IZ 1.] b a ue or'1' 1 bl' Um buudu, - dv n b' b,wcU,9 OM As POryCf_ Prr• v,adt Io m,tl or blcnj port ofa'v,J.r and sonlr reduce buck) n rnetic y ener,t be cbiS P.E. AddiUooalbr>cD. bncLrg ccUkd I I I Flnrt;la,rs rnvs 11I ENSF 9(IUSUUt 8 S wr are ore allshvd to Inaj Le 1 eaduns detcnnlned hT the 6oUJh,S dotprrer- 1.'o GRF_enanoon er,tngOO,rLs77De Ilclns Plalc luslllutc. TPI, b I ulred, eotcd •1 asdD'O IS IIIU-91 wI TP1I D,hc I.l.dr>nr r SJr Iwl. nr.i rn• Ilnrrir Annh, 1, rracon, QTY: I T> Ug- Job: Dt.g: w`° i"q""— III UETAjt`—`` Usgnr: 1T,y CI1It: Truss ID; 1IIp I• I:C Dive Dale: 10--qu rc Bead 3G. 0 psE 7-u Isr DUIRIC -. Lbr: Dulr-ac --III[: 1.7_ liC Live LC ue,la U_U psE O_C_ $ pacing: 1-25 2d.. 01, lu. o LsrDesigCrileliIp) I.01'hL33.1_ — JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: A ATY:4DESIGNINFORMATIONTOPCHORDS: 2x6 SP #1 D MULTIPLE LOADS -- This design is the Joint Locations=== 1) =0- This design b for an Individual building component and has been based on Information 2x8 SP #1 D HOT CHORDS: 2x6 SP #2 2,3 composite result of multiple loads. 0- 0 9) 32- 8- 0 17) 20- 0- 0 provided by the client. The deslgner 2x6 SP #1 D All COMPRESSION Chords are assumed to be3 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 as arescblmsanyraponsibWtyfordamagesasaresuhof WEBS: 2x4 SP #3 jrcontinuous) braced unless noted otherwise. 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11faultyorIncorrectlnfortmtion,specifications designs furnished 2x8 SP #2 This 4-PLY Hip Master designed to carry 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11and/or to the trussdesigner by 4-PLY 2,16 11, On jacks (mono truss framed to BC) 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14theclientandthecorrectnessoraccuracy information asittoaspe- TRUSSI fasten w/3"x 0.120" nails in and Hip Jacks framed to BC 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 ismayrelateprotect cnd pit no responsibility staggered pattern per nailing schedule: WndLod per ASCE 7-98, C&C, V. 125aq h, 7) 24- 2-11 15) 28- 5- 5 alarl- r exercises no control with regard to fabnca- ontroleTC- 2 per ft. BC- 2 per ft. WEBS- per EXp 2rftH. 15.0 ft, I- 1.00, .Cat. B, Rzt- 1.0 8) 28- 5- 5 16) 24- 2-11 lion, handling. shipment and Wtallatbn of Repeat nailing as each ply is applied. Bld Type. Encl L. 58.0 ft W- 40.0 ft Truss trusses. Thbtnsshas been deslgneaasan 1/2" thru-bolts at 24" O.C. shall be in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf TOTAL DESIGN LOADS Individual buildingcomponentInaccordancewithANSI/Pi 1-1995 and NDS-97 to be Incorporated installed on TC&BC in addition to nailing. Impact Resistant Covering and/or Glazing Req Distribute loadsequallytoeachply. Uniform PLF From PLF TO D part ofthebered gdesignorby aBuilding Designerthe bend architectdesign or professional ession MAX LIVE LOADDEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D - 46 -1- 0- 0 TC Vert L+D - 23 7- 4- 0 46 7- 4- 0 32- engineeri. When reviewed forapprovalbythebuildingdesigner, the design loadings shown L/961 at JOINT # 17 L=-0.48" D=- 0.51" T=-0.99" Support 1 1621# Support 2 1621# TC Vert L+D - 46 32- 8- 0 23 8- 0 46 41- 0- 0 must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: BC Vert L+D -20 0- 0- 0 20 7- 4- 0 with rdsfor wind or snowkxidn. are loclnigreementfirmue records bcalcrecordsforwentorsnowlords, T= 0•47n TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D - 186 7- 4- 0 BC Vert L+D - 20 32- 8- 0 186 32- 8- 0 I-20 40- 0- 0 sped Protect spcclBcatlans orspecialappliedlends. MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -13806 0.25 22-21 12242 0.68 T= 0.23 ° ConcentratedLBSLocationUnless shown, trust hasnotbeendesignedforstorageoroccupancyloads. The designastumes 2- 3 -16526 0. 27 21-20 12998 0.66 3- 4 BC Vert L+D -1475 7- 4 0 continu- compression chordsthing jZjTg = 1.15 20882 0.16 20-19 16654 0.66 4- BC Vert L+ D -1475 32- 8 0 bowsbottootherwise ousgbra"deyebottomg 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 MAX. REACTIONS PER BEARING LOCATION----- specified. Where bottom chords m tension ate chords In 0.70 6- 7 -24952 0.20 X-Los Vert Horiz UpliftlY- Loc Type not fully braced laterally byapropertyapplied17-16 23649 0.70 0- 4- 0 4660 0 -1621 BOT PIN rigid "Ring. they should bebracedata7- 8 -20881 0.17 16-15 23650 0.92 39- 8- 0 4660 0 -1621 BOT H-ROLL maximum spacing of la-o'o.e Connector 8- 9 -20880 0.16 15-14 16653 0.66 plates shall be manufactured from20gaugehotdippedgalvanizedsteelmeetingASTM A 653. 9-10 -16525 0.27 14-13 12997 0.66 Grade 40. unless otherwise shown. 10-11 -13806 0.25 13-12 12241 0.68 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwing b In conformance with the fabricators plans and to realize a continuing respomlbWty for such 4-PLYS REQUIRED veri- fication. Any discrepancies areto be put In wrtung before cutting or fabrication. 74-0 256 Pbtes shall not be Installedoverknotholes, knots distorted 1 2 or grain. Members shall becutfortightfitting45 1011 wood to wood beating. Con- nector plates shall be located on both faces of the truss with nailsfully imbedded and shall be 6.00 Q sym. about the joint unless otherwise shown. A piste Is 5' wide x a' long. A rear piste b G 5x4wide wide x 8' long. Slots0aolesl run parallel to the length Double 4X6 Tunless 8X10 3X6 6X8 1OX106X8 3X6 8X10 plate specified. cuts on web members shall meet at the eenttold of the weer 4X6 otherwise shown. Connector plate sizes 4-5-12 0 6-6 stems based se the formshownare minimum ayneed and mayneedto beincreasedforcertain hand- wg and/or erection sttessn. This anus b rut SX14 4X6 8X10 4X6 8X10 4X6 8X14 0 6 4-2 to be fabricated with fire flee retardant treated L T3X4 3X4 lumber unless otherwise shown. ForadditionalInformationonQualityControlrefer to P 5X6 1-9-11 SX6 t ANSI/TPI 1- 19% Face = 0-3-12 3.00JI 3 00 Face 0-3-12 PRECAUTIONARY NOTES as All bracing and erection reoornunendaliotu are to be followed In accordance with'Handling Installing Q Bracing', HIB-91. Trusses are to 7-2-11 I 24-2-10 7- 2-11 be handled with particular can: during banding bundling, 2 21 0 19is 17 16 15 14 and deliveryW delivery and tallationtoavoid46601/ 8.00" 132 damage. Temporary and permanent bracing for holding trusses In astraightandplumbpos- Won and for resistingalelateral horses shall be 1-0-0 40-0- 0 46601/ 8. 00" L, 1- a0 designed and lnstnlled by others. Cardul hand- Rala10) 1475/! reqWig ir essential and erection bracing is alaa}a requited. Normal precautionary action forEXCEPTASSHOWNPLATESARE T 0 GA TESTED PER ANSI/TPI 1-1995 1475k (RO- .159 scale 0.1595 temporary bracingduremduringirvssesrequiresbetweentnstallalbnbetweentrussesWavoidtopplingWARNING: and domtnotng. The supervision oferectionoftrussesshallbeunderthe control of persons Maronda Systems READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: CHEK3 Truss ID: A experienced In the Installation oftrusses. Professional advice shall be sought If needed. CONTRACTOR. Dsgnr: TLY Chk: r Date: 10-09-02 of loads no loads greaterthanConthe than the design loadsshallnotbeappliedtotrussesNoloads4005MARONDAWAY BRACING WARNING: TC Live 16.0 f Ps DurFac - Lbr. 1.25 at anytime. other than the weight oftheereelorsshallbea Bed to pP SANFORD, FL. 32771 Bracing shown onthis drawing b not erection brae wind bmtln portal brae IR& P° ring or sardlsr bracing TCDead7.0 psf DurFac - Pit: 1.25 trusses until after all fastening and bracing b 407) 321-0064 Fax (407) 321- 3913 which is a put of the building design and which must be considered by the building designer. Bracing shown b for lateral support of trussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf O.C.Spacing: seen 24.on p g' completed. TOMASPONCE P.E. made toanchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure mayberequired. (See HIB-9I of TPI). BC Dead 10.0 f ps Design' Criteria: TPI LICENSE #0050068 MussPlate Institute. TPI, is looted at 583 D'Onofrio Drtve. Madison, Wisconsin 53719). Code Desc: FLA loos VANNESSA DROVIEDOX1.32706 TOTAL 33.0 psf V•09.05.0 - 78 2- Daign: Afatrls Ana1}•tit JOB PATH: C: ITEE-LOKUOBSICHEK3 11CS. 08.2d.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT U.L. WO: CHEK3 WE: TI: B ATY:I DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to Joint Locations=====_ This design is for an Individual building BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 positioned to provide equal unbraeed 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1providedbytheclient. The designer disclatms any responsibility for damages as a result of 2x4 SP #2 2, 6 segments OR 2x4 T-brace nailed flat ton edge 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 - faultyorincorrectinfortnation.specNcations MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0and/or designs furnished to the truss designer ccmposite result of multiple loads. Brace must extend at least 90% of web length MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness oraccuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loc Vert Horiz Oplift1 Y-Loc Typeofthisinfomauonasitmayrelatetoaspe• continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, 0- 4- 0 1366 61 1004 BOT PINciflcprojectandacceptsnoresponsibilityor exercises no control with regard to fabrla• MAX LIVE LOAD DEFLECTION: 1H- 15. 0 ft, I- 1.00, Cat. B, Xzt- 1.0 39- 8- 0 1366 0 1026 BOT H-ROLL it=, handling, shipment and installation of L/950 at JOINT # 4 Bld Type. Encl L- 58.0 ft W- 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. Thbtn hasbeen designed as an L--0.49" D=-0.50" T--0.99" in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 1 1004# individual butkw,gcomponent Inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1026# ANslrM 1-1995 and NDS-97 to be incorporated T= 0. 47" as part of the buildingdesign by a Building Designer (registered architect or prafesaional MAX HORIZONTAL LIVE LOAD DEFLECTION: TC • • • FORCE... CSI .-BC ... FORCE... CSI e eed. When reviewed for by ngtn approvaltheT- 0. 23 " 1- 2 -4073 0.62 12-11 3664 0.76 building designer, the design loadings shown RMB - 1.15 2- 3 -5333 0.61 11-10 3665 0.64 must becheckedtobesurethatthedatashown3- 4 -5387 0.51 10- 9 5402 0.83 are inagreementwiththelocalbuildingcodes. 4- 5 -5372 0.61 9- 8 3664 0.65 local climatic recordsforwindorsnowloads. project specifications or special applied loads. 5- 6 -4072 0.64 8- 7 3663 0.76 Unless shown, truss has not been designed for storage or occupancy loads. Thedesignassumes compression chords (top or bottom) are conunu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a p-petty applied Wd ceiling, they should be braced at a maximum spacing of 10'- 0' o.e Connector plates shall be manufactured from 20 gauge hot dipped geed steel meeting & MM A 03, Grade 40. unte otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to veiny that this drawingis in confomance with the fabricators plans and to realize a continuing responsibility for such cvent• fition. Any discrepancies are to be put to 8-8-0 22-8-0 8-8-0 writing before cutting or fabrication. 13 4 Plates shall not be installedoverknotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be bated on both faces of the truss with nags fully imbedded and shall be 6X8 4X6 8X 10 6X8 5x4 about the joint union otherwise shown. A plate to wide x bug. A 6xipar plate is G wide h wide x 8• long. Slots (holes) run parallel to g. the plate length specified. Double cuts on web members shag meet at the centrold of the webs 5-1-12unless otherwise shown. Connector platesizesbasedtheforces0-6- 6 0-"4-10-6 are mbnbm as nuSion shownandmayneedtobeincreasedfor certain hand- stresses. ling and/or erection This truss isnotI8X108X10 4X8 8X10 I I to be fabricated with are retardant treatedlumberunlessotherwiseshown. For additional C5" ji 2-0-15 L information on Quality Control refer to 5X6 5X6 ANSI/TPI 1.1995 Face = 0-3- 12 3.00 II 3 00 Face 0-3-12 PRECAUTIONARY NOTES 0-8- I o Ali bracing and erection recommendations are to be followed In accordance with'Handiing 8-3-11 I 22-0-10 8-3-11 installing R Bmcine. HIB-91. Trusses areto111097bundelin& withparticularbonding annd ab`ind installation llauuion1366k8.00" damage. Temporary andpemanent bracing for holdingtrussesinastraightand plumb pas- Won and for misting lateral forces shag be 1-0-0 6 pp0-10-10 i 40- 1366# 8 0 n 1- designed and Winged Igo byothers. Careful hind. l` ) IRO-10 10) Iing is essential and erection bracing isalwaysEXCEPTASSHOWNPLATESARETL20GATESTEDPERANSUTPI1-1995 required. Norval precautionary action for Scale 0.1595 Instaaionbetsuch ntrussestary oavoidtngduMg Installation between trusses W avoid topplinganddotninoing. The supervision of erectkm of x' gb`under the m"tio'trof Persons Maronda Systems WARNING: READ ALL NOTESONTHIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: DWg' Truss ID: B us experienced m the Installation g trusses. Professional adviceshagsoughtifneeded CONTRACTOR. Dsglu: TLY Chk: Date: 10-09-02 trati ct Concentration of bads than the deslgnlcods shag notbeapplied tonotbeBRACING WARNING: 4005 MARONDA WAY TCLive16.0 psfDurFadlbr: 1. 25 trusses at anytime. No lads other than the weight of the erectors shag be applied to trusses fastening bracing SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sbnllar bracing which Is a part of the building designandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFac O.C. Spacing: Pit: 1.25 24.0" until after all and 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 Is completed. TOMAS PONCE P.E. made toanchorlateral bracing at ends and specified locations determined by the building designer. Additional bracing the be d BC Dead lo.o Design Criteria: TPI LICENSE #0050068 of overall structure may required. (See HIB•91 of M. Muss Plate institute. TPI, is located at583 D'Onofrto Drive. Madison. Wisconsin 53719). psf Code Dese: FLA loos vANNESSA DFLOMDO.et. 32766 TOTAL 33.0 psf IV:09 05.02- 813- 2' uerign: Ara= snatysir JOB PATH: C:ITEE-LOKVOBSICHEK3 HCS: 08.26.02 1 JB: CHESAPEAKE K 3 AC;: -10# UPLIFT D.L. WO: CHEK3 WE: TI: B1 '* j" ATY:3 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====________ This design Is for an individual building 2x8 SP #2 2,3 composite result of multiple loads. 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0componentandhasbeenbasedoninformuonBOTCHORDS: 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11providedbythechenLThedesignerdisclalm ony responsibility for damages as a result of 2x8 SP #2 2,3 continuously braced unless noted otherwise. Y 3) 8- 8- 0 10) 40- 0- 0 17) il- 7- 4 faulty or incorrect tnforn tIon, specifications-LYWEBS: 2x4 SP #3 3P TRUSSI fasten w/3"x 0.120" nails in 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 and/or designs furnished to the truss designer 2x4 SP #2 12 staggered pattern per nailing schedule: 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14tuy.h"-I._ , .- TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0ofthistnfonnatbnasitmayrelatetoape- WndLod per ASCE 7-98, C&C, V- 125uph, Repeat nailing as each ply is applied. 7) 23- 9- 5 14) 23- 9- 5clllcprojectandacceptsnoresponsibilityor exercises no control with tr to fabrica- H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Distribute loads equally to each 1y. andtion. tiohandling, shipment and Wtallalion of 1 e' Bld a EnCl L- 58.0 ft W. 40.0 ft Truss PROVIDE UPLIFT C)NNSCTIONPER SCHEDULE: TOTAL DESIGN LOADS trusses. This truss has been designed as an in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 1 806# Uniform PLF From PLF ToIndividualbuildingcomponentinaccordancewithImpactResistantCoveringand/or Glazing Req Support 2 765# TC Vert L+D 46 -1- 0- 0 I 46 41- 0- 0ANSI/TPI 1-1995 and NDS-97 to be Incorporated pan ofthe building byeofessiBuilding MAX LIVE LOAD DEFLECTION: L/ 426 JOINT BC Vert L+D 46 0- 0- 0 20 40- 0- 0 D redardesign Designer (r When ediewed o approval by h englncerl• Whrn reviewed for approval by the at # 15 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI L-- 1.09" D- 0.44" T--0.64" 1- 2 -7832 0.22 20-19 6968 0.53 Concentrated LES Location BC Vert L+D -866 11- 7L 4 building designer. the design loadinp shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -9350 0.24 19-18 7171 0.54 BC Vert L+D 1394 20- 8L 0 mustbecheckedtobesurethatthedatashownT- 0.31" 3- 4 -11397 0.10 18-17 8829 0.39 MAX. REACTIONS PER BEARING LOCATION----- amInagreementwiththelocalbuildingcodes. local eltmauc reconis for wind or snow loads, MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -11398 0.12 17-16 13169 0.57 X-Lroc, Vert Horiz Uplift] Y-Loa Type project specifications or specialapplied bads. T- 0.53" 5- 6 -14088 0.16 16-15 13170 0.59 0- 4- 0 2656 -25 -806 BOT PIN unless shown, truss has not been designed for RMB - 1.15 6- 7 -14092 0.16 15-14 12462 0.58 39- 8- 0 2334 0 -765 HOT H-ROLL m storageoroccupancyloads. The design assumes 7- 8 -12168 0.16 14-13 7594 0.39 compression chords (top or botten) are conunu- 8- 9 -8034 0.20 13-12 6224 0.47 ouslybracedbysheathingunlessotherwise9-10 -6791 0.18 12-11 6040 0.46 specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid - fling. they should be braced at a maxtmum spacing of ID'-(- o.c Connector plates shall be mnufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior tofabrication, the fabricator shall review this drawing to verify that Oils drawing is In 3-PLYS REQUIRED conformancewiththefabrlentm`3 plans and to realize a continuing responsibility forsuch veri- fication. Any discrepancies ore to be put In 8-8-0 22-M 8-8-0 wmbsg bellecutting fabrication. 1 2 4 PlatoshallnotbeInstalledoverknothaln, toledover5 6 7 9 1 knots or distorted grain. Members shall be cut for tight f lUlngwood to wood hearing. Con- 0 0 nectorplatesshallbelocatedonbothfacesorthe truss with nails fully imbedded and shall be 8X10 3X6 6X8 10X10 6X8 8X10 aboutthejointunlessotherwiseshown, A 5x4 Sx4piste is 5' wide x 4- bog. A 6x6 plateto is isG wile x 6' long. Slots (holes) run parallel to 4X6 4X6 theplatelengthspecified. Double cutson web 6 membersshallmeetatthecentmidofthewebs5- 1-12 unlessotherwiseshown. Connector plate sizes ore minimum hued the forces 0- 6 4-10-6 0- sinesonshownand my need to be increased for certain hand. ling and/or erection stresses. This taus is not 8X14 6X8 3X6 1OX10 6X8 8X 14 to be fabricated with fire retardant treated 3X4 lumber unless otherwise shown. For additional 5X6 3X4 2-1-7 Information on Quality Control refer to5X6 ANSIrM 1-1995 Face = 0--*ft 12-2-0 PI 3.00 Face 0-3-12 I1300PRECAUTIONARY NOTES 0 8-° 0-s-o All bracing and erection recommendations ate to be followed in amo,danee Mth'Handling 8-5-11 21-8-10 InstallingRBracing. HIB-91. Testis. are to I 8-5-11 be handled with particular sue during banding 2 618 17 16 15 14 1 12 1 andbundling, delivery and installation to avoid 2657# 8.00" damage. Temporary and permanent bracing for holding uvssn in a straight and plumb pas- Won and for resisting lateral forces shall be 1- 0-0 4 2334i! 8:00 designed and installed by others. Careful hand. CdW9W) A S (12) 2X4 866# 1394# RO-10-10) W8iressentialanderectionalwaysEXCEPTASSHOWNPLATESARETL20GADPERANSI/TP1 1-1995 rybracingBoisrequired. Normal precautionary action for scale 0.1595 I trussesrequitessuchtemporary, bracing dttrtng WARNING: Eng. Job: Installationbetweentrussestonvoldtopplingand dominoing. The supervlabn of erection of trusses shall be under the control of persatts Maronda Systems READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: WO: CHFK3_ Truss ID: B1 experienced m the Wtallauon of trusses. Professional advice shall be sought a needed. CONTRACTOR. Dsgnr: TLY Chi: Date: 10-09-02 Concentration of comtrucuonloads greater than the design Inds shall not be applied to BRACING WARNING: 4005MARONDAWAYTC Live 16.0 psf DurFac Lbr: 1.25 trusses at any time. No bads other than the weight of the erectors shall be applied to SANFORD, FL. 32771 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 trusses until after all fastening and bracing 407) 321-0064 Fax (407) 321-3913 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.S aein 24.0" Pgiscompleted. TOMAS PONCE P.E. made to anchor lateral bracing atendsand specified locations determinedby thebuilding designer. AdditionalbracingtheBC Dead 10.0 Desigri Criteria: TPI LICENSE # 0050068 of overall structure my be required. (See HIB-91 of TIM. tl} uss Plate Institute. TPI, is located at 583 D'OnofrioDrive. Madison, Wisconsin 53719). psf Code Dese: FLA loos VANNESSA DP-OMEDOoMS2766 TOTAL 33.0 psf Q 5.02- 8 5- uaign: amrrtc Moo= JOB PATH: C.17EE-L0KV0BSICHEK3 HCS: 08.20.02 JB: CHEo:;PEAKE K 3 AC: 10# UPLIFT D.L. vliO: CHEK3 WE: TI: C ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to Joint Locations=='==___=_______ 7fiU design is for an Individual building component and has been based on information provided by the client. The designer declahm n damage asaresult of anyresponsibilityorBOTCHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MOST be WEBS t2x4SP #3 positioned to provide equal unbraeed 2x4 SP #2 2,4 segments OR 2x4 T-brace nailed flat to 1) 0- 0- 0 5) 40- 0- 0 19) 2) 10- 0- 0 6) 40- 0- 0 10- 3- 11 Incorrect faulty orIncorrectInformation. spetsflnllou MULTIPLE LOADS -- This design is the of web with w 3"x 0.120" nails spaced 81oec 4) 30- 0- 0 8) 20- 0- 0 and/ordesigns funil5hed to the truss designer composite result of multiple loads. Brace mist extend at least 90% of web length MAX. REACTIONS PER BEARING LOCATION--_-_ by the clientandthecorrectnessoraccumAllCOMPRES$Mords_arB_aa__to_be 'Jx6 Brass-r-equfr - 4 =0` . X=iiCR VASt' pH ljpjl Y-Loc Type ar[`11371imrm-ao" asit may relate to spe- clflc project and accepts no responsibility or continuously braced unless noted otherwise. WndLod per ASCE 7-98, C6C, V. 125nph, 0- 4- 0 1366 64 -1008 BOT PIN exercisesno control with regard tofabrica- MAX LIVE LOAD DEFLECTION: H- 15. 0 ft, 1- 1. 00, Cat. B, Kzt= 1. 0 L/999 39- 8- 0 1365 0 -1030 BUT H-ROLL tion, handling, shipment and Installation of Bld Type. Encl L- 58.0 ft W. 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: muses. The truss has been designed as an L--0.42" D=-0.44" T--0.86" in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 1 1008# Individual building componentInaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSIfM 1.19% and NDS-97 to be Incorporated T- 0.44" oa part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE... CSI ..BC ... FORCE... CSI engineer). When reviewed for approval by the To 0. 22" 1- 2 -4019 0.66 10- 9 3615 0.72 building designer. the design loadings shown gMg 115 2- 3 -4925 0.60 9- 8 3597 0.64 must be checked to be sure that the data shown 3- 4 -4925 0.60 8- 7 3596 0.64 are in agreementwiththelocalbuildingcodes, 4- 5 -4018 0.67 7 - 6 3 614 0.72 lord climatic recordsforwindorsnowloads, project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- oualy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-O' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel me." AS7M A 653. Grads: 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review the drawing to verify that thedrawing is in conformance with the fabrlcrtar's plans and to 1 M-0 2"-0 10-0-0 realize a continuingresponsibilityforsuchveri- fication. Any discrepancies are to be put In I 3 5 writing before cuttingorfabrication. Plate shall not be installed over knotholes, knots or distorted grain. Members shall be cut 6.00 for tight filling wood to wood hearing. Can - nectar plates shall be located on bath fain of 6X8 8X10 6X8 the tans with male fully and shall be sym. about the joint unlessss otherwise ise shown. A5x4 plate is 5' wide x 4' iottg. A 6x6 plate is6' T T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuotd of the webs unless otherwise shown. Connector plate sizes minimumare sore basedthe forces shown and may need be stressesse . for terhand- 5-9-12 0- 6-6 8i1, 10 8X10 0-6-6 5-6-6 ct ling and/or erectionstresses. Thb truss s isnot L tobe fabricated with fire retardant treated hunter unless otherwiseshown. For additional SX6 -4-15 sfor ation on Quality Control refer to 5X6ANSI/7P11-1995 Face = 0. -4 3•-2II 3.00 Face 0-3-12 PRECAUTIONARY NOTES 0-8- 0 f'- M bracing and erectionrecommendationsamtobefollowedin accordance with "Handling 9-7-11 19-4-10 1 9-7-11Instilling R Bracing', HIB-91. Trusses are to 8 18. catv uring banding benundlindledwithleuandandbundling. deltveery Instalarllationtion1366# 8.00" damage. Temporary and permanentbinforholdingtrussesIn a straight and plumb pos- 1-0-0 40 0-0 1366tY 0 11 Rion and for resistinglateralforcesshallbedesignedandinstalledbyoilier. careful nand- CCS) A S (12) 2X4 Ra10-1o) ling a essential anderectlonbracingisalwaysEXCEPTASSHOWNPLATESARET1.20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary actionforscalen = 0.1595 tramrequires such temporary bracing during instalbuo between trussntoavoid toppling and doNnoing. The supervision of erection of ta",esshall beunder the eantmlarpena"' Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: C EK3 Truss ID: C experienced In the installation of trussesProfessional advice shall be sou Professional ghtCONTRACTOR. Dsgur: TLY Chk: Date: 10-09-02 Concentration of comttuct on loads greater than thedesign Inds shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 pSr DurFac Lbr. 1.25 trusses at any time. No loadsotherthantheweightoftheerectorshallbe applied to trusses until after all fastening and bracing SANFORD, FL. 32771 Bmctng shown on this drawing 13 no erecbn bmcing, wind bracing, portal bmeing or similar bracing which is a part of thebuildingdesignandwhichmustbeconsideredbythebuildingdeser. Bra cing TC Dead 7.0 psrDurFac O.C. Spacing: PIt: 1.25 I 24.0" 407) 321-0064Fax ( 407) 321-3913 shown a fin lateral support of thus members only to reduce buckling length Provisions must be BC Live 0.0 pSf Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional onalbracingoftheoverallstructure"aybere. BC Dead d100Designl Criteria: TPILICENSE #0050068 dpdned (See HIB-91afTPI). Russ Plate Institute, TPI, is located at 563 D'Onofrio Drive. Madison. Wisconsin 53719). psf Code Desc: FLA 1005 VANNF84A DrcoVleoOYL32766 TOTAL 33.0 psf V:09 05 02- 6- 4- uengn: mtartr Anarysiss JVB 7A/H: C:17EE-L0K110BSICHEK3 HCS: 08.1An02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any respombWty for damages as a result of faulty or Incorrect Information. specifications and/ordesigns furnished to the truss designer by the client and the correctness or necumev of this Information as It may relate to a spe- effle project and accepts no responsibility or uemises no control with regard la fabrico- tlon. handling. shipment and Installation of uetrusses. This trhas been desIped as an Individual building component In accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated m part of thebuilding design by a Building Designer fregistered 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 kxal building codes. local rlbnitic records [or wend or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottam chords in tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Io'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator stall review this drawing to verify that this dmwing is In conformance with the fabricators plans and to realize a continuing responsibility for suchverl- fkation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Wtalled ever knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nails fully imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 8' wide x W long. Sits (holes) 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 sties are minimumatzo based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. 'fhb thus is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 11andl(ng Installing 8 Bracing. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man 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 dominotng. The supervision of erection of trusses shall be under the control of personsexperienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of constructionloads grcater than the design loads shall not be applied to trusses at any tan" No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT'u.i. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All _ COMPRRCCTCN Chorda are —assumed -to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB - 1.15 WO: CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length WndLod per ASCH 7-98, C&C, V- 125mph, Her 15.0 ft, I= 1.00, ExP.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE...CSI 1- 2 -4019 0.66 10- 9 3615 0.72 2- 3 -4925 0.60 9- 8 3597 0.64 3- 4 -4925 0.60 8- 7 3596 0.64 4- 5 -4018 0.67 7- 6 3614 0.72 TI: C 1 Joint Locations= 1) 0- 0- 0 5) 40- 0- 0 2) 10- 0- 0 6) 40- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 MAX. REACTIONS PER BEARING R= . o Vert Hor z Uplift 0- 4- 0 1366 64 -1008 39- 8- 0 1365 0 -1030 1 PROVIDE UPLIFT CONNECTION PER Support 1 1008# Support 2 1030# 10- 0-0 20-0-01, 10-0-0 1 314 5 6 0000T 5- 9-12 0- 6-6 5X6 Face = 0-3hL-3 OV_2-0 ATY: 1 9) 10a 3-11 10) 0- 0- 0 LOCATION Y- Loc Type OT PIN OT H-ROLL SCHEDULE: 6X8 8X10 6X8 T 5- 6-6 8X10 8X10 8XI1: 0 I 0-6-6 2 4- IS SX6i 13 00 Face I = 0-3-12 as 9- 7- 11 11 19-4-10 9-7-11 1 8 6 1366N 8.00" 1-0- 01366# 8.00" 40-" HM010 10) Cd%%"AES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS[/TP1 1-1995 scale = 0.1595 Maronda Systems 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 bracing, bracing, Eng. Job: DWg: Dsgltr: TLY chk: I TrussID: C1 Date: 10- 09-02 4005 MARON DA WAY TIC Live 16.0 psf DurFae' - Lbr: 1.25 DurFacI SANFORD, FL. 32771 not erection wind portal bracing or similar bracingPort buildingwhichisaofthebdeandwhichmustbeconsideredthebulldesignbydingdesigner. Bracing TIC Dead 7.0 psf Pit: 1.25 1 O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. of sham bforlateralsupportoftrussmembersonly to reduce buckling length. Pmwblons must be made to anchor bteml bracing at ends and specified locations determined by the building designer. BC Live 0.0 psf C Dead p 9 Design Criteria: TPI LICENSE #0050068 Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrmssPlate Institute. TPI, is located at 583 D'OnofttoDrive. Madison. Wisconsin 53719). 10.0 f Code Desc: FLA 1005 VANNFSBA DB.OViEDO.tL327W TOTAL 33.0 psf 00102_ 81 - Design: Mairir Analysis JOB PATH: CATEE-LOKVOBSICHEK3 HCS: 08.20.02 1 JB: CHESAPEAKE K 3 AC. 10# UPLIFT D.L. WO: CHEK3 WE: TI: D ) ATY:2 - DESIGN INFORMATION TOP CHORDS: 2x6 sP #2 MULTIPLE LOADS -- This design is the Joint Locations== 1) This design is for an Individual building and has been based on tnformauoncomponent by any responsibility for deranges ssa result ofanyrespoytnecufordanagent. 7be eslgnamuer ttof BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 composite result of multiple loads. All COMPRESSION Chords are assumed to be 4,6 continuous( braced unless noted otherwise. Y 0- 0- 0 6) 33- 9- 2 2) 6- 2-14 7) 40- 0- 0 3) il- 4- 0 8) 40- 0- 0 11) 20- 0- 0 12) 11- 7-11 13) 6- 2-14 , faulty or Incorrect infomhatlon. specifications PROVIDE UPLIFT CONNECTION WndLod per ASCE 7-98, CBC, V= 125mph, 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0and/or designs furnished to the truw designer PER SCHEDULE: H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 5) 28- 8- 0 10) 28- 4- 5bytheclientandthecorrectnessoraccurart1_ 989# 8in48.2-fsf, VertONS PER BEARINGotthisDonanasitmayrelatetoaspe- cub project and accepts no responsibWty or Support 2 1028# INT zone, TCDL BCDL-6. 0p psf X-Ltx Vert Horiz Uplift Y-I,oe TypeY-LocIOType exewnno control with regard to fabrta- MAX LIVE LOAD DEFLECTIONS L/999 Impact Resistant CorerCovering and/or Glazing Req 0- 4- 0 1365 97 -989 BOT PIN ton, handling, shipment and installation of trusses. This truss has been designed as an La-0.35" D=-0.36" T--0.71" TC...FI'ORCE.- CSI ..BC ... FORCE ... CSI 39- 8- 0 1366 0 -1028 H-ROLL individual building component In accordance with MAX HORIZONTAL TOTAL IA= DEFLECTION: 1- 2 -3949 6.53 14-13 3535 0.78 iANSIrM1-19%and NDS•97 to be incorporated Tv 0.42" 2- 3 -3824 0.50 13-12 3584 0.71espanofthebuildingdesignbyaBuilding Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4342 0.54 12-11 3483 0.58 engineer). When reviewed for approval by the To 0.21" 4- 5 -4342 0.54 11-10 3484 0.58 building designer, the design loadtnpy shown IM 1.15 5- 6 -3825 0.51 10- 9 3584 0.71mustbecheckedtobesurethatthedatashown6- 7 -3949 0.55 9- 8 3536 0.78arcInagreementwiththelocalbuildingcodes. local etmatie records for wind or snow loads, Projectspecifications or special applied Inds. Unless shorn, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are, not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of la-(r o.e Connector plates shall be manufactured from 20 gauge hot dipped gilv ntid steel meeting ASTM A 653. Grade 40. unless otherwise shove. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is In 11-" 17 4-0 11-4-0conformancewiththefabricatorsplansandtoIlk 1 2 1realizeacontinuingresponsibilityforsuchverl- 4 6Caton. Any discrepancies are to be put In writing before cutting or fabrication. QPlatesshallnotbeinstalledoverknotholes. knots or distorted gain. Members shall be cut for fitting 6X8 $X10 6X8tightwoodtowoodbeartng. Con- nector plates shag be looted on both fates 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' 4X6 4X6widex8' long. Sleds (holes) con parallel to the plate length specified. Doublecuts on web 6-5-12membersshagmeetatthecentroidofthewebs unless otherwise shown. Connector platesaes minimum size based on the forces shown and may need W be Increased for certain hand- 0-6-6 8X14 8X10 8X14 6-2-6 6are Iingand/or erection stresses. This tow is not 3X 3X4tobefabricatedwithIlseretardanttreated lumber unless otherwise shown. For additional 5X6 2-8-15 I dnfornatlon on Quality Control refer to 5X6 ANSIrM 1-19% Face = 04 0 -0I I I 3 00 Face 0-3-12 PRECAUTIONARY NOTES as All bracing and erection recommendations are to be followed in accordance with 'Handling Installing @ Bracing'. HIB-91. Trusses are to 10-11-11 16-8-10I 1a11-11 1 13 1 11 1 9 8behandledwithparticularareduringbanding bundling, and delivery and installation toavoid 1366N 800" damage. Tepory and pera mrapermanentbracingforholdingtrusses In a stmlght and plumb pos- loon and for resisting lateral forces shall be p/,yp,, 40-0-0 1366# 8.00' 1-(w designed and installed by othCareful hand- ers. CV.IYIP,Yll;:) A S (12) 2X4 ring is essential and erection bracing is always EXCEPT AS SHOWNPLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal preautionary actionforse(RO-10-10) 0. 1595 trusses requires such tempormy bracing daring installation between trusses to avoid toppling domdnoing. The supervtslon of erection of trusses shallbe under the control of persons Maronda SystemsWARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g• Job: Dwg: WO: CHEK3and Truss ID: D experienceda'd theinstallationbee sought oughif nKaed• CONTRACTOR. Dsgnr: TLYcbk: Date: 10-09-02 Concentration of constructibra on ads gter thanthe design badsshallnotbe applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0psrDurFacLbr: 1.25 trusses at any time. No bads other than the weight of the erectors shag be applied to SAN FORD, FL. 32771 Bracing sham on this drawing is not erection bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf Du rFac Pit: 1.25 trusses untiloffer all fastening and bracing 407) 321-0064 Fax (407) 321-3913 which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of trussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psr O.C.$aein P 9: 24.0" is completed. TOMASPONCE P.E. madetoanchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the be BC Dead10.0 Desl ri 9 Criteria: TPI LICENSE #0050068 weal] structuremay required. (Sce HIES-9 of 7P). frruss Plate Institute. TPI. is locatedat 583 D•Onofrio Drive. Madison. Wisconsin 53719). psf Code Desc: FLA 1005 VA"ESSA DROMEDO.PL3270a TOTAL 33. 0 psi 0 05.02- 818- 6' uesign: marns Analysis JOB PATH: C:ITEE- LOKVOBSICHEK3 HCS: 081p.02 JB: CHESAPEAnc K 3 AC: 10# UPLIFT D.L. WO: (,heK3 WE: TI: E I ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations= ndsdesign isfor anIndwfdualbwtding HOT CHORDS: 2x6 SP #2 ccagposite result of nultiple loads. 1)==O== a0- 0 6) 33- 1- 2 11) 20- 0- 0 componentandhasbeenbasedonlnfonnationprovided by the client. desl-a WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 fordwTheanyrnporuroillryfordanagnssa :Holt of presult2x4 SP #2 4,6 continuously braced unless noted otherwise. Y3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 faulty or incorrect Information.specttlmtions WndLod per ASCE 7-98, C&C, Ver 1253mph, 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 tgand/ordesufurnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 5) 27- 4- 0 10) 27- 0- 5 by the clientandtheconectnessoraccuracyofthismfomatbnas it may relate to a spe- Support 1 988# Support 2 1027# Bld Type. EnCl Ler 58.0 ft W= 40.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- cinc project and accepts no responsibility or fabrico- MAX LIVE LOAD DSPLECrION: in INT zone, TCDL- 4.2 sf, BCDL- 6.0 sf et Resistant Covering p a q and/ or Glazing Req X-Loc Vert 0- 4- 0 1365 Horiz Uplift 100 Y- Loc Type uerelses no control arith regard tohandling. L/999 988 HOT PIN tion. shipment and Installation of has trusses. This muss hasbeendesignedasan L--0.32" D--O. 33" T--O. 65° TC... FORCE ...CSI ..BC...FORCE...CSI 39- 8- 0 1365 0 -1027 Bar H-ROLL Individual building In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4002 0.54 14-13 3591 0.79 ANSI/•IPI 1-19MandNDS-97 to be Incorporated T- 0. 42 ^ as part of the building designby a BuildingDesigner (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3880 0.45 12-11 3343 0.53 engJneerl. When reviewed ewedforapprovalbythe T= 021^ 4- 5 -3880 0.45 11-10 3342 0.53 building designer, the design loadings shown to RMB 1.15 5- 6 -3689 0.52 10- 9 3629 0.69 must be checked besurethatthedatashown6- 7 -4002 0.56 9- 8 3590 0.79 are in agreement withthelocalbuildingcodes. local climatic records for windor snow Inds. project specifications or special applied loads. Unlessshown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottom) are continu- ously braced by shnthtng unless otherwise speefled. Where bottom chords in tension are not fully braced laterally by a property applied rtod calling. they should be braced at a maximum spacing of la- V o.e Connector plates shall be manufactured from 20 gauge hot dipped Galvanized steel mating AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review 12-8-0 14-8-0this drawing toverifythatthisdrawingisin12-8-01 2 conformance withthefabrlcntoe3pLvuandto46realizeacontinuingrespomibfhty for such veri- fkatbn. Any discrepancies are to be put In 6.00 writing before cutting or fabrication.-6.00 Plates shall not be Installed over knotholes. 6X8 3X4 6X8 knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nectorplates shall be located on both faces of the truss with nails fully imbedded and shall be T6-10-6 sym. about the joint unless otherwise shown. A 4X6 5x4 plate Is 5' wide x 4- long. A 6x8 plate Is 6- 4X6 wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts onweb 7-1-12 members shall meet at the centroid of the webs o unlessotherwisesm hwn. Connector plate sizesareminimusizesbasedon the forces shown and may need to be increased for certain hand - 0_" 8X14 4X68X14 3X4 0-6-6 Unit and/ or erection strssses. This thus 1s not 3X4 to be fabricated with flrc retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to 5X8 3-0-15 XS ANSI/TPI1.1995 Face = 0-3h2 1 12 - 1 3S1 3 00Face0- 3-12 PRECAUTIONARY NOTES 0-8 8- 0 All bracing and erection recommendations are P=j to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to I 12-3-11 14-0- 10 12-3-11 be handled with bundling, delivery id 13 1 11 1 9 g and and Installation to 1366# 8.00" damage. Tempomry and permanent bracingforholdingtrussesIna straight and plumb posItlon - and for resisting ng lateralforshellbe40-0-0 1366# 8. 0" designed dested and Installed by others. Carefulhand. hand- CV.'IVICY Rom) A 2X4RO-10 -10) ling Is essential and erection bracingisalwaysEXCEPTASSHOWNPLATESARETL20GATESTEDPERANSUTPI1-1995 required. Normal precautionary action for Scalei = 0.1595 trusses require suchtemporary bracing during Installation between trusses to avoid toppling WARN NG: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CH and dornmotng. The supervision of erectionoftrussesshallbeunderthecontrol of persons 1( Maronda Systems A COPYOF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: j E experienced In the Installation of muses. Professional advice shall be sought If needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction bads grater than the design Inds shall not be applied to trusses at any time. No loads 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf DurFac Lbr: 1.25 n other thathe weight of the erecton "hall be applied to SANFORD, FL. 32771 Bracing shown on this drawing la not erection bracing, wind bracing, portal bracing or similar bra" which is a part the building andwhichmustedccnbucklabythedesigner. Bracing TICDead 7.0 psf DurFaca i - Pit: 1.25 trusses until otterall fastcntng and bracing is completed. 407) 321-0064 Fax (407) 321-3913 er of truss f. Prong Shawn b for lateralsupport of tawsmembersonlytoreducebucklinglength: Prwblotu must be made to anchor lateral bracts at ends and spdetermined by the hooding designer. ecified pebe BC Live 0.0 pSfO.C. Spacing: Design 24.0" TOMAS PONCE P.E. re uired.locations Additional bracing of the overall structure maybe required. (see HIB-91 of TPq. BC Dead 10.0 psi Criteria: TPI LICENSE #0050068 ffrsrss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1g Code Desc: FLA 1005 VANNIMU DR.OVIEDOXI-32766 TOTAL 33. 0 psi I V-09 OS 02- 7819 7 Design: Matrix Analysis JOB PAT!/: C.17EE- L0KV0BSICI1EK3 NCS: 08.20 02 JB: %---IiESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: F ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 sP #2 MULTIPLE LOADS -- This design is the joint Locations=_'=________ Thb design isfaran Individual building BOT CHORDS: 2x6 SP #2 ccaiposite result of multiple loads. 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0componentandhasbeenho, onlntormauon by the dlent.The designeridedresponsibility WEBS: 2x4 SP #3 2x4 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 as aresult ofanyfordamageesaresultof SP #2 2,4,6,8 continuously braced unless noted otherwise. 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14faultanyyorinsmeetnttothetrusn. scauons WtidLod r ASCE 7-98, C&C, V. 12 4) 26- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/orand/ordesignsfumbhea to thetnnssdeslgnerfurnished PEE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I= 1.00, 1.0Sxp.Cat. H, Rzt- 1.0 5) 26- 0- 0 10) 25- 8- 5bytheclientandthecorrectnessoraccuracySupport1987# Bld Type. EaCl L- 58.0 ft W. 40.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthis tnfomatlon as It may relate to a spe- cello project and accepts no responsibility or Support 2 1026# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf X-Lax Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: L 999 ImpaC iIIcJ inq ReqtResistantCoverand/or Glazing 0- 4- 0 1365 103 -987 PIN trusses. Thisg. Installation anuses. Thb truss has been designed as an L--0.30" D--0.31" T--0.61" TC...FORCE...CSI ..BC...FORCE...CSI 39- 8- 0 1365 0 -1026 BOT H-ROLL Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80ANSIrM1-1995 and NDS-97 to be Incorporated T- 0.42 ° as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48Designer (registered architect or professional engtneerl. When reviewed for approval by the T- 0.21° 4- 5 -3503 0.40 11-10 3195 0.48 building designer. the design loadlnp shown RMB - 1.15 5- 6 -3544 0.53 10- 9 3656 0.68mustbecheckedtobesurethatthedatasham6- 7 -4036 0.58 9- 8 3626 0.80ateInagreementwiththelocalbuildingcoda. localclimatic, records forwind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage orocoupanry loads. The design assumes compression chords (top orbottom) 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 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 14-0-0 12-0-0 14 0-0 Prior to fabrication, the fabricator shall review 1 2 4thisdrawingtoverifythatthisdrawingisIn 6 conformance with the fabrfcatoes plans and to nmltze a continuing responsibility for such ver- r 6.00 Q flcation. Any dbeepancics are tobe put In writing before cutting or fabrication. 6X8 3X4 6X8PlatesshallnotbeInstalledoverknotholes. knots or distorted grain. Members shad be cut for tight rating wood to wood bearing. Can- nector plates shad be located on both faces of Tthetrusswithnagsfullyimbeddedandshallbe 8X10sym. about the joint unless otherwise shown. A 8X1O 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x e- long. Slots (holes) nun parallel to the plate length spenlled. Double cub on web members shall meet at the centrold of the webs 7-9-12 8X14 4X6 $X14 7-6-6 unless otherwise shown. Connector plate sizes O-" are mintanum sires based on the forces shown and may need m be Incnntsed for certain hand- 3X4 0-6-6 Lingand/or erection stresses. This truss Isnot 3X4 to befabricated with fire retardant treated lumber unless otherwise shown. For additional SX8 3-4-15 a Information on QualityControl refer to 5X8 ANSI/7PI I-I995 Face = 0--*tL 12-2-0 Face3.00 II 3 00 0.3-12 PRECAUTIONARY NOTES 0-8-0 0-8-0 All bracingand crection reeormmendatiorts are to be followed In accordance with -Handling Installing R Bracing-. NIB-91. Trusses are to l 13-7-11 1, 11*10 1, 13-7-11 be handled with particular cue during banding 1 13 1 11 1 9andbundling, delivery and Installation to avoid 1366H 800" damage. Temporary and pemanent bracing for holding trusses In a teralfor and plumb pas- and for misting lateral forces shad be 1- 0 40- 0-0 1366# 8. Oar I 11 deliItIondesignedandWindedbyothers. Careful hand- day CV)IY1L') A S (12) 2X4 Ro-10-10) IIngisessentialanderectionbracingbalwaysEXCEPTASSHOWNPLATESARETL20GATESTEDPERANSUTPI1-1995 required. Normal ptecaar utlony actionfor Scale 0.1595 I trusses requiressuchtemporarybracingduringInstallationbetween trusses toavoid toppling and dominoing. The supervision of erection of trusses be of persons Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dw g: Truss I D: F ceddnrthecontrol ntheInstallation experiencedIntheovashallbesooftrusses. needed Professional advice abaci besoughtofneeded. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction loads greater thanthe design leads shall not be applied to trusses at any time. No fundsother than the BRACING WARNING: Bracing this drawing 4005 MARON DA WAYTCLive16.o t DurFaei DurFac Lbr: 1.25welght of the erectors shad be applied to trusses untilafter all fastening and bracing SA NFORD, FL. 32771 shown on is not erection bracing, wind bracing, portal bracing or shnflar bracing which b a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf O S Pit: 1. 25 f acing: 24.0s407) 321-0064 Fax (407) 321-3913 shown 13 for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf C. P is completed. TOMAS PONCE P.E. rode to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BCDead10.0 D@SI n 9 Criteria: TPI LICENSE //0050068 of overallswcturemayberequired. ( See IIIB- 91of7Pn. rlluss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wlscoruln 53719). psf Code Desc: FLA ZOOS VANNESSA DP-OVIEDO. FL32766 TOTAL 33.0 psf V•09.05.0 820- uvign: Afars Analysts JOB PAIN: CATEE-LOKI/OBSICHEK3 11CS: 0B.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L.' - WO: CHEK3 WE: TI: G ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations= This design is for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1)0- Oa 0 5) 31- 7-12 9) 24- 7- 8componentandhasbeenbasedonInformation client. The destgnerdtselabns WEBS: 2x4 SP #3 2x4 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8anyreprovidedbytheartytesponsmflttyfordamageasarnuDofSP #2 2,4,6 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 - faulty or incorrect bdormauon.specifications WndLod per ASCB 7-98, C&C, V. 1253rph, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0and/ordesigns furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Ho 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- bythecllentandthecortectnessoraccuracy thb Information Support 1 984# Bld Type. Encl L. 58.0 ft W= 40.0 ft Truss X-Loc Vert Horiz Uplift Y-LOc Typeofasitmayrelatetoaspe- preset and no responsibility Support 2 1027# in INT zone, TCDL= 4. 2 psf, BCDL= 6. 0 psf 0- 4- 0 1365 114 -984 PINexecctdctrxepbtofabrics- exercises no control with regard to (abrtco- MAX LIVE LOAD DEFLECTION: L 999 et Resistant Coveringaq and/or Glazing Reg 39- 8- 0 1365 0 -1027 BOT H-ROLLUon. handWng shipment and Installation d trtnses. This truss has been dmfgnedasan L=-0.28" D=-0.29" T=-0.57" TC... FORCE ... CSI ..BC ... FORCE ... CSI tndNWual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4030 0.58 12-11 3623 0.79ANSI/TPI 1-190 and NDS-97 to be incorporated as put of the building design by a Budding T= 0.42" 2- 3 -3449 0.49 11-10 3645 0.66 Designer (registered archilect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3132 0.57 10- 9 3130 0.56 engineed. When reviewed for approval by the T= 0. 20" 4- 5 -3451 0.49 9- 8 3645 0.66 building designer, the design loadings shown RMB 1.15 5- 6 -4029 0.60 8- 7 3622 0.79mustbecheckedtobesurethatthedatashown are In agreement with the local building codes• kcal cWmatic records forwind or snow loads• project specifications or special applied loads. Unless sham, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IV-V o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvantud steel meeting AS` M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES 15-" 11 10-0-0 15-M 1 2Priortofabrication. the fabricator shall review this drawing to verify that this drawing is in conformance With the fabricator's plans and to Q Qmalletacontinuingresponsibilityforsuchven- fleation. Any discrepancies are to be put In 6X8 6X8writingbeforecuttingorfabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- T8- nector plates shall be locatedon both fainof the tress with nods fully imbedded and shall be 8X10 8X10sym. about the joint unless otherwise shown. A 5x4 plate is wide5' we x 4- long. A US plate is 8' 8-3-12widexfilong. Slots moles) run parallel to the plate length specified. Doublecuts on web member shag meet at the centroid of the webs unless otherwise shown. Connector plate size 0-" BX14 8X14 reaminimum atzes based on the forces a= and may need to be mneased !or ttrtaln hand- 3X4 3X4 0- 6-6 ling and/or c22n s=e This taw is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 5X6 3-8-2 InformationonQualityControlreferto5X6 ANSI/ TPI 1.1995 Face = 0.3Z- 12-2 i 00 II 3.00 Face 0.3-12 PRECAUTIONARY NOTES 0- 8- All bracing and erection recammendatioru are y to be followed in accordance with -Handling Installing & Bmcing. HIB-91. Trusses are to 14-8-8 9-3-0 14-8-8 be handled with particular rareduring banding 1 11 10 8 1 and bundling, delivery and installation to amid1366N 8.00" fdamage. holding cs mandstraight permanent bracing forhofrandplumbportWonandforresistinglateralforcesshallbe1- 0-0 40- 0-0 1366rY 8.00" I 11 designedandinstalledbyothers. Careful hand- CAS) A (12) 2X4 R0.10-10) lingisessentialanderectionbm" is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action for scale 0.1595 UUSSCS reqt o fig between Wtallalbn between WARNING. LI' Eng. iontrussestruuotoawldtopplingavoidopanddommoing. The supervision of erection of tnsses shall be under the control of persons Maronda Systems READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Job: Dwg: WO: CHEK3 Truss ID: a G knW ad ice bes; `"one soughtu needed. CONTRACTOR. g°r Ds TLYChk: Date: 10-09-02 Concentration of construction loads greater than the design bads shall not be applied to BRACING WARNING: 4005 MAgRONDAWAYTCLive 16.0 ps f DurFacLbr. 1.25 trusses usses atany time. No Inds other thanthe weight of the erectors shall be applied to trussesuntil after all fastening and bracing SANFORD, FL. 32771 Bracinshowthis n on drawing Islla noterectionbracing, wind bracing, portal bracing or shnr bracing which is a par ofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 pSf DurFac O.C.S PIt: 1. 25 scan 24. 0" 15 407) 321 M64 Fax ( 407) 321-3913 sham is for lateral support of truss members only to reduce buckling length Provblons must be BC Live 0.0 PSf p g completed• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the 10.0BCDeadDesigri Criteria: TPIofowemllstructure mayberequired. (See HIB-91 of TM. psf j LICENSE #0050068 flansinstitute, Plate titute, TPI• located at 583D'Onofrfo Drive. Madison. WisconsinV 53719). Code esc: FLA 1005 VANNfSSADROVIEDO.FL32766 TOTAL 33. 0 psf V:0 05.02- 821- uesign: menu Anarysis JUB /AI!/: CA EE-LOKVOBSICBEK3 tics: 08.1.02 JB: CHESAPEA;,E K 3 AC: 10# UPLIFT D.L. WO: %_rIEK3 WE: TI: H ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====__=====e== This design is for art individual building 2x6 SP #2 2 composite result of multiple loads. 1) 0- 0- 0 5) 16- 3- 0 component and has been based on mfiannauon BOT CHORDS: 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0providedbythecuatt.The designer disclaimsany nor for damages as ° result of WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 7- 0- 0 7) 20- 0- 0 incorrect faultyorlcarecllnformauon, apecdlcaUons 2x4 SP #2 3 This 1-PLY Hi Master designed to C P9narty4) 13- 0- 0 8) 12 - 8 - 8 and/ or designs furnished to the truss designer 71 0" open jacks (no webs) across center the client and the correctness or accuracy byeyper WhdLodrASCE 7 - 98 , C&C, V- 12 Sttglh, and Hip Jack Truss framed to BC TOTAL DESIGN LOADS ofthis ,nform lion as it may relate to a spe- H. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Uniform PLF From PLF TO clficprojectandacceptsnoresponsibilityorexercise no to n- fabrica- ntrolshipregandBld Type- Enel L- 58.0 ft W= 20.0 ft Truss Support 1 559# TC Vert L+D -46 1- 1- 9 I 46 7- 0- 0 endithmtion, handling. shipment and wtnllaUon of g. latio in INT zone, TCDL- 4. 2 sf, BCDL- 6. 0 sf Support 2 559# PPTC Vert L+D -100 7- 0- 0 100 13- 0- 0 trusses. Thts thus has been designed as an Impact Resistant Covering and/or Glazing Req TC Vert L+D -46 13- 0- 0 46 21- 1- 9 IndividualbuildingcomhponentinaccordancewithMAXLIVELOADDEFLECTION: TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -20 0- 0- 0 20 7- 0- 0 ANSI/TPI 1-19%and NDS-97 to be Incorporated L/999 1- 2 -2360 0.50 10- 9 2048 0.55 BC Vert L+D -43 7- 0- 0 13- 0- 0 aspartofinebuildingdesignbyaBuildingprofwional lrWhenatwedfoL-- 0.06" D=-0.06" T--0.12" 2- 3 -2294 0.34 9- 8 2049 0.47 BC Vert L+D -20 13- 0- 0 20 20- 0- 0 eng1neDesigneraenglneed• When reviewed for approvalby the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -2069 0.49 8- 7 2040 0.55 Concentrated LBS Locatt:43 on building designer. the design lwdbV shown T- 0.041 4- 5 -2288 0.35 BC Vert L+D 429 7- 01 0 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -2352 0.51 BC Vert L+D 429 13- 0 L0 areinagreementwiththelocalbuildingcodes. re rnrd% for wind or snow Inds. T- 0.02 ° MAX. REACTIONS PER BEARING LOCATION ----- project specifications or specialapplied Inds. RMB - 1.00 X-LOc Vert Horiz lift Y-L ocType Unless shown, truss has not been designed for 0- 4- 0 1377 0 -559 BOT PIN storage oroceupancyloads. The design assumes 19- 8- 0 1371 0 -559 BOT H-ROLL compressionchords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pr"puly applied rWd ceiling. they should be braced at a maximum spacing of 10'4r o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 7-0-0 6-0-0 7-0-0 Prior to fabrication. the fabricator shall review 1 2 5 6 this drawl" to verifythat this drawing isin wnfomunce with the fabricttoe3 plaru and to 6,00 0 realizeacontinuingresponsibilityforsuchved- Ikation. Arty discrepancies are to be put In 5X10 6X8 wrttingbeforecuttingorfabrication. hates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- T nectorplatesshallbelocatedonbothfaroofthe truss with nau9 fully imbedded and shall be 2X4 2X4 sym. about the Jolt urdess otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate Is 8' wide x "' long. Slots (holes) run parallel to 4-3-15 4-0-6 the plate length specified. Double cuts on web members shall meet at the centroaf of the webs 0-6-6 0-6-6 unlessotherwiseshown. Connector plate sizes are minimum sizes based on the forces shoal and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be r°l'©ted ash fir` "et°`d°"t treatedlumber unless otherwise shown. for additional SX6 8X10 3X8 SX6 Infomhalion on Ouallty, Control icier to ANSI/ TW 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with -Handling 20-0-0 installing & Bmcf ir. HI13-91. Trusses are to be handled with particular care during banding 10 9 8 7 andbundling, delivery and installation to avoid damage. Temporary and permmnent bracing 1378// 8.00" 1372# 8.00" for holding trusses l a straight and plumb ItlanandforresistingLateralforcesshallbed1- 1-9 _I 2M 19 designed and wts0ed by others. Careful hand- R1-1-% 430# 430# 1K1-1-7) ling1sessentialanderectionbrace" is mays EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSI/TPI 1-1995 required. Nomul precautionary action for scale 0.3010 wuesrequires such ntruss traryussesidtoppinging installation betweentrussestoewfdtopplinganddomloing. The supervlaion of erection of trusses sitar x ender the control of persons MarondaSystems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. .lob: DWg: CHEK3r Truss ID: H f io vd the installationshall be sought CONTRACTOR. Dsgur: TLY Chk: Date: 10-09-02 Concentration of construction loadsgreater than the design loads shall not be applied to BRACING WARNING: 4005 MARONDAWAYTCLive 16.0 t DurFac Lbr: 1.25 trusses at any time. No loads other than the weight of the vectors shall be applied to SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Isapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psi DurFac O.C. Spacing: Pit: 1. 25 I n24.0trussesuntilafterallfasteningandbracinglacompleted. 407) 321-0064 Fax (407) 321-3913 shown is for lateralsupport of traits membersonly to reduce buckling length Provisions must he made to anchor lateral bracing at ends and specified locations determined by the building C Live 0.0 pSf TOMAS PONCE P.E. designer. Additional bracing of the wernt structure may be required. (See HIB-91 C Dead 10.o f Design' Criteria: TPI ofTPQ. CodeFLALICENSE //0050068flrusaPlateInstitute. TPI• Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Vesc: torn VANNE4. 4A DMOVIED0.1`1_32766TOTAL 33.0 psi V:0 0 I - 824- uengn: Matrtr AnatytU JOB PATH. C ITEE-LOKUOBSICHEK3 HCS: 08.j.02 JB: Ci -r5APEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: I QTY:I DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations======___ 1) e=__.. This design ISfor an Individual building BOT CHORDS: 2x4 SP #2 coirposite result of cultiple loads. 0- 0- 0 5) 15- 5- 0 9) 0- 0componentandhasbeenbasedoninformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 A) 09-- 0- 0providedbythechant. Thedesigner dhci b- any:nponsfbWty for damages as a result of WEDGES: 2x4 Sp #2 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 7) 20- 0- 0 faultyortneorrectlnformauon.specifications WndLod per ASCE 7-98, CIC, V. 125uph, 4) 11- 0- 0 8) 11- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrcctneuoraccuracySupport1547# Bld Type. Enel L- 58.0 ft W. 20.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type oftluiinformationasitmayrelatetoaspe- Support 2 496# in INT zone, TCDL- 4.2 psf, BCDL= psf 0- 4- 0 31 -547 BOT PIN clBcprojectandacceptsnoresponsfbllityoruercbes no control wmh rc&ud to wbrica- MAX LIVE LOAD DEFLECTION: et Resistant Cover Glazing aCoveringand/or Glazing Req 19- 8- 0 659 6590 -496 SOT H-ROLL twos handling. shipment end destsned a of trusses. 7111s truss has bean designed es an L/ 999 L=- 0.04° D=-0.04" T=-0.07" TC... FORCE... CSI ..BC ... FORCE ... CSI tndvidualbudding componentIn accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -973 0.33 10- 9 826 0.40 ANSI/7Pi1-1995 and NDS-97 to be Incorporated T- 0.04" 2- 3 -791 0.28 9- 8 665 0.25 as partofthebuildingdesignbyaBuddingMAXHORIZONTALLIVELOADDEFLECTION: 3 - 4 -667 0.19 8- 7 825 0.40 Destglrer (registeredarchitectorprofessionalengineer). When reviewed for approval bythe T- 0. 02" 4- 5 -787 0.28 budding designer, the design loadings shown j 1.15 5- 6 -972 0.36 most be checked to be sure that the data shown are In agreement with the local building codes. local chmatic records for wind or snow loads. project speclBeatwns or spectal applied Inds. Unless shown. truss has not been designed for storage or occupancy Inds. The design assume compression chords ( top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding they should be braced at a mwdr"um spacing of l(Y-0" o.e Connector 9-0-0 2- plates shallbemfrom20fro20gaugehotdippedgalvardudsteelmeeting ASTM A 653. Ilk I 2 5 Grade 40. unless otherwiseshown. 0 FABRICATION NOTES Prior to fabrication, the fabricator shallreview 4X8 4X6this dmwMg to verify that this drawling is In confom once with the fabrleatoe3 plans and to reallu a continuing responsibility for such verl- Bcatwn. Anydbcmpanel= are to be put In writing before cutting or fabrication. Rates shall not be Wtnlled over knotholes. knots or distorted grain. Members shall be cut for light f iting wood to wood bearing. Con- 2X4 2X4 nector plates shall be located on both faces of the buss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5-3-15 5-0-6 5x4 plate is 5' wide x 4' long A 6x8 plate is 6' wale x 8' long Slots (holes) run parallel to the plate length specllled. Double cuts on web 0-6-6 members shall meet atthecerrtroidofthewebs0-6-6 unless otherwise shown. Connectorplatesizesareminimumsizesbased on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This taw is not to x fabricated with fire retardant han her unless treated unless otherwise shown. For additional5 Information on QualityControlreferto6SX66X83X8 ANSI/7PI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling 204)-0 Installing 3 Bmdng. HIB-91. Trusses are to 10 9 8 be handled whh particularcareduringbandingandbundling, delivery and Installation to avoid 712# 8.00" m daage. Temporary andpermanentbracing111'9 I 660# 8.00" for holding tresses m a straight and plumb pos- Ilion and for misting lateral form shall be I i 7 2"- 0 1designed and insta8ed by others. Careful hand- p ts - -' It" is essentialand erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 required. Normal precautionary actionforGATESTEDPERANSI/TPI 1-1995 scale 0.3171 trusses requites such temporary bracing dtlrtmg wstaltation between trusses to avoid toppling and dninoing. The supervtsion of erection of tnavesshall beunder the control Ofpersons hMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID' I experienced m the tastattatwn of losses. Profeaswnal advioe shall be se sough tr needed. CONTRACTOR. Dsgrlr: TLY Chet: Date: 0-09-02 Concentrationof adsweUan wads greater than the dalgra wads shagnotbeappliedtoBRACINGWARNING: 4005 MARON DA WAY TCLive16.0 f DurFac Lbr: 1.25 trusses, at antime. No Inds other than the Y weight of the erectors shallbe applied to trusses fastening bracing SANFORD, FL. 32771 Bracing shown on aids draw g Mg is no erection bracing, wind bracing. portal bmcing or shN}ar bracing which is a part of thebuildingdesignandwhichmostbeconsideredbythebuddingdesigner. Bracing TC Dead 7.0 psr DurFac O.C.Spacing: Pit: 1.25 24.0" until after all and 407 321-0064 Fax 407 321-3913 shown Is for Lateral support of truss members only to reduce bucklingle length. Rwlsloin must beBC I,tVe 0.0 psf p ri is completed. TOMAS PONCE P.E. made to anchor lateral b to lire budding designer. Additional b bracing at ends andspecifiedlocationsdetIIB-91 racing the BC Dead 10.0Desin Criteria: TPI LICENSE #0050068 or overall structure may be required. ( see ilia-sl of TPO. re T rrruss Plate Institute. TR, b located at 583 D'Onofdo Drtve. Madison. Wisconsin 53719). psf fg Code DesC: FLA 1005 VANNFBSA DP-OVIEDO.FL32766 I TOTAL 33.0 psf V: 05.0 782511 Uerign: MaTfU Anaiyllr 1UH PATH: CATEE-LOKU08SICHEK3 HCS: 08.2t102 B: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO: CHEK3 WE: TI: J ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the a ___ =Joint Locations= This design is foran Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. s-; 1) 0- 0- 0 4) 14-i1- 0 7) 10- 0- 0componentandhasbeenbasedonln(otmatlon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0providedbytheclient. The designer discialms any responsibility for damages as a result of WEDGES 2x4 SP #2 continuous! braced unless noted otherwise. Y 3) 10- 0- 0 6) 20- 0- 0 faulty orincor"dInformation. spermmttom WhdLod per ASCE 7-98, C&C, V- 125mph, MAX. REACTIONS PER BEARING LOCATION----- and/ ordnlgru furnbhcd to the tress designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 X-Lou Vert Horiz uplift Y-Loc Type by the client and the correctness or accuracy Support 1 532# Bid Type- Enel L= 58.0 ft We, 20.0 ft Truss 0- 4- 0 711 60 -532 BOT PIN ofthisIformalbnasItmayrelatetoaspe- Support 2 566# in INT zone, TCDL- 4.2 psf, BCDL•. 6.0 psf 19- 8- 0 711 0 -566 HOT H-ROLL cglcprgeaandacceptsnoresponsibilityorexembes no control with regard to fabrtca- MAX LIVE LOAD DEFLECTIONS Impact Resistant Covering and/or Glazing Req trusshandling, russIshipment and Wtallation gnedaoftrusses. This truss has been designed as an L/ 999 L=- 0.04" D=-O.04" T=-O.07" TC...FORCE...CSI ..BC...FORCE...CSI Individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -963 0.31 8- 7 816 0.40 ANSI/ IPI 1-1995 and NDS-97 to be mcerpomted Te, 0.03" 2- 3 -753 0.26 7- 6 816 0.40 aspartofthebuildingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -753 0.27 Designer (registered architect or professional engln- A. When reviewed for approvalby the Te 0. 02" 4- 5 -963 0. 35 budding designer, the design loadings shown IiIaB a 1.15 mustbecheckedtobesurethatthedatashownare In agreement with the local bulking codes, loml clamaticrecords for windor snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancybads. The design assumes compression chords (lop or bottom) are mntlnu- otuly 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 10-0-0 10-0-0 0maximumspacingof10'- o.c. Connector 1 2 4 5 platesshallbemanufacturedfrom20gaugehotdipped galvanized steel meeting ASTMA 653. Grade 40. unless otherwise shown. O O FABRICATION NOTES 4X6 Prior to fabrlmUon, the fabricator shad review this drawing toverify that this drawing isin conformance with the fabricators piss andto realize a continuing responalbWty, for such veri- Mallon. Any discrepancies are to be put In wriUng before cutting or fabrimUon. Plates shall not be installed over knotholes, knots or distorted grain. Members shag be cut 2X4 2X4 fortightfittingwoodtowoodbearing. Con- nector plates shag be Located on both faces of the truss with nags fully imbedded and shag be 5-9-15 5-6-6 sym. about the joint unless otherwise shown. A 5x4 plate b 5- wide x 4- brig. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-" membersshagmeetatthecentrofdofthewebs0-6-6 shaves. on the for plate slur unlesstmurwssizesareminanumslznhuedontheforcesshownand may need to be increased for certain hand- ling and/or erection stresses. This taw isnot tobe fabricated with ram retardant treated lumberr. unlessotherwise ahoan. For additional al5X6 6X8 5X6 on guabty Control refer to ANSI/ TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendallons are 1 I to be followed In accordance with -Handling Z0-0-0 Installtng@Brachir. HIB-91. Trusses are to 8 7 6 behandledwithparticularcueduringbandingand bundltng• delivery andinstallation to avoiddamage. Temporary and permanent bracing 712# 8.00" 712# 8.00" for holdingr mist m a feral fo and plumb pus- andand misting literal shall be 1 9 aItion R1-1- 20-0-0 1-1-9 deli n others. designedandInstalledbyother. Careful hand- I I ling Is essential anderection bmcamg Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 required. Normal precautionary action for Sc e = 0.3010 try oavoid oPpunng ing Uusseslonbetsuchbetween anstallationbetweenr.....n to avoid toPPa"g and dominoing. The supervbLon of erection of trusses shall be under the control of personsMaromnda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: J experiencedintheInstallationoftroves. Professional advice shag be so sight if needed. CONTRACTOR. Dsgnr: TLY Chk: Date: TO-09-02 Concentration of constructionInds greater than the design loads shag not be applied to trusses at an time. No Loads other than the BRACING WARNING: 4005MARONDAWAYTIC Live 16.0 psf DurFac DurFac Lbr: 1.25 Pit: Ywelglmt of the erectors shag be applied to trusses unW alter all fastening and bracing SANFORD, FL. 32771 Brac shaves on this din is not erection brarsrr atod bra mini bra or sbnllar ism wing & bracing. P" bracing rang which is a pout of the building design and which must be considered by the bugdamg designer. Bracing TC Dead 7.0 BC Live 0.0 psf O. C. Spacing: 1. 25 aein 24.0" p9bcompleted. 407) 321-0064 Fax (407) 321-3913 shown is for lateral supportof 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. psf Design! Criteria: TPI TOMASPONCEP.E. Additional bracing of the overall structure may be required. (Sec HIB-91 of TP). 0 10. CDeadpsrLICENSE # 0050068 rrruss Plate Institute, TPI, is Located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1 CodeDesc: FLA ZOOS VANNESSA DROVIEDOXI-32768 TOTAL 33.0 psf V:0 .OS 02- 826- 12" uesrgn: Afnrnr Analysis JOB PATH: C:ITEE-1.0KU0BSIC11EK3 HCS: 08.2I 02 JB: CHESAPEAKE K3 AC: 10# UPLIFT D.L. WO: CHEKS WE: TI: 31' 1 ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the joint Locations=' c!'c!_______. This design Is for an Individual bullring BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0componentandhasbeenbasedonlnfomation provided by the client. The designer disclaftm WEBS: 2x4 SP #3 WEDCx63: 2x4 SP #2 All CCMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 19- 5- 8 I 8) 0- 0- 0 any responsibility for damages as a mull of continuous) braced unless noted otherwise. Y 3) 10- 0- 0 6) 19- 5- 8 faulty or Incorrect information,specifications WndLOd per ASCE 7-98, C&C, V. 125aph, MAX. REACTIONS PER BEARING I+OCATION----- and/ordesigns furnished to the truss deslgner PROVIDE UPLIFT CONNSCrION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc TypebytheclientandthecorrectnessoraccuracySupport1531# Bld Type. Enol L. 58.0 ft W= 19.5 ft Truss 0- 4- 0 700 26 -531 HOT PINofthisInformatmsasamayrelatetoaspe- Support 2 473# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19- 3-12 635 0 -473 HCT H-ROLLtintprojectandacceptsnoresponsibilityor exercises no control with regard to labrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req cross handling, shipment and installation of trusses. This taw has been designed as an L/999 L=-O.03^ Dn-0.03" T=-0.06^ TC ... FORCE ... CSI .. BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -947 0.32 8- 7 801 0.46 ANSI/7PI 1-1995 and NDS-97 to be incorporated T- 0.03" 2- 3 -737 0.27 7- 6 749 0.45aspartofthebuildingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3 - 4 -740 0.32Designer (registered architect or professional engineer). when reviewed for approval by the T- 0.01" 4- 5 61 0.24 building designer, the design loadings shown jilB = 1.15mustbecheckedtobesumthatthedatashown are in agreement with the local buildingcodes. local ckrnnatic records for wind or snow Inds. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced bysheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied 10-0-0 9-5-8 rigid ceiling, theyshould be braced at a 1 2maximumspacingofIU'-0- o.e. Connector 4 5 plates shall be manufactured from 20 gauge hot dipped gdvanized steel meeting AMU A 653. 0 0 Grade 40. unless othenvlse shown. 4X6 FABRICATION NOTES Priorto fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricacesplans and to realize a continuing responsibility for such veri- ticatlon. Any discrepancies are to be put in writing before cuUing or fabrication. Plates shall not beInstalled wet knotholes. 2X4 knotsordistortedgam. Members shall be cut 3X4 for tight ntnng wood to rood bearing. Con- nector plates shall be located on both faces of 5-9-15 5-" thetauswithnallsfullyImbeddedandshallbesym. about the joint unless otherwise shown. A 5x4 plate is 5- wade x4- long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-&6 0-9-10 w membemshallmeetatthecenidof the web. unless otherwise shown. Connector plate size 2X4 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 - ml— otherwise shown. For additional 5X6 6X8 3X4 information on Quality Control refer to ANSI/ 7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate n to be followed in accordance with -Handling 19-5-8 InstatingBBracing'. H1e-91. Trusses are to 8 7 corebehandledwithparticularreduringbandingand bundling• delivery and installation to amid damage. Temporary and permanent bracing 700# 8 00" 636# 3.50" for holding busses in ate straightand plumb pow- itionandformistingliteralforcesshallbel 19-5-8 designed and installed by others. Careful hand- R 1-1 _ ling isessentialand erection bracing isalways EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPr 1-1995 required. Normal precautionary action for scale 0.3254 lrussesieTitres such onbetweentr ssestary aid top liig installationbetweentrussestoovoidtappingand dominotng. The supe"lon of erection of trusses shall be under the control of persons Moro Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: CHEK3 Truss ID: J1 experienced in the installation of trusses. Professional advice shah be sought B needed. nda CONTRACTOR. Ds TLY Chit: Date:10-09-02 Concentration of conswctionloads greater an ththedesign loads shall not be applied to anuses at any time. No lords than the BRACING WARNING: 4005 MARONDAWAYTCLive 16.0 psf DurFac DurFac Lbr: 1. 25 other wefgld of the erector shall be applied to anuses until aver all fastening and bracing SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmlhr bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf BC Llve 0.0 O.C. Spacing: Pit: 1. 25 1124.On b completed. 407) 321-0064 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends andspecified locations determined by the building designer. psf Design Criteria: TPI TOMAS PONCEP.E. Additional bracing of the overall structure may be required. (See Hle-91 a(TPI). BC Dead 10.0 f LICENSE #0050068 frruzs Plate Institute. TPI, is located at 593 D•Onofrio Drive. Madison. Wisconsin 53719). Code D' esc: FLAloan VANNESSA DROVIEDO.M32788 TOTAL 33.0 psf 0 .05 02- 827- 3- Design: Matrix Analysis JOB PATH: CATEE-LOK1,108SICHEK3 HCS: 08.102 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J3 ATY:1 - DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=a==________ e This design is foran tndlvWual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)=0= -0-= 0 4) 13- 4-12 7) 13- 6-10componentandhasbeenbasedontn(ormatlon provided by the cBenL The designerdisclaim WEBS: 2x4 SP #3 SLIDERS. 2x4 SP #2 composite result of multiple loads. 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 any responsibility for damage ass resuh of faulty or incorrect Information, specNmtions BEAR. BLX: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuous) braced unless noted othezwise. Y 3) 7- 4- 0 6) 19- 5- 8 MAX. REACTIONS PER SHARING 9) 0- 0- 0 LOCATION ----- and/ordesigsfumishedtothetrussdelgner WndLod per ASCE 7-98, C&C, V- 125mph, X-Loc Vert Horiz Uplift Y-Loe TypebytheclientandthecorrecLaoraccuracyPROVIDEUPLIFTCCKNECTIONPERSCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzte 1.0 19- 8- 4 645 0 -382 TOP H-ROLLofthisinformationasUmayrelatetoaspe- chic ectand acce pone ty r Support 1 515# Bld Type. EnCl Lem 58.0 f tW- 19.5 f t Truss 0- 4- 0 701 168 - 515 BOT PIN exer tso no controlwith regard to fbrim- Support 2 382# in INT zone, TCDL- 4.2 sf, BCDL= 6.0 Ppsf lion, handling, shipment and installation of MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req trusses. This truss has been designed as an L/999 Individual building component in accordance with L=-0.07" D=-0.07" Tw-0.15" TC... FORCE... CSI ..BC... FORCE... CSI ANSI/PI 1-1995 and NDS•97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1753 0.40 9- 8 1553 0.34 sspartofthebuildingdesignbyaBuildingDelgner( registered architect or professional T= 0. 06" 2- 3 -1578 0.35 8- 7 1454 0.37 engtneerl. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1383 0.36 7- 6 113 0.13 building designer, the design loadings sham T= 0.03" 4- 5 -1383 0.36 must be checked to besure that the data shown are In agreement with the local building codes. RMB a 1.15 local climatic records for wind or snow bads, protect specllications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes comprrsslon chords (top or bottom) are contlnu- onsly braced by sheathing unless otherwise specNed. Where bottom chords In tension are not fully braced laterally by a property applied rlgld ceiling. they should be braced at a maxtmum spacing of I Or-o' o.c. Connector plate shall be manufactured from 20 gauge hot dipped gahanlxed steel meeting ASTM A 653. Grade 40, unless otherwise shown. 7-4-01, 12-5-0 FABRICATION NOTES 1 2 4 5 Prior to fabrication, the fabricator shall revhw 0 thisdrawingtoverifythatthbdrawingism3X6 conformancewiththefabricator'splans and to realize a continuing responsibility for such verl- 4X8 2X4 6X$ fncatlnn. Any discrepancies are to be put in writing before cutting or fabrication. Plate shall not be installed over knotholes, knots or distorted gain. Members shall be cut for light fitting wood to wood hearing. Con- nector plate shallbe located on both faces of 2X4 thetrusswithnailsfullyImbeddedandshallbesym. about thetoint unless otherwise sham. A 5x4 plate is 5' wide x 4" long. A 6x8 plate b 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 4- 5-15 5X10 3X8 3X4 unless otherwise shown. Connector plate alzes based based stareminmmstieson the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This taw is not 3X4 1- 8-15 to be fabricated with fire reta"mnt treated T 3X4 Y 5X6 1-8-15 hunberunlessotherwiseshown. For additional Information on Quality Control refer to ANSI/ 7P1 1-1995 3. 00 I PRECAUTIONARY NOTES 0- 8-00 j 0- 3-8 Ail bracing and erection reemnendations are wto be followed in accordance with "Handling 6-11-12 11-9-12 InstnIDngRBracing', HIB-91. Trusses are to be handled with particular care during banding 9 and bundling. deWery and Installation to avow 702# S.00rr damage. temporary and permanent bracing 1-1-9 5// n 1.50 r trusses In o teralfo and hallplumb pos• forand ttbnandfor rebUngalle lateral shall be d 1- 1-%) 19-5-8 aL, 3-8 designed and installed by othm. Careful hand- others. 1 (RO-3-8) 3-8) ling is esxntlal and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action for0.3209 scaletemp imreqrg Imlayionbetweentusestoamidtopplinrig Installationbetweentrussestoavowtopplingand dominofng. The supe"ton of erecllon of trusses shall be under the control of personsI Maroinda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING E Job: ngDwg: WO: CHE Truss ID: J3 experienced In the ata6atlon of trusses. Professional advice shall be soughtif "ceded. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction loads greater than the design Inds shall not be applied m BRACING WARNING: 4005MARONDAWAYTC Live 16.0 psf DurFa m Lbr. 1.25 trusses at an time. No bads other than the Yweight of the erectors shall be appliedto SAN FORD, FL. 32771 Bra shown onthis drawing Bracingwingisnot erection bracing. wind bracing, ponM bracing or shnibr bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFa Pit: 1.25 trusses unW after all fastening and bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateralsupport of taw members onlytoreduce buckling length. Provfslons must be BC Live 0.0 psi O.C.Spacing: pg24.on b Pleted• PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. AdditionalbracingthebeBC Dead 10.0 Design Criteria: TPIstructureTOMAS LICENSE # 0050068 of overall structure may required. (See HIB-91of TPI). rrnss Plate institute. TPI, is located at 583 D'Onafno Drive. Madison. Wisconsin 53719). psf Code DesC: FLA loos VANNFS. 4A DILOVIEDO.FL32766 TOTAL 33.0 psf V'09.05 02- 828- 14 - uesign: sfarnr Anatysrs JOB PA771: C.'ITEE-LOKU08SICHEK3 HCS: 08.20102 io: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 : Plate(s) OFFSET from joint center. The =_ = _ ========Joint Locations= ==_ =====____ == This design is an Individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 11 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 prwldedbytheeuent.Tbedesignerdisclaims WEDGES: 2x4 SP #2 any submittal, inspection, mad/or 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 any responsibility damages as a result or fabrication docu>mefttation. 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0mnsmwlTarfaultyorincorrectinformation, specificationsspecificationsoassumedAll COMPRESSION Chords are assumed to be MULTIPLis 13- 4- 0 9) 13- 4- 0 ELOADS -- This design the 4) and/ or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of multiple loads. 5) 16-11- 0 10) 11- 4- 0 bytheclientandthecorrectnessoraccuracyWndLodperASCE7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- ofthisInformationmitmayrelatetoaspe- PROVIDE UPLIFT CONNEGTION PER SCHEDULE: H= 15.0 ft, I= 1. 00, Exp. Cat. B, Rzto 1.0 X-Loc Vert Horiz Uplift Y-Loc Type clncprotectandacceptsnorespomlbWty01y) Support164# Bld = Enel L= 58.0 ft W. 20.7 ft Truss 0- 4- 0 185 173 -64 BCiT PIN exertsesnocontrolwithregardtofabrlm• Support 2 1076# I lion, handling, shipment and Installation of pII 1'NPzone, TCDL= 4.2 psf, BCDL= 6.0 psf 11- 6- 4 1282 0 -1076 HOT H-ROLL trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: lirpaet Resistant Covering and/or Glazing Req individualbulldingcomponentInaccordancewithL/999 ANSI/ TPI I -I Mand NDS-97 to be Incorporated L=-0.07" D=-0.07" Tm-0.14" .-TC... FORCE ... CSI ..BC ... FORCE ... CSI aspartofthebuildingdesignbyaBuildingMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 -37 0.15 Designer (registered architect or pmfeealonal 13-1T= 0.05" 2- 3 296 0.30 12-12 7 0.20 4 0.20 engineer). When reviewed for approval by the building designer, the design lcodings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1196 0.44 11-10 -323 0.13 must be checked to be sure that the data shown T= 0.03" 4- 5 511 0.29 10- 9 -430 0.19 areinagreementwiththelocalbuildingcodes, 5- 6 235 0.15 9- 8 -174 0.10 localclimaticrecordsforwindorsnowbads. RIM= 1.15 8 - 7 -170 0.12 NprotectspeceatbmorspecialappliedInds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top orbottomlan continu- 13 4-0 74-0 11 ouslybracedbysheathingunlessotherwiseIlkspecified. Where bottom chords in tension are 1 2 3 5 6 notfullybracedlaterallybyaproperlyappliedrigid ttWn& they should be braced at a 0 maximumspacingof10'-(r o.c. Connector O Plates shall be manufactured from 20 gauge hot dipped pl anlzed steel meeting ASTM A 653. 4X6 Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review 3X4 thisdrawingwithverifythe that thisdrawing bin conformance with the fnbricatafs pi7ru and to realize a continuing responsibility forsuchvert- 3X4 4-2-6 ficrtion. Any discrepancies are to be put in writing beforecutting or fabrication. 0-6-6 PlatesshallnotbeInstalledoverknotholes, knots or distorted gain. Members shall be cut for tight fitting wood to wood hearing. Con- 7-5-15 nector plates shall be located on both faces of 6X8 thetrusswithjoinfullyunlessotherwiseand sown be sym. about the Joint unless otherwise shown. A [6X8 3X4 2X4 $X6 5x4 plate Is 5- wide x 4• long. A ex8 plate is 6' wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs0-6-6 3-" unlesssseshown. Connector plate sizes areminimumhnumstznlivedontheformshownand tray need to be increased for certain hand- Ung and/or erection stresses. This truss is not - to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 5X6 2X4 SX8 3-0_0 information on Quality Control refer toL 34-8 ANSI/ TPI 1-1995 r 10. 80 I PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 9landling Instating 14 Busting'. HIS-9 1. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcing for hokling trusses in a straight and plumb pas- Itbn and for resisting lateral form shall be designed and Installed by others. Careful hand- Ung Is essential and erection bm" is always required. Normal precautionary action for trusses requtres such temporary bracing duttng Installation between trusses to avoid topplingand dominotn& The supervision of erection of trusses shall be under the control of persons experimeed In the Installation of trusses. Professional advice shall be sought U needed. Concentration of constructionbads greater than the design loods stall not be applied to trusses at any time. No Fords other than the weight of the erectors stall be appliedto trusses until after all fastening and bmcing b completed. n 8-" 1, 3-4-0 9-4-0 13 12 11 1110 9 8 7 185# 8.00" 1283N 3.50" 120- 8- 0 COSNIIE 1v kATES ) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA 13ROVIEDOX1.327na Defign: Afarrix Analysir 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 bmcing, wind bmcing, portal bmcing or 51m0ar bmcing which is a part of the building design and which must be considered by the bulling 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 specifiedlocations determined by the bulkttng designer. Additional bracingoftheoverallstructuremayberequired. (See HIB•91 of TPI). rltussPlateInstitute, TPI, is located at 583 D'Onofrto Drive, Madison. Wiscomin 53719). JOB PATH: C.ITEE-LOKUOBSICHEK3 CANT: 9- 0-0 1-7) 0.2803 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CREK3 Truss ID: K Date: 10- 09-02 TC Live 16.0 psf DurFad - 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:0 05 02- 829- 1141 1 HCS: 0& 20.02 JB: CHESAPEAKE•h'3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: ti- K1 I ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Plate(s) OFFSET from joint center. The Joint Locations=== 1)==0- This design Is for antndmdualbuilding HOT CHORDS: 2x4 SP #2 Joint Detail Report angst be included 0 0 5) 15- 4- 0 9) 11- 4- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 with submittal, insinspection, and/or 2) 4- 1- 0 6) 20- 8- 0 11) 8- 0- 0providedbytheclientThedesignerd1sfarm. WEDGES: 2x4 SP #2 catfabrication documentation. 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0mresponsibilitydamagescorforesasaresultof faulty or incorrecttrdormaUon, specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This deaf is thedesign 4) 11- 4- 0 8) 15- 4- 0 and/or designs furnished tothe truss destgner continuously braced unless noted otherwise. composite result of multiple loads. MAX. REACTIONS PER BEARING LOCATION ----- bythe client and the correctness oraccuracy WndLod per ASCE 7-98, C&C, V. 125mph, X-Loe Vert Horiz Uplift Y-Loc Type of thisinformationasItMYrotatetoaape- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 0- 4- 0 185 181 -56 PIN c6lc protectandacceptsnoresponsibilityorexercisescontrolwithregard Support 1 56# Bld Type. Encl L- 58.0 ft W= 20.7 ft Truss 11- 6- 4 1282 0 -1127 BOT HIROLL ham li tines, handling, shipmentandInstallation of Installation supportP 21127# inINTzone, TCDL- 4.2 Sf, BCDL- 6.0 psf P trusses. Thistruss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req indNldual building componentInaccordancewithL/999 ANSI/7PI1.1995and NOS-97tobeincorporated L=-0.08" D--0.08" T--0.16" TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of thebuildingdesignbyaBuildingMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 74 0.17 11-10 -18 0.22 Designer (registered architect orprofessionalengineerl. When reviewedfor approval by the T- 0.03" 2- 3 291 0.20 10- 9 -350 0.17 building designer, the design loadingsshown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.16 must be checked to be sure that the data shown T= 0.02" 4- 5 976 0.28 8- 7 -260 0.23 are in agreement withthelocalbuildingcodes. 5- 6 355 0.28 local cltrnatic records forwindorsnowloads. RMB - 1.15 protect speciftntbns or special applied loads. Uni- shown. trusa has not been designed for storage or occupancy Inds. The design assumes compresabn chords (top or bottom) are conUnu- ousy braced by sheathing unless otherwise specMed. Where bottom chords in tension are not fully braced laterally by a property applied 114-0 1, 4-0-0 54-0 rigid ceWng, they should be braced at a 2 3 maximum spacing of 19-T o.e. Connector 6 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 0 Grade 40, unless otherwise shown. 4X6 4X8 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricatoes plans and to 3X4 renllze a continuing reaponsibilltyforsuchvent- nmUon. Anydiscrepancies are to be put In 3-2-6 writing before cutting orfabrication. Plain shall di ram be train. M over knotholes. knoll or distorted Robes. Member shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be boded on both faces of 6-5-15 2X4 the truss with nullsfullyimbeddedandshallbesym. about the joint unless otherwise shown. A j6X1J 2X4 5X6 5x4 plate is 5- wide x 4' long. A6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate lengh specified. Double cuts on web members shall meet at the centrold of the webs 0-" 3-0-0 unless otherwise shown. Connector plate sties rare minimum sizes lased an the forces shown and may need to be increased for certain hand- Img and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber 5X6 5X8 3- 0-0 unless otherwise shown. ForadditionalInformationonQualityControl refer to 3-4-8 ANSIrM 1-19M 10. 80 I PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InstaWng R Bmctng. HIB- 91. Trusses are to be handled with particular cue during banding and bundling• delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral form shall be designed and t nsWed by others. Careful hand. ling is essential and erection bracing b always requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amid toppling and dommotn& The supervision of erection of trusses shall be under the control of personsexperienced in theinstallation of trusses. Professional advice shallbe sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No bads otherthan the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. I I n 8- 0-0 3- 4-09-4-0 11 1 8 7 186# 8.00" 1282# 3.50" CANT: 9-0-0 1-1-9 20-8-0 1- 1-9 COS1 PA (4) 2X4 I (RL_1_7) EXCEPT AS SHOWN PLATES ARE T120 CA TESTED PER ANSI/TPI 1-1995 scale = 0.2922 Maronda Systems WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3 Truss ID: Date: 1;0- 09-02 K1 4005 MARONDA WAY TC Live 16.0 psf DUrFaC DurFac Lbr: 1.25 SAN FORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which Is a pact ofthebuildingdesignandwhichmustbeconsideredbythebundlingdesigner. Bracing TC Dead 7.0 psf O.C. Spacing: Pit: 1. 25 I 24. 0n 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of trussmembers only to reduce buckling length. Provisions mustbe madeto anchor lateralbracing at ends and specified locations determinedbythebuilding designer. BC Live 0.0 psf Design Criteria: TPI TOMAS PONCE P.E. AdditionalbmcmgofthewemllstmcturemayberequUed. [See IIIB-91 of TRI. mussPlate Institute. TPI, is located BC Dead 10.0 f Code Desc: FLA LICENSE #0050068 1005 VANNFS-4ADROVIEDOXI-32766 at 563 D'Onofrb Drive. Madison. Wisconsin 53719). I TOTAL 33.0 psf V'0 .05 78 - 14 Design: Marrit Analysis JOB PATH: C:l7EE-L0KV08SIC/1EK3 HCS: 08.2402 DESIGN INFORMATION This design is for" Individual bulldMg component and has been based on Infomhation provided by the client. The designer disclaims any responsibility for damage w a result of faulty or incorrect tnformation. speeffi allons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfor ration as it may, relateto a spe. cific project and accepts no responsibility or exertls- no control with regard to cafabri- tion, handling shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/7PI 1-1995 and NDS•97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the lord buildingcodes. local cWnstic records for wind orsnow loads. project specifications orspecial applied loads. Unless shown. taus hasnot been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IU-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dmwing is in confomhance with the fabricator's plats and to realize a continuing responsibility for such vert- flcation. 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 fain of the truss with nalb fully imbedded and shall be zym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is (r wide x 8' long Slots (holes) run parallel to the plate length specified. Doublecuts onweb members shall meet at the centrold of the webs unless otherwise sham. Connector plate slur an: minimum slur based on the forces shown and may need to be increased for certain hand. Ung and/or erection stresses. TLLs truss is not to be fabricated with fire retardant treated hunber unity otherwise shown. For nddrUonal bhformatlon on Quality Control refer to ANSIrIPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trussesare to be handled with particular care during banding and bundltng. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- ttion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always mqulmd. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses toavoid toppling and doninoing The supervision oferectionof cusses shall be under the control of persons experienced in the tnstallaUon of trusses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater than the design loads stall not be applied to trusses at banytime. No ads other than the weight of the erectors shall be applied to susses unit] alter all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x4 SP 2 2x8 SP 2 1 WEBS: 2x4 SP 3 WEDGES: 2x4 SP 2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise WndLod per ASCE 7-98, CSC, V- 125irph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 58.0 ft W. 20.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D=-0.02" T--0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.00 WO: CHEK3 WE: TI: K2 ATY:I Joint Location 1) O0- 0 6) 20- 8- 0 2) 5- 0-12 7) 20- 8- 0 3) 9- 4- 0 8) 17- 2- 4 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 TOTAL DESIGN LOAD Uniform PLF From TC Vert L+D -46 -1- 1- 9 TC Vert L+D -118 13- 0- 0 TC Vert L+D -46 17- 4- 0 BC Vert L+D -20 0- 0- 0 BC Vert L+D -59 13- 0- 0 BC Vert L+D -20 17- 4- 0 Concentrated LBS Locat: TC Vert L+D -120 17- 4 BC Vert L+D -1449 11- 7 BC Vert L+D -79 17- 4 MAX. REACTIONS PER BEARING X- Loc Vert Horiz Uplift 0- 4- 0 615 82 -640 1 12- 10- 0 2435 0 -856 1 20- 6- 4 1 546 0 -356 1 120# Ilk 4-0 8 0-0 3-4-0 1 2 A q 1 6 0: Plate(s) OFFSET from joint center. The Joint Detail Report mlhst be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve frill bearing. PROVIDE UPLIFT CCM4ECTION PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# TC... FORCE CSI BC... FORCE CSI 1- 2 806 0.28 13-12 683 0.15 2- 3 609 0.26 12-11 476 0.21 3- 4 51 0.44 11-10 29 0.16 4- 5 51 0.44 10- 9 2205 0.27 5- 6 795 0.22 9- 8 703 0.33 8- 7 693 0.29 11) 11- 7- 4 12) 9- 2- 4 13) 0- 0- 0 PLF To 46 13- 0- 0 118 17- 4- 0 46 21- 9- 9 20 13- 0- 0 59 17- 4- 0 20 20- 8- 0 V6J111Vr1----- Loc Type T PIN T H-ROLL T H-ROLL Q 5X6 2X4 4X8 tu T 0-6-6 2X4 Lu 2- 2-6 5- 5-15 2X4 SX6 8X10 0- 6-6 3-0-0 ri SX6 SX6 [6X8] 6X8 3-0-0 13- 0-0 I 7-8-0 13 12 11 1 8 jl 616# 8.00" 2435# 4.00" 546# 3.50" 1-1-9 a 20-8-01-1-9 diWA2- 10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 Over 3 Supports 79# scale I 0. 2922 1 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 MSystems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K2 aronda CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 11,0-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown an this drawing g ebhg wing isnoterectionbracingwindbracingportalbracingorshn9arismwhichis a part of the building design and which must be considered by the budding destgner. Bracing TC Dead 7.0 psf DurFac( - Pit: 1.25 O.C. Sp 1vein 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for lateral supportof truss membersonlyto reduce buckling length. Provisions must be madeto anchor lateral bracing at ends and specified lotions determined by the building designer. specifiedca BCLive 0.0 psf 9 Desl n Criteria: TPI TOMAS PONCEP.E. Additional bracing of the overallstructure may be requited. (See HID-9I of 7P8. RussPlate Institute. T'1, is located BC Dead 10.o psf 9 Code DesC: FLA LICENSE #00500681005VANNESSA DROVIEDo.F1.32766 at 583 D'Onofrb Drive. Madison. Wisconsin 53719). TOTAL 33. 0 psf 0 .05.0 - 832- Design: Afarrix Analpis JOB PATH: C.ITEE-LOKVOBSICllEK3 HCS: 08.2D02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE"' TI: K3 I ATY: f DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the joint Locations======s==:_=vane 1) =OcRibdesignisforanIndividualbuildingBOTCHORDS: 2x4 SP #2 composite result of multiple loads. 0- 0 4) 13- 0- 0 7) 0- 0- 0componentandhasbeenbasedonIfornationWEBS: 2x4 SP #3 All COMPRESSICN Chords are assumed to be 2) 3- 8- 0 5) 13- 0- 0 anovidedyresp by the tient•Rnedesias a resultdisclOf anyresponsibilityfordvnagesasoresultof2x4 SP #2 3 continuous) braced unless toted otherwise. Y3) 7- 4- 0 6) 6- 8- 0 fauuyorIncorrectm( otmatwn.spec>ticauons SLIDERS: 2x4 SP #2 End vertical(s) not designed for exposure MAX. REACTIONS PER BEARIrTG LOCATION ----- and/ or designs furnished to the truss designer to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type bytheclientandthecorrectnessoraccuracyPROVIDEUPLIFTCONNECTIONPERSCHEDULE: WndLod per ASCE 7-98, C&C, V. 125irph, 0- 4- 0 487 206 -493 IOT PIN ofthislnformatlonasitmyrelatetoaspe- eNc pand accepts no rregesponsibility or Support 1 493# H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt. 1.0 12-10- 0 422 0 -408 HOT H-ROLL n no controlwent do fation Support2 408# Bld Type- Enel L. 58.0 ft W= 13.0 ft Truss PROVIDE HORIZONTAL CONNECTION PER SCHEDULE t doexercisesan and in t Uon, handttng, shipment and installation of MAX LIVE LOAD DEFLECTION: in END zone, TCDL= 4. 2 sf, BCDL= 6.0 sf p pSupport1 206# trusses. This truss has been designed as an L/999 Impact Resistant Covering and/or Glazing Reg Individual buildingcomponentInaccordancewithL=-0.03" D=-0.03" T=-0.07" ANSIfM 1- 1995 and NDS-97 Lobe incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE CSI as partofthebuildingdesignbyaBuildingT= 0. 05" 1- 2 926 0.36 7- 0 -747 0.16 Designengineerlregistered architedWhenreviewedfaraprofessional h e" gl"errf. When reviewed (w approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -766 0.39 0- 6 -962 0.21 building designer. the design loadings shown T. 0.03" 3- 4 0 0.32 6- 5 -587 0.27 must be checked to be surethat the data shown are I agreement with the local building codes. RMB = 1.15 local eWeuti: 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- 7-4-0 orsly bracedbysheathingunlassotherwiseIlkspecified. Where bottom chords In tension are 2 4 not fully bracedlaterallybyaproperlyappliedr(gd ceding. they should be braced at a O maximum spacing spangofIO•-0' o.eC"Mtttor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 4X8 2X Grade 40. undress otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify thatthis drawing is I conformane awith the (abncatars plaits and to realize a continuing responsibility for suchveri- fication. Any discrepancies are to be put In 2X4 writing before cuttingorfabrication. Plates shallnot be Installed over knotholes. knots or distorted grain. Members shag be cut ror light fitting wood to wood bearing. Con- 4-5-15 4-2-6 neetor platm shag be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6a plate is 6' 5X6 wide x 8' long. Slots (holes) run parallel to 6 the plate length specNed. Double cuts on web members shall meet at the centrold of the webs i unlessotherwise shown. Connector plate sizes i are minimum at= based on the force shown 3X4 and may need to be flux d for certain hand- 3X4Woris and/orerectionstresses. Thistrussnottobefabricatedwith fie retardant treated 7r 5X6 lumber unless otherwtse shown. For ad anal T 3X4 Information on Quality Control refer to ANSIfM1-1995 3.00 3.00 PRECAUTIONARY NOTES 0-8-0 n_,_„—— All bracing and erection recommendations are to be followed I accordance with 'Handling 6-0-0 6-0-0 Installing R Bmchgr. HIB-91. Trusses are to be handled with particular care during banding 1 7 and bundling. delivery and installation to avoid damage. Temporary and permanent bracing n 487# 8.00 51 423A4.00" for holding trusses I a straight and plumb pos. I 1-1-9 I M p t IM 13- 0-0 1 IUon and for resisting lateralforcesshagbededesignedR1-1-7] andtalled by others. Carefulhand- installed ling Isessential and erectionbra" cing Is always EXCEPT ASSHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 II required. Normal precautionary action for sefile 0.4674 trusses requires such temporary bracing during installation between Uusses to avold toppling and dorutrnotng. The supervbfon of eree:lbn of tnnsses shall be under `lie con of persons L11aronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss I K3 experienced I the Installation of trusses. Prafrsslonal advise shall be sought a needed. CONTRACTOR. Dsgnr: TLY Chic: Date: 0-09-02 Concentration of construction loads greater than thedesign loads shag not be applied l0 BRACING WARNING: TC Live 16.0 psi DurFaC Lbr: 1.25 trusses at any time. No loads other than the 4005 MARONDA WAY Bracingshown on this drawl" b not erection bmcing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psr DurFae Pit: 1.25 weight of the erectim shallbeappliedtotrussesuntilafterallfastening and bracing SAN FORD. FL. 32771 which sa part of the building design and which must be considered by the building designer. Bracing for lateral BC Live 0.0 O.C. $ Spacing: Qein 24.0" is completed. 407) 321-0064 Fax (407) 321-3913 shown s support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. p r Design) Criteria: TPI TOMAS PONCE P.E. cimaAdditionalbracingoftheoverallstructureyberequired. (See HID-91 of TPO. BC Dead 100 psr LICENSE #0050068 f1Ynm Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). f Code A DesC: FLA lone VANNtS.M DROVIEDO.t13276e 0 TOTAL 33.0 pSf V:0 0 786 - 34 - Durgn: Mmnt Andlyrltt JOB PATH: C: I7EE-L0KV0nC11EK3 HCS: 08.102 JB: CHESAPEAKE K 3 AC: i0# UPLIFT D.L. WO: CHEK3 WE: TI: K5 I QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations=====________ This design b for an Individual building component and has been based anmfom-tlon provided by the client. The designer discJali,s BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of lea th. g2x4SP #3any-ponsmattyfar 1)___==== 0- 0- 0 31 13- 4- 0L5) 2) 6- 8- 0 4)) 6- 8- 0 0- 0- 0damagesasaresultofCsABLEGABLSTUDS2x4SP #3 MULTIPLE LOADS -- This design is the MAX. RBACTZC]ZtS PER BEARINGCATIC72f----- faultyorincorrectmro,ntauon,apeculesuons SLIDERS: 2X4 SP #2 ccuposite result of nwltiple loads. X-Loc Vert Horiz UpliftLoc Type and/ordesigns furnished to the truss designer All CMPRESSION Chords are asstmisd to be 0- 4- 0 492 49 -543 PINbytheclientandthecorrectnessoracouraryWndLodperASCE7-98, CSC, V- 125nph, continuously braced unless noted otherwise. 13- 0- 0 491 0 -590 BOT H-ROLLofthisInformationasItmayrelatetoaspe- He, 15.0 ft, I- 1. 00, Exp. Cat. B, Rzt- 1.0 PROVIDE UPLIFT CDtIINEC.TION PER SCHEDULE: c81c project and accepts no responsibility or Bld Type. Enel L. 58.0 ft W. 13.3 ft Truss Support 1 543# uercises no control with rcPud to fnbrica• lion. handling, shipment and Installation of in END zone, TC.DL- 4. 2 psf, BCDL= 6. 0P psf Support 2 590# trusses. This truss has been designed as an Impact Resistant Covering and/or Glazing Req Individual building component in accordance with MAX LIVE LOAD DEFLECTION: .. TC... FORCE... CSI ..BC ... FORCE... CSIANsf/IPI 1-1995 and NDS-97 to be Incorporated L/999 1- 2 -836 0.43 6- 0 -606 0.15nspanofthebuildingdesignbyBuddingL=-0.03" D=-0.03" T=-0.05" 2- 3 888 0.44 0- 5 725 0.18Desincer (registered re architsewed o or professional englneerl. When reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 0 725 0.18 building designer, the design loadings shown T- 0.04" 0- 4 -590 0.15 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T= 0 . 05 alocalcUrnaticrecoilsforwindorsnowInds, project speci0cations or special applied hods. RMB - 1.15 Unless shown, truss hasnot beendesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) arecontinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a property applied rigid miffing, they should be braced at a 6-8-0 64;-0 maxanum spacing of Ia-0' o.c. Connector Iplatesshallbemanufacturedfrom20gaugehot 3dippedgihanlzedsteelmeetingASTMA653. Grade 40. unless otherwise shown. O FABRICATION NOTES 4X6 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator`s pLvu and to realize a continuingresponsibility for suchven- Dcation. 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 Biting wood to wood beartng. Con- nector plate shall be located on both faces of the thus with nails fully imbedded and shad be 4-1-15 - 3-10-6 sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate b 6' wide x 8- long. slots (holes) rib parallel to 0-6-6 6X8 the plate length specified. Double cuts on web 0-6-6membersshallmeetatthecentroldofthewebs unless otherwise shown. Connector plate sizes are minhnum sizes based on the forces shown and may need tobe Increasedfor certain hand- W1` Wgand/or erection stresses. This truss is no to be fabricated with fire retardant treated 5X6 3X4 1-6-0 additionallumberunlessotherwiseshown. For additional 3X4 3X4 SX6 Information on quality Control refer to ia 3-10-0 I 3-10-0 a, ANSIrM 1-19% 1"- 3.00 3.00 0-8 PRECAUTIONARY NOTES as-o Ali bracing and erection recommendations are to be followed In accordance with'Handling 6-" 64)-0InstallingRBracing. HIB-91. Trusses are to I be handled with particular care during banding 6 1 4andbundling, delivery and Installation toavoid damage. Temporary and pemunent bracing 492# 8.00n 492# 8.00" for holding trusses In a straight and phmab pm- 1-1-9 13-0-0 1-1-9Monandfortnsualgliteralformshallbe deigned and Wtalled by others. Careful hand- ling is essential and erection bracing is always GABLE Y1,1 1t 2X4 EXCEPT RI-1 required. Normal precautionary action for AS SHOWN PLA S ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 2-0-0 o.c. scalIe = 0.4296 tRW PD Y B Inststn tlon betweenhtrsses to avoidtoppling and dommotng. The supervision of erection of trusses shall be under the control of persons Iaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: EPEK3 Truss ID: KS experiencedn adwvii eb, tr,,, sought ff CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentrauon ofconstruction loads greater than the design loads shall no be applied to trusses at any time. No loads other than the BRACING WARNING: Bracing4005MARONDAWAY TC Live 16.o r DurFac DufFacI Lbr. 1.25 weight of the erector shad be applied to fastening bracing SANFORD, FL. 32771 shown on this drawing b no erection brawind bib which v a cInt eyed y the builds g or similar hraMng panthebuildingdesignandwhichmintconsideredbythebuildingBracingTC Dead 7.0 psf O. C, S Pit: 1.25 acing: 24.0" truismuntilafteralland407) 321-0064 Fax (407) 32I-3913 er of reduce tonsdesiu shown bforlateralsupportoftrarsamembersonlytoreducebucklinglengthProtsionsmustbep BCLIVQ 0.0 psf p 7 is pleted• TOMAS PONCE P.E. nude to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracingthebeBCDead 10.0 psf Des) n g Criteria: TPI LICENSE #0050068 of overall structure may required. (see HIS-91 of 7Pp. frrussPlate Institute. TPI, is located at SM D'Onafrio Drive. Madison. Wiscovin 53719). Code Desc: FLA Ions VANNFS9A DR-3276d TOTAL 33.0 psf V: OS.O 6 - 35 - uesign: Matrir Anafysu JOB PAIN: C.17EE4.0KlJ0BMCHEK3 ffCS. 08.20102 DESIGN INFORMATION This design Is for an indlvldual building component and has been based on information provided by the client. The designer disclaims any responsibility for damage as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control avlth regard to fabrca- tbn. handling. shipment and Installation of trusses. This truss has been designed as an MdIndual building component in accordance with ANSI/IPI 1-1995 and NDS-97 to be Incorporated as part ofthe building design by a Building Designer (registered architect or professional engneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to besure that thedata shown are In agreement with the 1=1building codes. local climatic records for wind or snow loads. meet specifications or special applied loads. unless shown. truss has not been destilmed for storage oroccupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of I(Y-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaManized steel meetingASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verifythat this drawingis in conformance with the fabrcatoes plans and to 11 a continuing responsibility for such verl. flcatkm. Any discrepancies are tobe put in writing before cutting or fabrication. Piates shall not be installed over knotholes. knots or distortedgrain. Members shall be cut for tight luting wood to wood bearing. Con- nector plates shall be located on both faro 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 B' long. Slots (holes) run parallel to the plate length specified. Doublecuts on web members shall meet at the mntroid of the webs unless otherwise shown. Connector plate sl= are minimum sizes based on the forces shown and may need to be Increased for certain hand- lingand/or erectionstresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ali 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- ition and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing dudq Installation between trusses to avoid toppling and dominobng. The supervbbn of erection of trusses shall be under the control ofpersons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction loads greater than the design bads shall not be applied to trussm at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. SLR: 2x8 SP #2 naAlysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 58.0 ft W= 12.6 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/608 at JOINT # 5 L=-0.24" D= 0.08" T--0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE 14M DEFLECTION: T- 0.07" RMB - 1.00 4-5-10 0-6-1 6X12 3X4 WO: CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 609# Support 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 262# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 1624 0.90 6- 5 -1780 0.31 2- 3 1694 1.00 4 -203 0.30 35# f 87N 3X4 r 3.33 3X6 TI: L i QTY:2 Joint Locations= ======__=== 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 TOTAL DESIGN LOAD Uniform PLF From TC Vert L+D -46 -1-10- 9 TC Vert L+D -9 -1- 2-15 BC Vert L+D -10 0- 0- 0 Concentrated LBS Locat. TC Vert L+D -35 2- 0 TC Vert L+D -87 5- 7 TC Vert L+D -127 9- 2 TC Vert L+D -202 12- 0 BC Vert L+D -21 2- 0 BC Vert L+D -53 5- 7 BC Vert L+D -64 9- 2 BC Vert L+D -40 12- 0 MAX. REACTIONS PER BEARING xc , Vert Horiz Uplift 1 Y3 366 262 -2HJ ] LF To 46 - 1- 2-15 9 13- 2-10 10 12- 6-10 Type H- ROLL PIN 01C1 I 0- 6-6 2-6-5 3X4 T3X8 1- 7-12 1 1. 68 I 0- 9-9 i 11-9-1 6 5 4 1- 10-9367# 9.56" 547# 01, 12.6-10 R1-10-7) EXCEPT AS SHOWN PLATES ARE TL20 GA 2TESTED PER ANSUTPI 1-19 55 64N 4 ee Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNLa.4A D0.eN1ZDO.Pt.32766 Design: Morris Analysis WAKNIN( j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn on this drawing is not erection bracing, wind bracing, portal bracing or slm8ar 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 maul be made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPO. fituss Plate Institute. TPI. is located at 583D'Onofrb Drive. Madison. Wisconsin 53719). JOB PATH: C:I7EE-L0KV0BSICHEK3 0- 7-4 0- 8-0 RO- 8-5) 0. 4437 Eng. Job: Dwg: Dsgnr: TLY Chic: WO: CHEK3 Truss IDI: L Date: 10-09-02 TC Live 16.0 psf DurFaCl - 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 DesignlCriteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 05 0 - 8 1- 1fCS. 0&20'01 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L1 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x12 SP #2 MULTIPLE LOADS -- This design is the c:Joint Locations=====___====___ This design Is for an individual building BOT CHORDS: 2x8 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12componentandhasbeenbasedoninformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 4) 8-10- 8 I 6) 0- 0- 0providedbytheclient. The designer discbIms myresponsibilitybrdamages asa resultof2-PLY 2x4 SP # 2 2 continuously braced unless noted otherwise. fault mincorreel tnformatlon.s y specificationsTRUSSIfasten w/3"X 0.120" nails in This 2-PLY truss designed to C arty DESIGNLOADS and/or designs furnished to the truss designer staggered pattern per nailing schedule: 11' 4" span framed to BC one face Uniform PLF From PLF TO by the client and the correctness or accuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 0' 9" span framed to TC opposite face TC Vert L+D -12 0- 0- 0 I-12 8-10- 8 of thisInformationasItmayrelatetoaspe- Distribute loads equally to each ply. WndLod per ASCE 7-98, CItiC, V= 125t11ph, BC Vert L+D -182 0- 0- 0 182 8-10- 8 ellfic ctandacceptsH- 15.0 £t, I. 1.00, Ebep.Cat. B, Kzt- 1.0 MAX. REACTIONS PER BEARING LOCATION_____ ercise nocontolwitharardtofbilityrl-- tion. hnlicontrolwithregardtolaction tion, handling, shipment and installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Encl L= 58.0 ft W= 8.9 ft Truss X-LOC Vert Horiz Uplift Y-LOC trusses. This truss has been designed as an Support 1 397# in END zone, TCDL= 4 .2 psf, BCDL- 6.0 psf 0- 1-12 866 0 -397 HOT PIN Individual buildingcomponentinaccordancewithSupport2397# Impact Resistant Covering and/or Glazing Req 8- 8-12 866 0 -397 BOT H-ROLL ANSIfM 1.1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: This truss has not been designed for ROOF os partofthebuildingdesignbyaBuildingDesigner (registered architect orprofessional L/999 TC • • •FORCE ... CSI ..BC ... FORCE... CSI PONDING. Building designer ansst provide k engineed. Whenreviewedbuildingdesigner. the design loadings L=-0. 10" D=-0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 - 30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 adequate drainage t0 prevent ptmding. 0.25 shown 0 0.48 in. ft. min. slope to drain) . Truss must be must becheckedtobesurethatthedatashownT- 0. 05" marked t0 prevent UPSIDE DOWN erection. are inagreementwiththelocalbuildingcodes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local elhnaticrecordsforwindorsnow (cods. T- 0. 03" project specificationsorspecialappliedloads. Unless shown• truss has not been designed for RMB a 1.00 2-PLYS REQUIRED storage or occupancy bads. The design assumes compressionchords ( top or bottom) arecontinu- 8-10-8 ouslybraced bysheathingunlsotherwisespecified. Where bottom chords in tension are 2 3 not fully bracedlaterallybyaproperlyappliedrigidceding. they should be braced at a maximum spacing of ID'-0• o.c. C"Meetor plates shall be manufactured from 20 gauge hot X10 dipped gtivanlzed steelmeetingAMiA653. 4X8 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 t0 realize a continuing responsibdity, for such veri- Pi fication. Any discrepanciesaretobeputInwritingbeforecutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut N for tight Biting wood to wood bearing. Con- 3-" 3-0-0 nector plates shagbelocatedonbothfacesofthetrusswith nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is Y 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 sires based on the forces shown and may need to be Increased for certain hand- ling and/or erectionstresses. This truss is not to be fabricated with Ore retardant treated I lumber unless otherwise shown. For addlUonai information on Quality Contra] refer to3X6 5X6 ANS]fM I. 1995 PRECAUTIONARY NOTES All bracing and erection recommendationsare to be followed in accordance with-Handung Installing 6 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. Won and for misting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for tn>ssm mqubzs 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 adviceshall be sought if needed. Concentration of construction loads greater than the design ( cods shall not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to truss- until after all fastening and bracing is completed. 866# 3.50" I 4 866# 3. 50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L1 CONTRACTOR. BRACING WARNING: Bating Dsgnr: TLY Chk: Date: 1;0-09-02 TC Live 16. 0 psf DurFad - Lbr: 1.25 DurFae Pit: 4005 MARONDA WAYSANFORD. FL. 32771 shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is n part of the building design and which must be considered by the building designer. Bracing TC Dead 7. 0 psf 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 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live 0. 0 psf O.C.Spacing: 24.0" Design] Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of M.[ Russ Plate Institute. TPI. located BC Dead 10. 0 f Code Desc: FLA LICENSE #0050068 1005VM'NPSSA DROVIEDO.M32766 Is at 583 D'Onofrto Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:0 05 87 - 3• Design. Morris Analysis JOB PATH: C.ITEE-LOKUOBSICHEK3 HCS. 08.2002 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to =________====="Toint Locations=======__==_= This design is for an Individual building BOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MOST be 1) 0- 0- 0 3) 12- 6-10 15) 6- 3- 5componentandhasbeenbasedonlnfornrtionWEBS : 2x4 SP #3 provided by the client.The designer disclaims 2positioned to provide equal nailed flat 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 x4SP #2 2 segments OR 2x4 T-brace nailed flat to edge anyreponsmmtyfordamages "aresult of SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c------------ TOTAL DESIGN LOADS faulty or Incorrecttrifortnalion. specifications - - - - - - - - - - - - and/or designs furnished to the truss designer BEAR • BLR: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To a by the clientandthecorrenessoraccuracyAnalysisbasedon Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 of this InformationasItmayrelatetoaspe. All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 chic protect andacceptsnoresponsibilityorcontinuouslybracedunlessnotedotherwise. composite result of multiple loads. Concentrated LBS Location exeretsn no controlwithregardtofabrica- Shim Or p ton, handling. shipment and Installation of wedge if necessary to achieve full TC Vert L+D -31 1- 4 i 4 trusses. This truss has been designed as an WndLod per ASCE 7-98, C&C, V. 125mph, bearing. TC Vert L+D -48 3- 9 i 1 tndWualbuilding component In accordance with H= 15.0 ft, I= 1.00, Exp.Cat. B, Rztm 1.0 PROVIDE UPLIFT COHIn=CN PER SCHEDULE: TC Vert L+D -70 6- 1 j15 ANSI/PI1-1995 and NDS-97 to be incorporated Bld Type= Eacl L= 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 as pan ofthebuildingdesignbyBuildinginENDzone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -127 10-1110 Designer(registered architect orprofessionalImpactResistantCoveringand/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4 4 engineer). When reviewed forapprovalbythebuildingdesigner, the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9 i 1 must be checked tobesurethatthedatashownL/577 at JOINT # 5 BC Vert L+D -44 6- 1 j15 are, lnagreement withthelocalbuildingcodes• L=-0.25" D= 0.00" T=-0.25" ..TC...FORCE ...CSI ..BC...FORCE...CSI BC Vert L+D -60 8- 6 12 projlocaect cLmatxcationrecords for wind orsnow bads, MAXHORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 protect shown. trans as not b appliedloads. T= 0.06" 2- 3 06 0.92 5- 167 0.47 ----MAR. REACT PER BEARING LOCATION ----- Unless shown, truss has not been designedforMAXHORIZONTALLIVELOADDEFLECTZstorageorocoupanrylords. Thedesignossumo 1ty 48# 70# 9LocVeizUplift 11(P Type ously braced chords (top or bottom! are continu• T= 0. 06" - 0-10 719 0 -591 TOP H-ROLL ouslyied. Whyshpthlnchords Inensiootherwise 0- 4-13 678 263 - 609 PIN specified. Where bottom chords in tension ate RMB = 1.00 13-1-14 not fully brand laterally by a properly applied 1 Irigid ceiling. theyshould be braced at a 2 3 maximum spacing of 19-0* o.e Connector — plates shad be manufactured from 20 gauge hot 3.33 dipped gahanized steel meetingASIM A 651 Grade 40. unless otherwise shown. FABRICATION NOTES 6Xt Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reril a continuing responsibtllty, for such veri- fication. Any dlscrepancks are to be put in writing before cutting or fabrication. 2-6-10 Plates shall not be installed over knotholes. 2X4 knots or distorted gain. Members shall be cut0-1-0 for light fitting wood to wood bearing. Con- nector plates shall be located on both face of 4-5-10 the truss with nalls fully imbedded and shall be syan. about joint unless otherwise shown. A 5" wide 5x4 plate is 5' wide x 4' bag. A Ox8 plate is 0' 3X4 wide x 8" long. Slots (holes) run parallel to 0-6-1 3X8 the plate length specified. Double cuts on webmembersshallmeetatthecentroidofthe webs 1-7-7 unless imurwat shown. Connector plate shown 3X6 aremininnum sizes based on the forces shownandmayneedtobeincreasedforcertain hand - Ling and/or erection stmsses. 'Thistruss is not 3X4 10 be fabricated Win rice retardant treated 4X10 3X4 lumber unless othervlse shown. For additional Information on Quality Control refer to ANSI/7PI 1-I9% 1.68 ( 1-0- 0 I o-7- 4 PRECAUTIONARY NOTES — AD bracing and erection recommendations aretobe followed In accordance with "Handling 11- 6-10 lmtallkng a Bracing. HIB-91. Trusses ate to1behandledwithparticularcareduringbanding6 5 4 and bundling, delivery and installation to avoid 678l/ 9.56" n damage. Temporary and might and bracing 1-10-9 719N for holding trusses in a straight and plumb pus- 1 6-10 ltbn and for resisting lateral forcer stall bedesignedandinstalledbyothers. Careful hand. (RI- 10-7) 6p 1911 44N 60/t 76/! (Res-8-5) ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/7'PI 1-1995 1 required. Normal precautionary action for scale = 0.4437 trusses rcnbetweesuch temporary brating toppli ring WARNING: READ ALL NOTESON THIS SHEET. Eng. Installation between uussn to avoid toppling E Job: ` anddomtnotng. The aupervLslon of erection of Dwg: Truss I D: L2 ruses shall be under the control ofpersons !arondaSystemsACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGexperiencedintheInstallationoftruss". Professlonal advice shallbesoDSgnr: TLY Chk: Date: 1n0-09-02 agnt u needed. CONTRACTOR. Concentration of construction bads greaterTCLive16.0 f DUfFaC` Lbr: 1.25 m than the design loads shall not be applied to BRACING WARNING: asses at any time. No loads other than the 4005 MARON DA WAY Bracing shown on this drawingis not erection bra g bracing TC Dead 7.0 psf DurFae - Pit: 1.25 dng, wind braered y the brad" or similar weightoftheerectorsshallbeappliedtoSANFORD, FL. 32771 which is a pan of the building design and which most be considered bythe building designer. Braehng mO.C.Spacing: 24.0" asses onto after allfastening and bracing (407) 321-0064Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Provisions must be BC Live 0.0 pniacg sf p is completed• made to anchor Lateral bracing at endsandspecified locations determined by the building designer. rDesign Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall structure mayberequired. (See HIB-91 of TPI). BC Dead10.0 Ps LICENSE #0050068 fihm Plate Institute. TPI, is located at 583 D' Onofdo Drive. Madison, Wisconsin 53719). Code Desc: FLA16, LOOS VANNESSA DROVIEDO.R32766 TOTAL 33.0 psf V: 5 0 - 8 - 3 cc-wnvvoawncna HCS: 0&20102 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 ATY:2 DESIGN INFORMATION TOP CHORDS: 2X12 SP #2 MULTIPLE LOADS -- This design is the e: Joint Locations=er=== This deign is foran Individual budding BOOT CHORDS: 2x8 SP #2 composite result of multiple loads. 1) 0-==0- 0 3) 8-10- 8 5) 6- 4-12 mcnponentm andWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 4) 8-10- 8 I 6) 0- 0- 0 providedbytheclient. The designer disc hns 2x4 SP #2 2 continuously braced unless noted otherwise. anyresponsibilityfordamagomaresuLtcatioflaul[y or incorrect lnfomalion, specifications 2-PLY TRUSSI fasten w/3"X 0.120" nails in This 2-PLY truss designed to c gindrtYTOTAL DESIGN LOADS and/ or designs furnished to the truss designer staggered pattern per nailing schedule: 19, 4" span framed to BC one face Uniform PLF From IPLF To by the clientandthe correctness or accuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 0' 0" span framed to TC opposite face BC Vert L+D -314 0- 0- 0 314 8-10- 8 of this inrom,ationasumayrdatetoaspe- Distribute loads equally to each ply. WndLod per ASCE 7-98, C&C, V. 125mph, MAX. REACTIONS PER BEARING LOCATION ----- clticpgctandacceptsnoresponslbilltyorcontrolwithregard fabon H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 X-Loc Vert Horiz Uplift 5594Type Lion. an li t tlon. handling, shipment and Installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld - EnCl L- 58.0 ft W- 8.9 ft Truss 1YL 0- 1-12 1394 0 SOT PIN trusscs. This trusa has been deigned as an Support 1 594# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 8- 8-12 1394 0 -594 SOT H-ROLL Individual building component in accordance with Support 2 594# Impact Resistant Covering and/or Glazing Req This truss has not been designild for ROOF ANSI/ TPI 1-1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: PONDING. Building designer must provide aspartofthebuildingdesignbyaBuildingDesigner ( registered architect or refnalonal L/634 at JOINT # 3 L=- 0.16" D=-0.17" T=-0.32" TC... FORCE... CSI BC... FORCE... CSI 1- 2 0.01 •6- ad to drainage to prevent gPP d9 0.25 englneerl. When reviewed far approvalby the26 5 0 0.88 In. ft. min. slope to drain). Truss must be building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 0 0.01 5- 4 0 0.75 marked to prevent UPSIDE DON rection. mustbecheckedtobesurethatthedatashownT- 0. 08" are to agreement with the local budding codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: bcol rjkaatic records for wind or snow bads, T- 0. 04" projectspecificationsorspecialappliedInds. Unless shown. truss has not been designed for RMB - 1.00 1 2-PLYS REQUERED storage or occupancyloads. The design assumes compression chords (top or bottarrl) are mntlnu- 8-10-8 ouslybracedbysheathingunlessotherwisespecified. Where bottom chords in tension are 1 2 3 notfullybracedlaterallybyapropertyappliedrigid ceiling, they should be braced at a mvtlmum spacing of 10r-0' o.c Connector plates shall be manufactured frorn 20 gauge hot 8X10 dippedgalvanizedsteelmeetingASIMAW. 4X8 Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shallreview this drawing toverify that this drawing IsIn conformance with the fabricators plans and to realize a continuing roponsibutly forsuch veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members sham be cut for tightntung wood to wood hearing Con- 3-0-0 nector plates shall be Located on both face of the truss with nails fully Imbedded and shall be sym. about the jointunless otherwise shown. A 5x4 plate is 5- wide x 4- long. A ex8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members sham m-1 at the centrofdof thewebs unless otherwise shown. Connector plate sizes are mmfmum adzes based on the forme shown ma y ayneed to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unlesa othervtae sham. For additional 3X6 informationonqualityControlreferto5X6 ANSI/ 7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recce unendatbns are to be followed in accardance with "Handling 6-6-8 Installing & Bracing', 1118-91. Trusses are to 16 behandledwithparticularcareduringbanding1 5 4 andbundling. delivery andinstallation to amid 1394# 3.50" 1394# 3.501 damage_ Temporary and permanent bracing for holding trusses In a straight and plumb pos- 1. 8-10-8 Itlonandforresistinglateralformesshallbedesigned and Installed by others. Careful hand- ling is essential and erection bracing is ahvays EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 0.7000 required. Nornal precautionary action for scale trusses mqulfu such temporary bmctng during installation between aliases to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. E Job: ng• WO: CHEK3 and dominotng. The supervision of erection of uusSes shall be under the control or personsMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dw gTfUS$ ID: L3 Professional n ed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of constructionloads greater than the design toads shall not be applied W loads BRACING WARNING: 4005MARONDAWAYTC Live 16.0 psf DurFac DurFae Lbr: 1.25 russes tatany tune. No other than the weight of the erectors shall be applied to fastening bracing SANFORD. FL. 32771 Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing ar similar bracingwhich is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr BC Live O.C. Spacing: PIt: 1. 25 I n24.0trussesuntilafterallandiscompleted. 407) 321-0064 Faft (407) 321-3913 shown is for lateralsupport of tr.ss members only to reduce buck length. Puvvblons must tx made to anchor lateral bracing at ends and specified Lontlons detemtined by the building designer. 0.0 psf Design Criteria: TPI TOMAS PONCEP.E. Additional bracing of the overallstructure may be required. (See HIB-91 of M. BCDead 10.0 f L.1C LICENSE #0050068Thins+ Plate institute, TPI, is Located at 583 D'Onofrlo Drhe, Madison. Wisconsin 53719). Code Dese: FLA VANNESSA DR. OVIEDOXI-32766 TOTAL 33.0 psf V 0 1.02- 955- 1_ Design: Mmri. r AfmfyrhJOB PATH: CrITEE-f-OKUOBSICHEK3 HCS: 08.102 j JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 " WE: TI-"M ATY:12 1 DESIGN INFORMATION This deign is for an Individual budding component and has been based on information provided by the client. The designer disciahns any responsibility for daage as a result of faulty or Incorrect Information. specifications and/or deigns furnished to the taus designer by the client and the correctness or accuracy of this Inforn itlon as It may relate to a spe- elflo project and accepts no responsibilityor exeretsn no control with regard to fabrica- tion, handlbl& shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registeredarchitect orprofessional englneerl. When reviewed for approval by the building designer. the design landings shown must be checked tobe sure that the data shown are In agreementwith the local building codes. localclhrtatic records forwind orsnow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The deign assumes compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In teuslon are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of IU-cro.c Connector plain 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 confornance with the fabrk tors plans and to realize a continuing responsibility for such ven- ncation. Any dt cmpancles are tobe put In writing before cutting orfabrication. Plate shall not be Installed over knothole. knots or distorted grain. Members shall be cut for tight luting wood to wood bearing. Con- nector plate shall be located on both faces of the truss with nads fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A6x8 plate is U" wide x 8- long. Slots (holes) vat 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 mIntmurn sizes mbasedontheforshown and may need to beIncreased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltional tnfonnation on 0uahty Control refer to ANSI/ 7PI 1-1995 PRECAUTIONARY NOTES Ad bracing anderection recommendations are to be followed In accordance with "Handling Installing a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmlght and plumb pos- Won and for resisting Intend forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary actionfor trusses requires Such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erecllan of trusses shall be under thecontrol of personsexperiencedintheInstallationoftrusses. Professional advice shall be sought if needed. Concentration ofconstruction loads greater than the deign loads shall not be applied to trusses al any time. No loads other than the weight of the erectons shall be applied to trusses until after all fastening and bracing is completed. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the c uposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 Joint Locations=: 1) 0- 0- 0 3) 10- 8- 8 2) 5- 4- 4 4) 10- 8- 8 MAX. REACTIONS PER BEARING X- Loc Vert Horiz Uplift 10- 10-12 357 0 -518 0- 4- 0 432 243 -448 1 PROVIDE HORIZONTAL CONNECTION 1 Support 1 243# 11- 0-0 1 2 3 0 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLX: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V. 125aph, H- 15.0 ft, i. 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L- 58.0 ft W= 10.7 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-- 0.08" D- 0.02" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 0- 6-6 0- 1 1- 8- 5) 5- 4 4= 6) 0- 0- 0 OCATION----- Loc Type P H-ROLL T PIN R SCHEDULE 2- 6-5 2. OJ II 0- 80 j 0 3$ 10- 0-8 l6 5 4 433# 8.00" 358# 2.50" 1- 7-2 10-8-8 0- 3-8 Res7 1s) RL70) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale 0.4694 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: CHEK3R Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: IDate: 10-09-02 TC Live 16.0 psf DurFac Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing isnot erection bmg, ctnwindbracing, portal bracing or sbntar bracing TC Dead 7.0 psf DurFac Pit: 1.25 SA N FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing is forlateraltrussBCLive 0.0 O.C. Spacing: 1 n 24.0407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. psf BC Dead 10.i) f Designl Criteria: TPI TOMAS PONCEP.E. Additional bracing of the overall structure may be required. (See HI9-91 of In. PsCode Desc: FLA LICENSE #0050068nrussPlateInstitute. TPI, is lasted at 583 D'Onofrio Drhe. Madison, Wisconsin 53719). IOan VANNPSSA DRtrvleoo.FL32766 a TOTAL 33.0 psf V'0 05.02- 56- 5S Design: Almris Analysis JOB PATH: C:I7'EE-L0KV0BSIC11FK311CS. 08.kO2 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: N iATY: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 ccuposite result of multiple loads. 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0componentandhasbeenbasedoninformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 41providedbythecUenLThedesignerdisclaimsanyresponsibility for damages as a result of SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- faulty or incortecl Information, specifications Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type and/ or designs furnbhedtothe truss designer WndLOd per ASCE 7-98, CBC, V. 125mph, bearing. 0- 4- 0 417 264 -419 BOT PIN by the client and the correctness or accuracy Her15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 10- 1-12 331 0 -520 BOT H-ROLL of thisinformmllonashmayrelatetoaspe- Bld Type. Enel L. 40.0 ft W= 10.2 ft Truss Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; auk projectandacceptsnoresponsibilityorinJNTzone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 2 520# Support 1 264# exercises nocontrolwithregardtofabAea- tlonezi. istrusshasbeendng, shipment and signed not Ct Resistant Coveringand/or GlazingR eq tnnssea. This truss has been designed as an This MAXLIVE LOAD DEFLECTION: ..TC... PORCE... CSI ..BC ... F'ORCE...CSIindividual bugling component In accordance with L/999 1- 2 983 0.51 5- 0 -904 0.27 ANSI/M1-1995 and NDS-97 to be incorporated L=-0.07" D- 0.01" T=-0.06" 2- 3 -103 0.54 0- 4 -1150 0.40 as partofthebuildingdesignbyaBuildingMAXHORIZONTALTOTALLOADDEFLECTION: Designer (registeredarchitectorprofessionalTo0. 05" engineerl• Whenreviewedforappmvalbythebuildingdesigner, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T. 0. 06" am in agreement with the local building codes. local climatic records for wind or snow loads. RMB n 1.15 project specifications or special applied loads. Unless shown, tnra9 has not been designed for storage or occupancy leads. The design assumes compression chords ( top or bottom) ore continu- 10-3-0 ously bracedbysheathingunlessotherwisespecified. Where bottom chords In tension are 1 2 3 not fullybracedlaterallybyapm" applied rtod ceWng, they should be braced at a r maxhnum spacing of 101-0' o.e. Connector 4.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. 2X Cade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In confomtanee with the fabricator's plans and to realize a continuing responsibility forsuch veri- 244 flention. Any discrepancies am to be put in writing before cutting or fabrication. 2X Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight filling wood to wood bearing. Con- 4-2-11 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 3X4 5x4 plate is 5' wide x 4' long. A 8x8 plate Is T aide x it long. Slots (holes) rim parallel to 0-6-6 - the plate length specified. Double cuts on web members shall meet at the centrald of the webs 1-7-3 unless otherwise shown. Connector plate slr 3X4 am minhnum sizes based on the form shown and may need to be increased for certain hand- 3X4 Iing and/or erection stresses. This tnne is not to be fabricated with fire retardant treated r- T 5X8 lumber unless otherwise shown. For additional Infomaatlonon Quality Control refer to ANSI/TPI 1.1995 2.00 1 PRECAUTIONARY NOTES 0_8- 0 All bracing and erection recormnendations are I I to be followed In accordance with 'Handling 9-7-0 Installing aBracing'. HI11-91. Trusses am toI be handled with particular cam during banding 5 4 and bundling, delivery and installation to avold 418# 8.00tn 332# 2.50" damage. TemporaryandpermanentbmctngI1-7-2 for holdingtrussesInastraightandplumbpos- e 10-3-0 ttlon andforresistinglateralforshallhemr pl (R1-7-0) designed and Installedbyothers. Careful hand- ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 0.4971 required. Normal precautionaryactionforscalemtrussesrequres; such temporary bracing during installation between Wsses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the central of persons EMaro::n:da Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: N ad e hbe CONTRACTOR. Dsgnr: TLY Chit: Date: 110-09-02 Concentration of construction loads greater than the design loads shall not be appmea to BRACING WARNING: 4005 MARONDA WAYTCLive16. 0 f DurFacl Lbr: 1.25 tnasses at an time. No load, other than the y welght ofthe erectors sham be applied to fastening bracing SANFORD, FL. 32771 Bracing Mng shown onills drawingb not erectionbracing, wind bracing, portal bracing or smaller bracing which Is a put of the buildingdesign and which must be considered by the building designer. Bracing TC Dead 7. 0 BC Live psf Durfac O. C. Spacing: Pit: 1.25 24.0" trusses untilafter allandIscompleted. 407) 321-0064 Fax (407) 321-3913 shown Isfor lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bmttng at ends and specified Uonadettmi11ed the butld1ogdes n`° 0.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additkmalbracin ofthemeauatructnmmayb e g y requhed. (See HIB-91 of 7P11. BC Dead 10.0 f LICENSE #0050068 frruss Plate t"stitutc• TPI, is located at 583 D'Onorrio Drive. Madison. Wisconsar 53719). Code Dese: FLA 1005 VANNESSA Dm. OVIEDO.M3276e TOTAL 33.0 psf I V:0 . 02_ g 5_ g Design: Matrix Analysis JOB PA771: C:ITEE-L0KV08SICHEK3 HCS: 08.20102 1 JB: CHESAPEAKE K 3 AC: 109 UPLIFT D.L. WO: CHEK3 WE: TI: O 1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====_--_ ThisThis design is foran individual building BOT CHORDS: 2x4 SP #2 collirposite result of multiple loads. 1)==0 0- 0 3) 7- 3- 0 5) 0- 0- 0componentandhasbeenbasedonNforrrmtionWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0providedbythecLinLThedesignerdisclaim any for damage as result or SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION ----- y or incorrect afaultyorlncorrtxlInfortnnlmn, specifications and/or designs furnished to the truss designer y atYShimorwedgeifnecessary to achieve fullWndLodperASCE7-98, C&C, V. 125mph, bearing. X-Loc Vert 0- 4- 0 319 Horiz Uplift 257 Y-Loc Type by the client and the correctness or accuracy H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 420 0 -446 BOT PIN SOT H-ROLLofthiswormnuonasamyrelatetoaspe- Bld Type. Encl L- 58.0 ft W. 7.2 ft Truss Support 1 420# PROVIDE HORIZONTAL COIu1ECTION PER SCHEDULEctlkprojectandaceeptsnoresponsibilityor exercise no control with re rd to fabro• in INT zone, TCDL- 4.2 psf, BCDL_ 6.0 psf rt 2 446# Support 1 257# shipment ofgtrusses. Impact Resistant Covering and g° and/or Glazing R beeandnThisti atrusses. This truss has been designed as andesigned MAX LIVB LOAD DEFLECTION: TC• FORCE...CSI ..BC... FORCE ... CSI Individual building component In accordance with L/999 1- 2 712 0.26 5- 0 -787 0.14ANSI/TPI 1-1995 and NDS•97 to be incorporated L--0. 02" D- 0. 00" T--O. 02" 2- 3 -81 0.29 0- 4 -882 0.18aspartofthebuildingdesignbyaBuildingMAXHORIZONTALTOTALLOADDEFLECTION: Designer (registered architect or professional T- 0. 01" engineer). When reviewed forapprovalby the building designer, the deign loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T- 0.01" are in agreementwith the local building codes, local clirnallc records for wind or snow loads, RMB - 1.15 project specifications orspecial applied Inds. Untess shown• truss has not been designed for storage oroccupancy Inds. The design assumes compression chords (top or bottom) arc conunu- 3-0ouslybracedbysheathingunlessotherwise specified. Where bottom chords in tension are 2 3notfullybracedlaterallybyoproperlyapplied rigid ce0ing, they should be braced at e 0maxbnumspacingof10'-T o.e. Connector plate shall be manufactured from 20 gauge hot dipped gahwitzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 2X Priorto fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrlcatoes plans and to realize a continuing responsibility for such verl- 1-104flcauon. Any discmpancim are to be put in 2Xwritingbeforecuttingorfabrication. Plate shall not be Installed over knothole. knots ordistorted gam. Members shall be cut for tight fitting wood to wood bearing. Con- 3-2-11 vector plates shall be located on both fan of the truss with na16 fully imbedded and shall be sym. about theJoint unle otherwise shown. A 5: 4 plate Is 5' wide x 4' long. A Gx8 plate is 6' 3X4 wide x g' king. Slob (holes) nut parallel to the plate length specified. Double cutson web members shall meetat the centroklof the webs1-1-3 unless otherwise shown. Connector plate sizes are mown sous based the forces shaves 0 6 3X4 ma and yneed se messed tobedforcertainhand- 3X4 Ung nstresses. This truss u not 5X8 too beafabrfnttedwithfireretardanttreatedlumberunless otherwise shown. For additional information on Quality Control refer to ANSI/TW 1-19% 2.00 PRECAUTIONARY NOTES 0-8- 0 Ali bracing and erection reco mnendations are to be followed inaccordance with 'Handling 6-7-0 installing RBracing', HIB•91. Trusses are to1 be handled with particular cue during banding 5 4 and bundling, delivery and Wtallation to avoid damage. Temporary and pemunent bracing 319N 800n 233# 2.50" for holding trusses In a straight and plumb pos- 1-7-2 0 7- 3-0 f Iconandforresistnglateralforcesshallbe1-7-0 designed andInstalledbyothers. Careful hand- ling iz eventtal and erectionbracing is always EXCEPTAS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 required. Nommlprecautionaryactionforscale0.6513 misses requlies such temporary bmeing during Installation between trusses to avoid toppling and dommomg. The supervision of erection ofrr""shall beunder the control ofp<"atu Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: CHEK3 Truss ID: O experienced Professional Inice Installation sought necdcCONTRACTOR. gnr Ds TLY Chk: Date: r0-09-02 i Concentration ofconstruction Inds greaterthan the design loads shall not be applied to BRACING WARNING: 4005 MARONDA WAYTCLive16. 0 psf DurFac Lbr. 1.25 trussesal anytime. Noloadsotherthantheweightoftheerectors shall be applied to trusses ante aver all fastening and bracing SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bmdng, wind bmcm& portal bracing or abnihr bracing which Is a partofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae O.C. S Pit: 1.25 n 24.0 407) 321-0064 Fax (407) 321-3913 shown b for lateral support PPort of truss membersonly to reduce buckling length. Provisions must one BC Live 0.0 psf pacing: is completed. TOMAS PONCEP.E. trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BCDead10.0 f Design) Criteria: TPI LICENSE #0050068 of overall structure may be required. (See HIB-91 of 1W. ffr ss Plateinstitute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Ps Code Desc: FLA loos VANNESSA Da.OVIEDOX1. 32766 I I TOTAL 33.0 psf V:09 0 r 02- 78 - 40 - uaign: Anus Analysis !OB PATH: C:17EF-•LOKVOBSICHEKJ HCS. 08.2Q02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: P * I ATY:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the cnent. The designerdisclaims any responslbfity for damages as a result of faulty or incorrect Wbrmation. specifications and/or designs fumished to the true designer bythe client and the correctness oraccuracy ofthis Warrnatlon as it my relate to a spe. elite project and accepts no responsibility or exercises no controlahh regard tofabrtca- non. handling, shipment installationtallation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TM 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtnmr). When reviewed for approvalby the budding designer, the design loadings shown must be checked to be sure that the data sham are in agreement with the local building codes. localelloatic records foralai or snow bads. project spedBcatlau or special applied loads. unless shown. true 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 spedfled. Where bottom chords in tension are not fully braced laterally by a property applied rigid cclitng, they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gakanlzed steel meeting ASTM A 653. Cmde 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 fabricam's plans and to realize a continuing responsibility for such vent. f1catlon. Any discrcparneles 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 nttbng wood to wood bearing. Con- nector plates shall be located on loth faces of the truss With nalis fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long A rub plate N 6" wide x 8" long. Slots (holes) run parallel to the piste length specified. Double cutson web members shall meet at the centrold of the webs mnkG otherwise shown. COMector plate Niles are minbnura sires based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This taw is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ 7P1 1.1995 PRECAUTIONARY NOTES All bracing anderection recommendations are to be followed in accordance with "Handling Installing & Bracing. I11B-91. Trusses are to be handled with particular care during banding and bundling, delivery and W tallatbnto avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. itton and for reststing lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Nomnal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommobng. The supervision of erectionof trusses shall be under the control of personsexperienced in the installation of trusses. professional advice stall be sought If needed. Concentration of constructionInds greater than the design lands shall not be applied to trusses at any time. No loads other than the weight of the erectorsshall be appliedto trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CCNNECT`IONPER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/ 999 L.- 0.02" D--0.02" T--0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB . 1.15 0- 8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 Joint Locations===_ ====== 1)==0===0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Dplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 $OT PIN 4- 1-12 54 0 -42 EOT H-ROLL WndLod per ASCE 7-98, CSC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft ova 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4- 3-0 Ilk1 2 0 2. 00 I 4 IT 3 212# 8.00" 87# 2.50" 1-7-2 4- 3-0 54# 2q50 11R1- 7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/ L: 41-12 scale 0.9442 I WARNING! READ All NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Bracing this drawing Dsgnr: TLY Chk: Date: 110-09-02 4005 MARON DA WAY TC Live 16.0 psf DurFacg• DurFacLbr: 1.25 Pit: SANFORD, FL. 32771 shown on Is not erection bracinwind bracing, portal bracing or similar bracing which is a put of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr O.C. Spacing: 1.25 1 24.0n 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 budding designer. Addluonal bracingoftheoverallstructuremyberequired. (See HIB.91 of TP6. BCDead 10.0 ps f DesignsCriteria: TPI LICENSE #0050068 f russ Plate Institute. TPI, is lasted at 583 D'Onotito Drive. Madison,Wisconsin 53719). Code I esc: FLA I005vANNLS.4ADRtmeDO. r1.3276a TOTAL 33.0 psf Q 0 I 2- 8- 4 Design: Marrix Analysis JOB PATH: C:ITEE-L0KI/0BSICHEK3 11CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLi D.l. WO: CHEK3 WE: TI: A 1 QiY.2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations..' 1) ==Oa=OThisdesignisforantndlvldualbuildingBOTCHORDS: 2x4 SP #2 ccuposite result of multiple loads. 0 3) 1- 8- 4componentandhisbeenbasedoninformationSLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0providedbythedent. The designer disclaims any responsibility for damages as a result of Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. MAX. REACTIONS PER BEARINGLTION faultyorincorrect information. specifications bearing. WndLOd per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift Y-Loe Type and/or designs furnished to the truss designer H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 0- 4- 0 137 63 -226 HOT PIN by the client and thecorrectness oramumry PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. EnCl L- 58.0 ft W. 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL ofthis information as it may relate to a ape- Support 1 226# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psfrifleprojectandacceptsnoresponsibilityor exercises no control with regard to fabrica- Support 2 125# Impact Resistant Covering and/or Glazing Req shipment andbeen installation oftrusses. MAX LIVE LOAD DEFLECTION: L/999Thishastrusses. This truss has been designed as an individual building component In accordance with L- 0. 00" D- 0. 00" T- 0.00" TC...FORCE...CSI ..BC...FORCE...CSI 1- 2 -3 0.01 4- 0 -55 0.01 ANSI/7PI 1.1995 and NOS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01aspartofthebuildingdesignbyaBuildingT= 0. 00" Designer (registered architect or Mprofessional englneerl. When rewed far approvaall by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T- 0.001 must be checked to be sure that the data shown re ainagreement with the local building codes. RMB = 1.15 local climatic records for wind or snow loads. project specifications or special applied loads. Unless show:, thus his not been designed for storage or occupancy Inds. The design assumes compression chords ( top or bottom) are eonUnu- 1-84 oust' bracedbysheathingunlnaotherwisespecified. Where bottom chords In tension ate 1 2 not fullybracedlaterallybyaproperlyappliedrtodceiling, they should be braced at a maxim= spacing of 10'-0' o.e Connector 4.OU plates shall be manufactured from 20 gauge hot dipped gaWantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior w to fabrication, the fabricator shall revie d this mwtngtoverify thatthis drawing is In conformance with the fabricator's plans and to realize a continuing responstbWty for such verl- Ilcttlon. Any discrepancies areto be put in 0-11-2 writing beforecuttingorfabrication. Plates shall not be tnstallcd over knotholes. knots or distortedgrain. Members shall be cut for tight fltUng wood towood bearing. Con- 14-7 nectar plates shall be located on both faces of the truss with nazis fully imbedded and shall be 0-" sym. aboutthejointunlessotherwiseshown. A 5x4plate lo wide x 4' long. A 6x8 plate is G wide Slots ( holes) run parallel to 8'walex ' long. 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 forty shown 5X8 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 referto ANSI/7P1 1-1995 PRECAUTIONARY NOTES 0-8- 0 AB bracing and erection recommendations are be followed ' Handling Plate Height to Inaccordancewith1- Installing @Bracing'. HIB-91. Trusses are to 1 0-2-1 be handled with particular care during banding 4 3 and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing 138N 8.00" 48!/ 2.50rr for holding trusses in a straight and plumb pos- 1-7-2 pie1-84 turn andforresistinglateralforcesshallbeRI-7-0) designed andinstalledbyothers. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 1.5329 required. NormalprecautionaryactionforSealetWtnllatlonbetween lnuan to avoid toppling IrWanUtissesrcnbet eentrussessuchtarybretingtopplitgWARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: and dominoing. The supervislon of erection of trusses slnail be under the control of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 61 experienced in the installation sought wed. Dsgnr: TLv Chk: Date: 110-09-02 i beCONTRACTOR. 4005 MARON DA WAY TC Live 16.0 f DurFac lion: 1.25 Concentration ofconstructionhodsgreaterthanthe design loads shall not be applied to BRACING WARNING: tn,ssesat anytime. No tcods other than the Bracing shown on this drawing is not erection bracing. wind bracing• portal bracing or similar bracing TC Dead 7.0 psf Dulac Pit: 1.25 weight o<ZerectorsshallbeappliedtofasteningbracingSANFORD, FL. 32771 which is a part of the building designand which must be considered by the building designer. Bracing BC Live 0.0 O.C. S I ae)n : 2 4.0" 9L trussesuntilafterallandIs407) 321- 0064 Fax (407) 321-3913 shown is for lateral support of tares members only to reduce buckling length. Proklslons must be psf completed. TOMAS PONCEP. E. made to anchor lateral bra cing at endsand specified locations determined by the building designer. Additional bracingthe BC Dead 100 f pS Design) Criteria: TPI of overall structuremayberequired. (See HIB-91 of TPQ. fRuss PlateInstitute, TPI- is located 583 D'Onofrto Code Desc: FLA LICENSE #0050068 1005VANNE4,4A DR.ovteDo.r:-32769 at Drive. Madison. Wisconsin 53719). TOTAL 33.0 pSf V: .Orj.02- 8 - 42 - Design: Matrix Analysis JOB PATH: C:17EE-LOKVOBSICHEK3 HCS: 08.2Q01 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: R I ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations_ This design is for an Individual bullding BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 6- 0- 8componentandhasbeenbasedontnfomatlnn provided by theclient- The designer disclaims SLIDERS: 2x4 SP #2 composite result of multiple loads. This truss is designed to bear on multiple All COMPRESSION Chords to be 2) 6- 0- 8 4) 0- 0- 0 any r iWty for damage as a insult of faultyy orresponsibility information. specN©eons are assumed supports. gits . Interior bearing locations should continuously braced unless noted otherwise. MAX. REACTIONS X-Loc Vert PER BEARING Horiz Upliftl LOCATION----- Y-Loc Typeand/ordntgasfurntshed tothe truss designer be marked on truss. Shim or wedge if Shim or wedge if necessary to achieve full 5-11- 4 126 166 -303 TOP PIN bytheclientandthecorrectnessoraccuracynecessarytoachievefullbearing. bearing. 0- 4- 0 248 235 -422 i0T PIN orlidsinformationasitmayrelatetospe- cillc project andaccepts no responsibility orfaUon Field Connection at Support 1 must be able PROVIDE UPLIFT CONNECTION PER SCHEDULE: transfer 166 pounds of horizontal reaction 5- 11- 4 75 0 -65 WndLod BOT H-ROLL exercises li control with regard t labon- tion,exec handling, shipment and Who of Support rt1 422# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE H= 15.0 ft,Ie1.00, Exp.Cat. b, Rzt1251.00h, trusses. This truss has been destgned as an Support 2 303# Support 1 235# Bld Type= Enel L= 58.0 ft W= 6.0 ft Truss individualbuildingcomponentInaccordancewithSupport365# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ANSI/TPI 1- 1995 and NDS-97 to be incorporated a apart of thebuilding design by a Building MAX LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI L/419 Mid Impact Resistant Covering and/or Glazing Req Designer ( registered architect or professional at -panel # 1 1- 2 -62 0.84 4- 3 -457 0.40 Lm_ 0.17" D= 0.02^ T=-O.1S" engineer). When reviewed for approvalby the building designer, the design loadtriga shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.02" are in agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: localclimaticrecordsforwindorsnowloads, T= 0. 02" projectspecificationsorspecialappliedloads. Unless shown• truss has not been designed for RMB = 1.15 storageoroccupancyInds. The design assumes compression chords (top or bottom) are continu- 6-0-8 ouslybracedbysheathingunlessotherwiseN speced. Where bottom chords to tension are 1 2 notfullybracedlaterallybyaproperlyappliedrigid ceiling, they should be braced at a maximum spacing of I(Y-0' o.cConnector plates shall be manufactured from 20 gauge hot dipped gamantted steel meeting AS -FM A 653, Grade At Attachwit h (4) 40. un = otherwise shown. Tile- 1Vails FABRICATION NOTES Prior to fabrication• the fabricator shag review this drawing to verify that this drawing is In conformance with the fabricators plans and to realim a continuing responsibility for such ved- 2-2-8 Ilcatiun. Any discrepancies are to beput in writing before cutting or fabrication. Plates shall not be installed over knotholes• knots or distorted grain. Members shag be cut for tight rating woad to wood bearing. Can- 3-10-3 nectarplatesshallbelocatedonbothfainofthe truss With nalls fully imbedded and shall be sym. about the jointunless otherwise shown. A 5x4 plate is 5' wlde x 4' long. A Bx8 plate is 6' 0-6-6 widexB- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centruld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based an the forces shown 3X4 and may need to be increased for certain hand- Isnot3X4to be firerretatardant treat. Ibised 5X6 Attach with 10d Toe -Nails 1) lumber unless otherwise shown. For additional Information on euallty Control refer to ANSIrM 1-1995 3. 00 1 PRECAUTIONARY NOTES o Am bracingand erection recommendations are to be followed In accordance with -Handling 5-4-8 InstaWngtiBracing• HIB-91. Trusses ato Trre 14 '1 be handled withparticularcoreduringbanding31andbundling• delivery andWtallatlontoavoiddamage. Temporary and pernment bracng 248 8.00n 127# 22.50" for holding trusses In a straight and plumb pos- 1-1-9 76# Ilion and for misting lateral forces shall be designed Installed by 6-0-8 RI- 1-7) 50" and others. Careful hand- C/L: -11-0 ling is essential anderectionbracingisalwaysEXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports required. Normal precautionary actionforscale0.5459 trusses mqulm 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 11 Caronda Systems WARNING: READALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: CH9K3 Truss ID: R experienced In the Instldhtlon of trttsses. Professional advke shag be sought if needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction bads greater thanthe design Inds shall not be applied to BRACING WARNING: 4005 MARONDA WAY TCLive16.0 psf DurFac Lbr: 1.25 trusses at any time. No loads other than the weight of the erectors sham be applied to trusses until after all fastening and bracing SAN FORD, FL. 32771 Bmcing shown on this drawing is not erection bracing, wind bmchig, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr DurFae O.C. Spacing: Pit: 1.25 n 24.0 407) 321-0064 Fax (407) 321-3913 shown la for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf b completed. TOMAS PONCEP.E. made to "char lateral bmctng at ends and specified locations determined by the building designer. Additional bmehig of theBCDead10.0 Desi ri 9 Criteria: TPI LICENSE #0050068 overall structure may be required. (See HIB-9I of TP11• rrrusa Plane Institute, TP1. is located at SW D'Onofrto Drive. Madison, Wisconsin 53719). psf Code Desc: FLA 1005VANNESSADaoVIEDo.FL32765 TOTAL 33. 0 psf V:0 .05.02- 880- 43' ucsign: mortl Armysil JU8 YAIH: LAIEE-LOKUOBJTCHEK9 HCS: 08.1.02 JB: CHESAPEAKE : 3 AC: 10# UPLIFT D.L. WO: CNtn3 WE: ll: S ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. _ __ __ ==Joint Locations=_____e: =er =e: This design is far an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the mil) =_ _0-=0- 0 3) 4- 8- 8 component and has been based on infonnaUnn SLIDERS: 2x4 SP #2 composite result of multiple loads. 2) 4- 8- 8 41 0- 0- 0providedbytheclient. The design disclaims This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility forInferdamages as a t'sh of supports. . Interior bearing locations should continuous) braced unless noted otherwise. X-Loc Vert Horiz lift Y-LocfaultyorIncorrectInformation, spcoNealbns g y Uplift Type and/or designs furnished to the truss designer be marked on truss. Shim or wedge if Shim or wedge if necessary to achieve full 4- 7- 4 98 136 -249 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. bearing, 0- 4- 0 204 195 -368 BOT PIN ofthis information as it may relate toa ape- Field Connection at Support 1 mist be able 4- 7- 4 59 0 -55 HOT H-ROLLcLncprojectandacceptsnoresponsibilityorPROVIDEUPLIFTCONNECTIONPERSCHEDULE: transfer 136 pounds of horizontal reaction WndLod per ASCE 7-98, C1FC, V- 12 h, esereses no control with regard to fabrics- Smp tion. handling. shipment and tnstnllauon of Support 1 368# H- 15.0 ft, I= 1. 00, Exp. Cat. Ii, Rzt= 1.0 trusses. This truss has been designed as an Support 2 249# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Bld Type= Enel L- 58.0 ft W. 41.7 ft Truss Individual building component in accordance with Support 3 55# 1- 2 -48 0.54 4- 3 -269 0.26 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psfANSI/7W 1.1995 and NDS-97 to be Inmrpomted MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/ Glazing ReqasputofthebuildingdesignbyaBuildingL/913 at Mid -panel # 1Designer (registered architect or professional L--0.06" D- 0. 01" T--O. 05" engineer). When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure thatthe data shown T- 0 . 01" are in agreement with the local buildingcodes, MAX HORIZONTAL LIVE LOAD DEFLECTION: bcal ebaatic records for wind or snow bads. T= 0.01" project specifications or special applied bads. Unless shown• truss has not been designed for RMB - 1.15 i storage or occupancy Inds. The design assumes ' compression chords (top or bottom) are conUnu- 48-8 Loust' braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are 1 2notfullybracedlaterallybyapropertyapplied rigid ceiling, they should be braced at a r— madm muspacingof l0'-0' o.c. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach wit (4) Grade 40, unless otherwise shown. IOd Toe -Nails FABRICATION NOTES Prior ico to fabrUon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans "to realize a continuing responsibility for such verl- Ilcalion. Any discrepancies are to be put to 1-10-8 writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut far tight fitting wood to wood bearing. Con- 3-2-3 neclor plates shall be boned on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A US plate s 6' wide x it long. Sots (holes) run parallel to the plate length specified. Doublecuts on web 3X4 1- 0-2 members shagmeetatthecentroidofthewebsunlessotherwise shown. te Connector plate sizes 0-6-6 aminimum styesbasedontheforcesshownandmayneed to be increased for certain hand- ' 3X4 Attach %vithl ling annis erectionstresses. This Ins not5X610dToe-Nailsi) to be fabricated with fireretardanttreated1lumberunlessotherwiseshown. For additional 1 Inf—tion on Quality ControlrefertoANSI/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate 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 and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shag be designed and installed by others. Careful ha ul. ling is essential and erection bracing is always required. Nonn al precautionary action for tfllsses requires such ttmpmafy bracing during installation between truesMto avold toPPWB and dominoing. Thesupervisionof erectionofmussesshallbeunderthecontrol of persons experienced in the installation oftruss'. Professional advice shag be sought U needed. Concentration of construction Inds greater than the design bads shall not be applied to truss' at any time. No Inds other than the weight of the erectors shag be applied totrusses until after all fastening and bracing is completed. I 3.00EKI 0- 8-0CK L4-0-8 L 205# 8.00" 98N 2.50" 1-1-9 60# 2 50" 4-8-8 RI-1-7) C/L: 7 4 EXCEPT AS SHOWN PLATES ARE TL20GATESTEDPER. ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems y A COPY OF THIS DRAWINGTO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which mustbe 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 he 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 my be required. (See HIB-91 of In. BC Dead 10 .0 psf LICENSE #0050068 flluss Plate Institute. TPI, Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). 1005 VANNESSA DN.OVIEDO.M32766 TOTAL 33. 0 psf Design: Matrix Analysis JOB PAIN: CA7EE-L0KU0BS1CNEK3 0.6603 Truss IDS: S Date: 10- 09-02 DurFacl - Lbr: 1. 25 DurFac - Pit: 1. 25 O.C. Spacing: 24.0" DesignjCriteria: TPI Code Desc: FLA HCS: JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: T ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=4==____ oThisdesignisforanIndividualbuildingBOTCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0_- Oa 0 3) 3- 4- 8componentandhasbeenbasedonmformatmnSLIDERS: 2x4 SP #2 composite result of multiple loads. 2) 3- 4- 8 4) 0- 0- 0providedbytheclforient. The dealgnermselamu anyresponsbWryinformagnuaresultof This truss is designed to bear on Multiple All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect Information, apeedkntlona supports. Interior bears locations should continuous) braced unless noted otherwise. uPPo bearingyX-Loc Vert Horiz Uplift Y-Loc Type and/ordmiglsfumtshedtothe tn,ydespp,er be marked on truss. Shim or wedge if Shim or wedge if necessary to achieve full 3- 3- 4 69 99 -181 TOP PIN by the ehemandthecorrectnessoraccuracynecessarytoachievefullbearing. bearing. 0- 4- 0 161 143 -293 HOT PIN of this inforuatbn asItmayrelatetoaspe- arc projectand accepts no responsibility or Field Connection at Support 1 must be able 3- 3- 4 43 0 -41 HOT H-ROLL exercises no central with regard to fabrics- PROVIDE UPLIFT CONNECTION PER SCHEDULE: transfer 99 pounds of horizontal reaction Pours WadLod per ASCS7-98, C&C, V. 125mph, Lion. handling. shipment and Installation of Support 1 293# H. 15.0 ft, I- 1.00, Exp.Cat. H, Kzt= 1.0 trusses. This truss hasbeendesignedasanSupport2181# .. TC... FORCE... CSI ..BC ... FORCE ... CSI Bld Type. EnCl L- 58.0 ft W. 3.4 ft Truss ndtidual building component inaccordancewithSupport341# 1- 2 35 0.28 4- 3 -112 0.15 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf ANSI/TPI 1-1995andNDS-97 to be Incorporated as of the building design bya Building MAX LIVE LOAD DEFLECTION: Impact Resistant Cover ia4 and/or Glazing Req Designer (registered architect or professional engineerl. When reviewed for approval by the L--O.02" D- 0.00" T--O.Ol" building designer, the design badmpy shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure that the data shown T- 0. 00" ate in agreement with the local building cedes. MAX HORIZONTAL LIVE LOAD DEFLECTION: Went climatic records forwindorsnowloads. T- 0. 00" project specifications or specialappliedbads. unless shown, truss has not been designed for RMB - 1. 15 storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- 34-8 ouslybraced by sheathingunlessotherwisespecified. Where bottom chords in tension are 1 2 not fully braced laterallybyapropertyappliedrigidceiling, they should be braced at a 0 maximum spacing of la-U* o.c. Connector plates shall be manufactured from 20 gauge hot dipped steel meeting A 653. Attach 1((3) 0. unless Grade 40. unless otherwiseshown. n. O Nh FABRICATIONNOTES Marto 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 ven- fication. Any discrepancies are to be put in 1-6-8 writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gram. Members shaU be cut for tight fitting wood to wood bearing. Con- 2.6-3 nector plates shall be lasted on both faxes of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wade x 4- long. A 6x8 plate is 6- wide x B- long. Slots (holes) run parallel to the plate length spedfled. Double cuts on web 3X4 members shall meet at the cenlrold of thewebs 0-" 0-8-2 unless otherwise shown. Connector plate sizes are minimum sizes based an the forces shown 3X4 and may need to be increased for certain hand. Attach with 1) ling and/or erection stresses. This taw Is not 5X6 10d Toe -Nails to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Control refer to ANSI/TP1 1-1995 3.00 I 0- 8-0 PRECAUTIONARY NOTES All bracing and erection recormnendatlons are to be followed in acoordance with -Handling 2-8.8 Installing @ Bracing'. HID-91. Trusses are to be handled with particular rare during banding 4 3 and bundling• delivery andInstallationtoavoiddamage. Temporary and permanent bracing I6I# 8.00° 70/1 2.50n for holding busses in a straight and plumb pos- for 1-1-9 I a alf6 3 44# 2 50 Non and reststing lateral force shall be designed and Installed by Careful hand- RI-1-7) others. C/L: -3-0 ling is essentIM anderectionbracingisalwaysrequired. Normal precautionary action for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVTPI 1-1995 Over 3 Su PPD scale 0.8355Wsallaiequbnsuch ntruss sttiry oavoidtftig toppli during Installation betweenmussesto avoid toppling and domdnoing. The supervision of erection of n"'es's'"b"under ` s"°"i..p`rs°n' I[, Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: T experienced m the installation of trusses. Rofessamal advice shall beso night if needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of eunstmc on loads greater than the design Gads shall not be applied to BRACING WARNING: TC Live 16.0 psf Durfac Lbr. 1.25 trusses al any time. Noloadsotherthanthe4005MARONDAWAYBracingshownonthisdrawingisnoterectonbmcbi& wind bracing, portal bracing or similar bracing TC Dead 7.0 psf De Pit: 1.25 weight of the erectors shallbeappliedtotrussesuntilafterallfutening and bracing SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 which is a part of the building design and whichmust be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.t„/Spacing: I g• 24.0" iscompleted. TOMAS PONCE P.E. made to anchor lateral bin at ends and s locations(determined a fry the building designer. Additional bracing the BC Dead10.0 f Design Criteria: TPI LICENSE #0050068 of overall structure my required. y requited. (See HIH•91ofTPr1. flloaa Plate Institute. M. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Ps Code Desc: FLA 1005 VANNFSSA DROVIEDOX1.32766 N TOTAL 33.0 psf 02- 882- ucrign: AM= Analysis JOB PATH: C:ITEE-LOKVOBSICHEK3 HCS: 08.2002 JB: CHESAPEAKE K 3 AC: 1Gif jPLIFT D.L. WO: CHEK3 WE: TI: U 61N:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on mfonna lon provided by the cilent. The designer disclaims any responsibility for damages as a result of faulty or incorrect lnfomaUon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this mfomalion as It may relate to a spe- clflc project and accepts no responsibility or u rclso no control with regard to fabrica- tion. handling. shipment and Installation of trusses. Thts taus has been designed as an individual budding component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building ricstp by a Building Designer (registered architect or professional engmeerl. When reWewed 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 bed building codes. heal clbnatb records for wind orsnow 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 orbottom) are contlnu- ously braced by sheathing unless otherwise specllled. Where Inotlom chords m tension ate not fully braced laterally by a properly, applied rigid ceding. they should be braced ata maximum spacing of 1(r-0" o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Cmdc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawingtoverify that this drawing is In conformancewith the fabricator's plans and to wallas a continuing responsibility for such vert- Ilcation. Anydiscrepancies are tobe put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots ordistorted grain. Members shall be cut for Ughtruling wood towood bearing. Con- nector plates shall be located on both faces of the truss with naps fully imbedded and shad be sym. about the Joml unless otherwise sham. A 5x4 plate Is 5' wide x 4• long. A6x8 plate is 6' wide x it long. Slots (holes) runparallel to the plate length specified. Double cuts on web members shall meetat the centrold of the webs unless otherwise shown. Connector plate stns arc minimum sizes based on the forces shown and may need to be Increasedfor certain hand. lingand/or erection stresses. Thistruss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing tr Bmchg'. HIB-91. 'rrussrs are to be handled with particular core during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- tllnn and for resisting lateral form shad be designed and Installed by others. Careful hand- ling is esxnttal and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominom& The supervision of erection of I— shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until afterall fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L--0.02" D= 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB - 1.15 MULTIPLE LOADS -- This design is the Joint Locations=: composite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING WndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 127 131 157 1 Bld Type. Encl L- 58.0 ft W. 2.0 ft Truss 1-11- 4 60 0 191 1 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 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 2-0-8Ilk 1 2 1-2-8 0-4-2 3.00 1 0-8-0 14-8 14 3 127# 8.00" 60# 2.50" 6 111 n 2-0-8 EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g• CONTRACTOR. Dsgnr: TLv Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown on this drawing Is not erection brae wind bra bracing bracingwhichbaofthebuddingdes ing, bracing, pail bra or similar part g Igtn and which must be considered by the building designer. Bra 8 TC Dead 7.0 psf 407) 321-0064 Fax (407) 321-3913 shown V truss memberslateralsupportoftmembersonly to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. anchor Intend bracing at ends and specified locations determined by the building designer. madetoverallArkiLnal bracingofthestructuremay be required.Dead See HisofTPI). BC D 10.0 psf LICENSE #0050068 frntss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESU OR.OVIEDOXI-32766 TOTAL 33.0 psf Design: Afmrfs Analysis JOB PA771: C:ITEE-LOKVOBSICHEK3 UN----- . Type PIN ROLL 1. 1370 Truss ID: U Date: 1104 DurFac - Lbr. 1.25 DurFacl - Pit: 1.25 O.C. Spacing: 24.0" DesignlCriteria: TPI Code Desc: FLA HCS. JB: CHESAPEAin K 3 AC: 10# UPLIFT D.L. WO: l.rii:K3 WE: TI: V ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. a as aear ..joint Locationsa aa.aaaaaaaaa is Thisdesignfor an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0-2- 1 3) 0- 9- 0 componentandhasbeenbasedoninformationWEDGES: 2x4 SP #2 composite result of multiple loads. 2) 0- 9- 0 4) 0- 2- 1 providedbytheclient. Thedesigner dtclmnu anyresponsibWtyfordamagesasaresultof Thistruss is designed to bear on multiple All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- faulty or tmm ectInformation. specifications supports. Interior bearing locations should continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift 1Y-LOC Type and/or designs furnished tothe truss designer be marked on truss. Shim or wedge if Field Connection at Support 1 must be able 0- 5- 0 28 27 -77 TOP PIN by the client and the cormctxi sa or accuracy necessary to achieve full bearing. transfer 27 pounds of horizontal reaction 0- 3-12 65 16 -111 BOT PIN of this Informationmitmayrelatetoaape- MAXLIVE LOAD DEFLECTION: WndIAd per ASCE 7-98, C&C, Ve 125mph, 0- 8- 4 7 0 -1 BOT H-ROLL cUic project andacceptsnoresponsfbNtyorcontrolwithregard fabrics- cJCC... L/999Ha 15.0 ft, Ia 1.00, Exp.Cat. B, Xzt. 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: h n li t tian, handling, shipmentandInstallationofoL. 0. 00" Da 0. 00" Ta 0.00" Bid a EnCl L- 58. 0 ft Wa 0.8 ft Truss 1x- Support 1111# trusses. This thus has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: in END zone, TCDLa 4.2 psf, BCDLa 6.0 psf Support 2 77# tndivldual bummg component in accordancewith Ta 0. 00" Impact Resistant Covering and/or Glazing Req ANSIrM i-IMandNDS-97 to be incorporated MAXHORIZONTAL LIVE LOAD DEFLECTION: m par of the building design by a Building Ta 0. 00" TC ... FORCE... CSI ..BC FORCE... CSI Designer (registered architectorprofessional1- engineer). When reviewedforapprovalbytheIth1Ba1.15 2 5 0.O1 4- 3 0 0.00 building designer, the design loadtnq shown must be checked to be sure that the data shown are in agreement with the local building codes, lord clbruatic records for and w snow I. project apecinesuom or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 0-9-0 ously braced bysheathingunlessotherwisespecified. Where bottom chords in tension are 1 2 not fully bracedlaterallybyapropertyappliedrigidceiling, they should be braced at a r maximum spacing of la-o- o.c. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Attach With (1) Grade 40. unlessotherwiseshown. 10d Toe -Nall§ FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's piss and to nalize a continuing responsibility for such verl- flicing My dashing or are io be put m writing before or fabrication. 0-10-14 ledover Plates shallnotbeInstalledweeknouwln, t be Inknotsordistorted grain. Members shallbe cut for ught facing wood to wood bearing. Con- I-2-7 nector plates shallbelocatedonbothfacesof0-6-6 and shall be the truss withmallsfullyunlessotherwisedyer. about thejointunlessotherwiseshown. A 21 5x4 plate is5- wide x 4- long. A Cub plate Is 0' wide x ff- long. slots (holes) ribs parallel to the platelength specified. Double cuts an web AttAtt Attach with (1) membersshall meet atthecentroldofthewebsToe -Nail§ 10dare unless otherwise shown. ConnectorplatesizX6minimumalmsbasedon the forces shown and may need to be Increased far certain hand - Ling and/or erection stresses. This trussIs not to be fabricated with ( ire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANS]fM 1-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed In accordance with -Handling L 0-9-0 L Installing & Bracing'. HIB-91. Trusses are to be handled with particular cue during banding 4 3 and bundling, delivery andInstallationtoavoid65// 7.50rr SN 1.$O° damage. Temporary and permanentbracingforholdingtrussesIn a and plumb pos- 1-1-9 %gi9.50r' 10-0-1 feforces aaloes and for misting literalforcesshallbedesignedandinstalledby others. Careful land- p VV--YY 1-1-7] C/L• 0- 5-0 RO-0-1) ling is essential and erection bmctng Is always EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale 1.7484 requbed. Normal precautionary action for trussesmquittssuchtemporarybracingduring Installation between tr,raaes to avoid toppling and dominoing. The supervision of erection of trusses shall be underthe control of persons Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING E Job: n• D"'g WO: CHEK3 TrussIDI: V Profnsion al dviice hall bee sought trusses. CONTRACTOR. Dsgnr: TLYChk: Date: 10- 09-02 Concentration of construction Inds greater than the design loads shall not be appliedto BRACING WARNING: 4005 MARONDAWAY TC Live 16.0psfDurFaeLbr: 1.25 trusses at antime. No bads other than the Y Brashown on this draw b not erectionbrae cing drawing ling, wind bracing, portal bracing or sbn8arbracingTCDead 7.0 psf DurFaePit: 1.25 weight of the erectors shall be applied to trusses until after all fmtenbng and bracing SANFORD, FL. 32771 which Isa part of the building design and which most be considered bythe building designer. Bracing is for lateral BC Live 0.0 O.C.Spacing: p g• 24.0" is completed. 407) 321-0064Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions mustbe made to anchor lateral bracing at ends and specified locations determined by the building designer. psfDesign Criteria: TPI TOMAS PONCE P.E. Additional bmeung of the overallstructuremayberequired. (See HIB-91of TPI). BC Dead 10.0 ps f LICENSE #0050068 rrmw Plate Institute, TPI, Is locatedat 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA I005VANNESSADROVIEDO.M32768 I I TOTAL 33.0 psf I V•0 .09 02- 84- 47 -. Design: Matrix Analysis JOB PATH: C.ITEE-LOKUOBSICHEK3 HCS: 08.20102 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: W ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=====__==______ Thts design is foran lndMdual building BOT CHORDS: 2x4 SP #2 composite result of mllltiple loads. 1) 0- 0 0 3) 9-10-13 5) 0- 0- 0componentandhasbeenbasedonlntotmatwnWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 0-15 4) 9-10-13 IprovidedbytheclientThedesignerdls.cla ns any responsibility for damages asa result of WEDGES: 2x4 SP #2 continuous) braced runless noted otherwise. Y faulty or incorrect information. specifications End vertical(s) not designed for exposure lTOTAL DESIGN LOADS and/ or d-Ig s furnished to the Truss designer WndLod Per ASCE 7-98, C&C, V- 125mph, to lateral wind pressure. Uniform PLF From PLF To bytheclientandthecorrectnessoraccuracyH. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D 0 0- 0- 0 88 9-10-13 OfthisadormauonasU. may relate to a spe- Bld Type. EnCl L- 58.0 ft W. 9.9 ft Truss Support 1 588# SuPPOB- Vert L+D 0 0- 0- 0 38 13 exileprojectandacceponoresponsibilityoresercisn no controlwlth regard W fsbria- in END zone, TCDL- 4.2 psf, HCDL- 6.0 Ppsf Support 2 331# MAX. REACTIONS PER BEARING ON----- LOCATION----- tion, handling. shipment and InstalhUon of Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE X-Loc Vert Horiz Uplift lY-Loc Type trusses. This truss has been designed as an MAX LIVE LOAD DEPLECTIONt Support 1 274# 0- 5-11 214 274 -588 BOT PIN IndividualbuildingcomponentInaccordancewithL/999 9- 9- 0 417 0 -331 HOT H-ROLL ANSI/TPI1.1995and NDS-97tobeincorporated L--0.01" D- 0.00" T--0.01" TC... FORCE ... CSI ..BC FORCE CSI as partofthebuddingdesignbyaBuddingDesigner (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 586 0.45 5- 4 -737 0.40 engineer). When reviewed for approval by the T= 0. 02 ^ 2- 3 -55 0 .34 building designer, the design findings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T- 0. 02" are In agreement with the local building codes• local clmntic records for wind or snow bads. RMB - 1.00 prejed specifications or special appliedloads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords ( top or bottom) are contmu- 9-10-13 ously bracedbysheathingunlessotherwisespecified. Where bottom chords intension art 1 2 3 not fullybracedlaterallybyaproperlyappliedrigidttilin& they should be braced at a maximum spacing of 10'-0" o.e Connector 4.24' plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASlM A 653. 2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing b in conformance with the fabriator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes• 2X knots or distorted gram. Members shall be cut for tight I ttmg wood to wood bearing. Con- 4-3-11 4-0-2 nectar plates shall be located on both faces of the taw with nalb 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 8' wide x 8- long. Slats (holes) run parallel to 0-6-2 the plate length specified. Double cuts on web members shall meet at the centrold ofthe webs unless otherwise shown. Connector plate sixes arc mlnirnum slzes based on the forces shown and may need to be increasedfor cenam hand- Iing and/ or erection stresses. This truss is not to be fabricated with fire retardant treated 4X6 lumber 3X4unless otherwiseshown. For additional 3X8 Inforrrutun onQualityControlrefertoANSI/7PI 1-1995 PRECAUTIONARY NOTES All bmcing anderection recommendations are to be followed in accordance with -Handling 9-10-13 installing & Bracing'. HIB-91. Trusses arc to be handled wtth particular are during banding 5 4 and bundling• delivery and Installation to avoid datnage. Temporary and pernunent bracing 215# 11.31" 417# 2.50" for holding trusses in a straight and plumb pos- Won for 1-6- 2 9-10- 13 and rests" lateral forces shall be RI-6A) designed andInstalledbyothers. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.4873 trusses requims such tempomry, bracing during between WARNING: Eng. mstallatmn trussestoavoidtopplinganddommomg. nerthe control oferectionof tresses shdg be under the control persons1[ Maroinnda Systems READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Job: Dwg: Truss ID: W u experienced e aladvvice shadthe besough if nKeed. CONTRACTOR. Dsgnr: TLYChk: Date: 110-09-02 Concentration of construction loads grater thanthe design lads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TCLive16.0 PSf DurFac Lbr. 1.25 trusses at any tone. No loads other than the ors weight of the erectshallbeappliedtoSANFORD, FL. 32771 Bracing shown on this dmwtng b not erection brac cing• wind bmcut& portal bmng orsimilarbracingTCDead7.0 psfDurFac 1.25 ftPit: u'usses until after allfasteningandbmctng407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the building designer. Bracing shown Is lateral support of trussmembersonlytoreducebucklinglengthProvisionsmustbeBCLive0.0 pq O.C.OSrlaein pacing: 24.0" la completed. TOMASPONCE P.E. made to anchor lateral bmdng at ends and specified locations determined by the building designer. Additional bracing of the be 0BCDead10. Design) Criteria: TPILICENSE #0050068 overall structure may required. ( See HIB- 91 of 7W. rrnrss Plate institute. TPr, b located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). PSf Code Desc: FLA 1005VJWNESSADROVIEDOXI-327e6 TOTAL 33.0 psf V09 02_ rJ_ cJ _ esa n: muru maryies JUH rnffr: L:utt-LUKVUH31[;HtK9 HCS: 08.2f1.01 1 JB: CHESAPEAKE K 3 AC: 10# UPLIFT U.L. WO: CHEK3 WE: TI: W1 ' ®TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations== This design is for an lndMdual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)= 0- 3- 2 3) 4- 6- 9componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 eemposite result of multiple loads. 2) 4- 6- 9 4) 0- 3- 2providedbytheclient. The designer disclaims any n:orinsmrectIility for aresunor WEDGES: 2X4 SP #2 All COMPRESSION Chords are assumed to beInfoagesrmation, specificationsfaultyorIncorrectInfomtation, specifkatbns s truss is desi ed to bear on multi leP continuous) braced unless noted otherwise. Y TOTAL DESIGN LOAD3 and/or designs furnished to the thus designer supports. Interior bearing locations should Field Connection at Support 1 must be able Uniform PLF From PLF TObytheclientandthecorrectnessoraccuracybemarkedontruss. Shim or wedge if transfer 52 pounds of horizontal reaction TC Vert L+D 0 0- 0- 0 30 4- 8- 9ofthisbdormauonasitmayrelatetospe- necessary to achieve full bearing. WndLod per ASCB 7-98, CSC, V. 125aph, BC Vert L+D 0 0- 0- 0 13 4- 8- 9cMcprgeaandacceptsnoresponsibilltyor no control regardfabrtca• Hit 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 MAX. REACTIONS PER BEARING LOCATION---__ ent tlion, handling, shipment and WtaBauanofUon, exerhandling. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Part L. 58.0 ft W. 4.7 ft Truss X-LOC Vert HOriz Uplift Y-LOC Type trusses. This truss has been designed as an Support 1 375# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 4- 6-13 120 52 -430 TOP PIN IndividualbuildingcomponentinaccordancewithSupport2430# 0- 2- 8 28 121 -375 LiOT PIN ANSI/TPI I-1995and NDS-97tobeincorporated Support3 56# TC... FORCE ... CSI ..BC ... FORCE ... CSI 4- 7- 2 240 0 -56 BOT H-ROLL as partofthebuildingdesignbyaBuildingMAXLIVELOADDEFLECTION: 1- 2 -10 0.42 4- 3 1 0.31 Designer (registeredarchitectorprofessionalWhenfor L/999 3- 0 0 0.08 engineer!. reviewedapprovalbythebuildingdesigner. the deatp loadings shown L=-0. 01" D= 0.00" T=-0.01" must be checked to be surethat the data shown MAX HORIZONTAL. TOTAL LOAD DEFLECTION: are In agreement with thelocal building codes. T- 0. 00 a localclbnatlorecordsforwindorsnowbads. MAX HORIZONTAL LIVE LOAD DEFLECTION: project speelficatiomorspecialappliedloads. Te 0. 00 ° Unless shown. truss has not been designed for storage or Occupancy loads. The design assumes RMB - 1.00 compression chords (top or bottom) are contlnu- k 4-8-9 ously bracedbysheathingunlessotherwise1specified. Where bottom chords In tension are I 2 not fullybracedlaterallybyaproperlyappliedrigidceWng, they should be braced at a maximum spacing of lU'-0" o.c. Connector 4.24 plates shall be manufactured from 20 gauge hot dipped galvantred steel meeting ASTM A 653, Connection desigi Grade 40. unless otherwise shown. 3X by others. FABRICATION NOTES Prior to fabrication, the fabricator shall reviewthis drawing toverifythatthisdrawingisinconformancewith the fabricator's plats and to realize a mnUnutng msponslbWly far such verf- fi ation. Any discrepancies are to be put in wrlting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall becut 2-2-2 for tightRungwoodtowoodbearing. Con- 2-5-11 nectar plates shall be located on both fain of the truss with nalis folly bnbedded and shallbe sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 0" wide x 8" long. slots (toles) run parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs 0-6-2 unless otherwise shown. Connector plate sizesan minhnum sizes based on the forces shown ma and needto be increased for certain hand- r Attach with (4) ling and/ or erection stresses. This truss is not 4X6 3X8 2X4 10d Toe -Nails to be fabricated with fire retardant treated lumberunless otherwise shown. For additional information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection rernmmendatlons are to be followed in accordance with "Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Tempomry and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral fortis shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requbrs such temporary bmctq during installation between trusses to avuld toppling and dominotng. The supervision of erection of muses slum be under the control of persons experiencedIn the Installation of trusses. Professionaladvice shall be sought If needed. Concentrationof construction loadsgreater than the design Inds shall not be applied to trusses at any time. Noloads other than the weigh) of the erectors sham be applied to trusses until after allfasteningand bracing is completed. 4-8- 9 4 3 28# 4. 95" 120# 2.83" 1-6- 2 1 4-8_9 240# 2 00" Rl 6 0) CANT: 0-0-7 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/fPt 1-1995 Over 3 Supports C/L: 13 scale 0. 8481 i WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHM Lmaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W1 CONTRACTOR. BRACING WARNING: Bracing drawing Dsgnr: TLY Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 DurFae SANFORD, FL. 32771 shown on this Is not erection bracing, wind bmctng, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf Pit: 1.25 I nO.C. Spacing: 24.0 407) 321-0064 Fax (407) 321-3913 shown is truss members lateral supportoftrumembersonlytoreduce buckling length. Provisions must be made toanchor lateral bmcing at ends and specified locations determined by the building designer. BC Live 0. 0 psf Design; Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be acquired. (see HIB-91 of M. BC Dead10.psf 0 LICENSE #0050068nrvss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). CodeDese: FLA 1005 VANNE48A DROVIEDO. Ft-32766 TOTAL 33.0 Dsf v-no ns n7_ 7no7_ CA 6•- ••••••••• •,••••V,•, ,vo rnrnr t,:urcc-wnvvoattncA 11CS: 08.20.02 1 JB: CHESAPEA'hiE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: Y ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. Joint Locations= 1) This design is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 0- 2- 0 3) 7- 0- 0componentandhasbeenbasedonInformationWEDGES: 2x4 SP #2 composite result of multiple loads. 2) 7- 0- 0 4) 0- 2- 0providedbythecslenLihedesignerdisclaims a"yresponsrounyfordamagesasaresultof This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING IA)CATION----- faulty orincorrect Information. speclllcatiors supports. Interior bearing locations should continuously braced unless noted otherwise. X-LoC Vert Horiz liftUp Y-Lox Type and/or designs furnished tothe truss designer be marked on truss. Shim or wedge if Field Connection at Support 1 must be able 6-10-12 151 172 -356 TOP PIN by the client and the correctness or accuracynecessary to achieve full bearing. transfer 172 pounds of horizontal reaction 0- 4- 0 280 203 -433 HOT PIN of this trdormatlon as it may relate to aspe- WhdLOd per ASCE 7-98, C6C, V. 125mph, 6-10-12 81 0 -52 HOT H-ROLL eUlcprejectandacceptsnoresponsibilityorexercisesnocontrol wuh regard to fabrtca- PROVIDE HORIZONTAL CCNNECTION PER SCHEDULE a H- 15.0 ft, I- 1.00, Ecp.Cat. B, Rzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: tlon, handling, shipment and mstallatlon ofSupport 1 203# Bld Type. Encl L- 58.0 ft W. 7.0 ft Truss support 1 433# trusses. This thus has been designed as an MAX LIVE LOAD DEFLECTION: in INC zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 2 356# individual bulldhtgcomponent In accordance with L/254 at Mid -panel # 1 Impact Resistant Covering and/or Glazing Req Support 3 52# ANSIfM 1-1995 and NDS-97 to be Incorporated L--0.33" D- 0.05" T--0.28" as pan of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC ... FORCE... CSI FORCE... CSI Designer (registered architect orprofessionalngWhenreviewedforapproval by the T- 0.00" BC ... 1- 2 -71 1. 00 4- 3 0 0.85 bng designer, the design loadings shown buildingMAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure thatthe data shown T- 0.00" are in agreement with the local buildingcodes. local climatic records for windor snow lends. RMB - 1. 15 project speeNeallans or special applied lands. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compresslon chords (top or bottom) are conUnu- 74)-0 ousy braced by sheathing unless otherwisespecified. Where bottom chords In tension are 1 2 not fully braced laterally by aproperlyappliedrigidce0ing, they should be braced at a I-- 6.00 marmnuspacing of IO'-0• o.Connectormeplateshallbemanufacturedfrom20gauge hot dipped g lvantzed steel meeting A.S` IM A 653. Connection designed Grade40. unless otherwise shown. by others. FABRICATION NOTES Prior to fabrirallon. the fabricator shall review thisdrawl" to verify that tuts drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven- flention. Any disaepancles are to be put In writing before cutting or fabrication. Rates shall not be installed over knotholes. knots or distorted gain. Members shall be cut 4-0-6 for tight tutting wood to wood bearing. Con- 4-3-15 nectorplates shall be located on both facts of the truss with nalls fully imbedded and shallbe sym. about the joint unless otherwise shown. A 5x4 plate I. 5' wide x 4- long. A 6xB plate Is 6" wide x B' long Slots (holes) run parallel to 0-6-6 the plate length specified. Double cots on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minhnum sires based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Attach with 1 Od Toe-Nhils 2) 5X6 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES AB bracing and erection recoramendattons are to be followedIn accordance with'Handltng Installing,4 Bmcmg. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting latend form shall be designed and installed by others. Careful hand- ling is essential anderection beeing is always required. Normal precautionary action for trusses retItilits such temporary blaring during Installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under thecontrol of persons experienced In the Installation of trusses. Professional advice shall be sought it needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any time. No Inds other than the weight of the emectnn shall be applied to trusses until alter as fastening and bracing is completed. 1 I 7_-" 4 3 281# 8. 00" 151# 2. 50" 1- 1-9 7-0-0 82N . 50" C/L: 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GATESTEDPERANSUTPI1-1995 Over 3 Supports scale 0.4854 LMaronda Systems WARNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: Y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1, 0-09- 02 TC Live 16.0 psf DurFae - Lbr. 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bmcbmg shown on this dmwtng is not erection bmemg wind bmcbi& portal bracing or shnBar bmcing which is a part of the building design and which must beconsidered by the building designer. Bmcing TC Dead 7.0 BC Live psf DurFae - Pit: 1.25 O.C. Spacing: 24.0" 407) 321- 0064 Fax (407) 321-3913shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Pr-1slons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. 0.0 psf Design Criteria: TPI TOMAS PONCE P.E. tlo Addlnal bracingoftheoverallstructuremayberequired. (See HIB-91 of TR). Rate Institute. C Dead lo.oPsf Code DeSC: FLA LICENSE #0050068 1005 VANNFSSA DROVIEDOXI.32706 fihrssTR. islocated at 583 D'Onoftlo Drive. Madison, Wisconsin 53719)• TOTAL 33.0 psf 09 05.0 - 8 851 Design: Matrix Analysis JOB PATH: C:ITEE-L0KV0BSICHEK3 11CS 08.20102 DESIGN INFORMATION This design is for an Individual bulldtng component and has been based on Information provided by the client. The designer dlseiabms any responsfbNty for damages as a result of faultyor Inmrxct information, specifications and/or defurnished designsfuished to the truss designer Fry the client and the correctness or accuracyof this Information as It may relate to aape - elf c project and accepts no responsmWty orexerels no control With regard to fabnca- t1on, handling, shipment and tmtallatbn of trusses. This truss has been designed as an individual building component in accordance with ANSIMI 1.1995 and NDS-97 to be Incorporated a1 part of thebuilding deign by a Building Designer ( registered architect or professional engineer). When reviewed for approval by the building designer, the design lmdWp shown must be checked to be sure that the data sham 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 deigned for storage or occupancy loads. The design assume 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 ceWng, they should be braced at a maxbman spacing of ID-0' o.e Connector plate shall be manufactured from 20 gauge hot dipped plvanlzed steel meetingASrM A 653. Grade 40, unless otherwise sham. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibilityfor such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Piste shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shallbe located on bothfanof the truss with na95 fully imbedded and stall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 8' wide x fl' 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 situ are minanum size based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Controlrefer to ANSI/ TPI 1.1995 PRECAUTIONARY NOTES AM bracing and erecton recommendations are to be followed in accordance with'Handling Installing Q Bmctng, HIB-91. Trusses are to be handled with particular cart during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding lasses In a straight and plumb pm- LLlon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for tntssm requires such temporary bracing during tastallation between mane to avoid toppling and domincing. The supervision of erectionof trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought It needed. Concentratlon of construction bads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/ 635 at Mid -panel # 1 L-- 0.10" D- 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of Multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V. 125nph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 58.0 ft W. 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 TI: Z I ATYA joint Locations=============== 1) 0c 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz [Tplift IY-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PERISCHEDULE: Support 1 399# Support 2 278# Support 3 44# L t 5- 1-8 k 1 2 3- 1-2 5- 1-8 4 3 219# 8.00" 110// 2.50" 1- 1-9 61# 50" 5-1-8 R1-1-7) TC/L: -0 4 EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSMI1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANJE&U Dn.OVIEDOXI-32760 Design: Matrix Analysis WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dm" is not erection bmebng, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shamisforlateralsupportofLrussmembersonlytoreducebucklinglength. 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 170. buss Plate institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C.-I EBLOKVOBSICHEK3 MKII- i1jlh Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3 — Truss ID: Z Date: 1,0-09-02 TC Live 16.0 psf DurFad. - 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 DeslgnjCrlteria: TPI Code Desc: FLA TOTAL 33.0 psf V009.05 02- 7 - 6( HCS: 08.20i02 JB: CHESAPEAKE K 3 AC:' J# UPLIFT D.L. WO: CHEK3 WE: TI: Z1 ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=4==___________ 1) 7Msdesign is for anindividual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 0-2- 0 3) 3- 1- 8 componentandhasbeenbasedoninformt1nWEDGES: 2x4 SP #2 composite result of multiple loads. 2) 3- 1- 8 4) 0- 2- 0 providedbytheclient. The designer disclaims anyresponsromctinfoty ror amage asetoultd This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect InfortnaUon, speciai©Dons supports. Interior bearing locations should continuous) braced unless noted otherwise. uP1 g Y X-Loc Vert Horiz lift UPY-Loc Type and/ or designs furnished to the thus designer be marked on truss. Shim or wedge if Field Connection at Support 1 must be able 3- 0- 4 67 91 -176 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. transfer 91 pounds of horizontal reaction 0- 4- 0 154 118 -287 BOT PIN afthislnfomsationasitmayrelatetoaape, MAX LIVE LOAD DEFLECTION: WndLod per ASCE 7-98, C&C, V. 125mph, 3- 0- 4 36 0 -27 BOT H-ROLL eNe projectandacceptsnoresponsibilityorcontrolregard exerLion. L/999 H. 15.0 ft, I= 1.00, EXp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: hes litlationlion, handling, shipment and installation d shiithpment L=-O.01" D= 0.00" T=-O.01" Bld = Encl L- 58. 0 ft W= 3.1 ft Truss Pe support1 287# trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 2 176# individual building component in accordance with T- 0.00" Impact Resistant Covering and/or Glazing Req Support 3 27# ANSI/7P11-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the buildingdesign by a Building Designer (registered RM.Wtect orprofessional T® 0.00" TC... FORCE... CSI ..BC ... FORCE... CSI englneerl. When reviewed for approval by the j = 1.15 1- 2 31 0.25 4- 3 0 0.19 building designer, the design loadings shown must be checked to be sure thatthe data sham are in agreement with the local budding codes, local climatic records for wind or snow loads• project specifications or special appliedloads. unless shown, truss has not been designed for storage or occupancy loads. The destp assumes compression chords ( top or bottom) are conunu- 3-1-8 I, ously bracedbysheathingunlessotherwiseispecified. Where Where bottomchords In tension are 1 ] Z not fullybracedlaterallybyapropertyappliedngdcellmg, they should be braced at a maximum spacing of la-0- o.c Connector t1.00 phrtm shall be manufactured from 20 gauge hot dipped g ivarnized steel meeting AsrM A 653. Attach With .(3) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricatoes plans and to realize a continuing responsibl ty for such verl- 1lcation. Any discrepancies are to be put in writing before cutting or fabrication. i Rates shallnotbeinstalledoverknotholes. knots or distorted gain. Members shall be cut 2-1-2 for tight Mung wood to wood bearing. Can- 24-11 neetor plates shall be located on both faces of the truss with nalb fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate ts 6* wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs 6 unless otherwise shown. connector plate siies n sizesare are minimumstbased on the forces show and need to be Increased for hand- with 1 may certain lingand/or erectionstresses. This in= is not SX6 lOd Toe-Na1lS to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer toANSI/771 1. 1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with'Handling 3-1-8 Installing & Bracing'. HIB-91. Ir usses are tobe handled with particular can during banding 4 3 and bundling• deliveryandInstallationtoavowdammage. Temporary and permanentbracing154NS.00nn i17a 2.SOnr for holding wsacs in a straight and plumb pos- I 1-1-9 1 37# 2 0" Ilion and for resisting lateralforces shall be designed by IletIs R1 and installed others. Carefulhand- C/L : -0-4 ling is essential and erectionbracingisalwaysEXCEPTASSHOWNPLATESARETL20GATESTEDPERANSt/TP1 1-1995 Over 3 Supports 0.8792 required. Normal precautionary action forscaletrussMstastionbweenchQttaryclopling and dommotng. The supervision d erection d trusses shall beunderthe control of persona Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: D"'g' WO: CHFK3 Truss ID: Z1 Pexperienced ad icceisha e` sought CONTRACTOR. Dsgnr: TLY Chk: Date: 1;0-09-02 Concentration of construction lends greater than the design loads shad not be applied to trusses at any time. No loads other thanthe BRACING WARNING: 4005 MARONDA WAY TC Live16.0 psr DurFac DurFac LIJr: 1.25 weight of the erectors shad be applied to SAN FORD, FL. 32771 Bracing shownon ilhis drawing is not erection bracing, wind bracing• portal bracing or slmllar bracing which is a part ofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psr O.C. Spacing: Pit: 1. 25 we ir 24.0" trusses after all fastening andbracingiscompleted. 407) 321-0064 Fax (407) 321-3913 of shown is for lateral supporttrussmembersonlytoreduce buckling length. Pions must bemade to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Live 0.0 pSr Designs p g Criteria: TPITOMAS PONCE P.E. Additional bracingofmatheoverallstructureybemcpdred. (See HIB-9I ofTPdBC Dead 10.0 psf LICENSE #0050068 flYvus Plate Institute. TR. Is located at 583 D'Ondrto Drive. Madison. Wisconsin53719). 1 Code Desc: FLA 16- loos VAMESSADROVIEDO.r1_32766 I TOTAL 33.0 psf I V:09.05.02- 900- 61 - Design: Matrix Analysis JOB PATH: CA EE-LOKVOBSIC//EK3 HCS. 0&20.02 1 JB: CHESAPEAKE K-a' AC: 10# UPLIFT D.L. WO: CHEKj-' WE: TI: [2 i ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations===_____ 1) = Oa= Thtsdesign13foranIndividualbuildingBOTCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 2 0 3) 1- 1- 8 componentandhasbeenbasedonInformationWEDGES: 2x4 SP #2 ecmposite result of multiple loads. 2) 1- 1- 8 4) 0- 2- 0 providedbytheclient. The designer dbclabns anyresponsrowty for damtion.s aroultor This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING LOCATION ----- faulty or mmrtect tnfortnation, specifications mo supports. interior bearing locations should continuous) braced unless noted otherwise. YX-Loc Vert Horiz lift UpliftY-Loc Type and/ ordesigtsfunUshedtothetrussdesigner a o bemarkedantruss. Shim or wedge if Field Connection at Support 1 must be able 1- 0- 4 24 31 -65 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. transfer 31 pounds of horizontal reaction 0- 4- 0 88 39 -165 8OT PIN ofthisInformationasItmayrelatetoaape- MAX LIVE LOAD DEFLECTION: WhdLod r ASCE 7-98, C&C, V. 12 per5ufph, 1- 0- 4 12 7 I SC H-ROLL cificprojectandacceptsnoresponsibilityorexembesnocontrol wuh tofabrtra- r`d L/999 He 15.0 ft, Z= 1.00, Exp.Cat. B, lizt= 1.0 PROVIDE UPLIFT CONNECTION PER C SCHEDULE: tion, fund ling, shipmentand Installation of L= 0. 00" D= 0. 00" T= 0. 00" Bld Type= SRC) L. 58.0 ft W. 1.1 ft Truss Support 1 165# trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Support 2 65# Individual bullding component In accordance with T= 0.00" Impact Resistant Covering and/or Glazing Req Support 3 7# ANSI/IYI1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the buildingdesign by a Building Designer lregbtered architect or professional T- 0.00" TC... FORCE ... CSI ..BC ... FORCE... CSI engineer). When reviewed for approval by the RMB a 1. 15 1- 2 10 0.03 4- 3 0 0.02 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 cltrnatle records for wind or snow loads. project specifications or special applied ids. Unless shown, lnrss has not been designed for storage or occupancy bads. The design assumes compression chords Itop or bottom) are continu- Lously braced bysheathingunlessotherwise7lspecified. Where bottom chords In tension are 1 21 not fullybracedlaterallybyaProperlyappliedrlgdceflbrg• they should be braced at a maximum spacing of 19-0* o.e. Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS17M A 653. Attach with (1) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance with the rabrkatoes plans and to reallm a continuing responsibility for such ved- flaatbn. Any dbcrepancW arc to be put In wrtUng before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distortedgain. Members shall be cut 1-1- 2 for Ught fitting wood to wood bearing. Con- 14-11 nector plates shall be located on both faces of the tow with nalb fully Imbedded and shall be sym. about the joint unless otherwise shaves. A 5x4 plate is 5' wide x 4- long.. A A Gx88x8plate is6' wide x 9• long. slots fhoks) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs Attach with (1) unlrss otherwise shown. Connector plate sixes 5X6 10d Toe -Nails are minimum almsbasedontheformshownandmayneed to be Increased for certain hand- Ung and/or erection stmsaes. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer toANSI/IW 1- 190 PRECAUTIONARY NOTES Ail bracing and erection recmunendatlonsane to be followed In accordance with 'Handling 1-1-8 Installing d Bracing". HIB-91. Trusses ane to be handled with particular care during banding 4 3 and bundling• deliveryandInstallationtoavoidSill/ 8.00" 2511 2.50" damage. Temporary andpermanentbracingforholdingtroves in a straight anun d phb pos- Iconandfor restating lateral form shall be I 1-1-9 I 13# 2. " bl}6 designed and installedbyothers. Careful hand- II' la RI-1-7) C/L: ling is essential anderectionbracingisalwaysEXCEPTASSHOWNPLATESARETL20GATESTEDPERANSUTPI1-1995 Over 3 Supports 1 1.5123 required. Norval precautionary actionforscetrussdudsionbetsuch ntrusscstoav idtrigoplingInstallationInstallationbetween )rovestoavoidtopplingorerectionofand domha l bTherthetrussesdormshallbeunder control of lPersonsion1(=Maroin Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dw g WO: CHEK3 TrussID: Z2 experienced in the Installationoftrusses. Professional advice shall be sought if needed. CONTRACTOR. gnr DSTLY ehk: Date: 0-09-02 Concentration of construction bads greater than the design Inds shall not be applied to trusses at any time. No loads than the BRACING WARNING: 4005 MARON DA WAYTCLive16.0 par DurFac DurFac lbr: 1.25 other weight of the erectors shall be applied to muses fastening bracing SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or sbn9ar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 BC Live psf O. C. Spacing: Pit: 1.25 t n 24.0untn afterallandiscompleted. 407) 321- 0064 Fax 321-3913 truss members shown is for lateralsupportoftrumembersonlytoreducebucklinglength. Provisions must be madeto anchor lateral bracing at ends and specified locations determinedby the building designer. 0.0 psf Design Criteria: TPI TOMAS PONCE P.E. Addlt,analbracing arthe ovemuatrcturemayberequired. (See HIB-9I ofTPn LICENSE. #0050068 rrnsss Plate Institute. TPI, is located at 583 D'Onafrio Drive• Madison, Wisconsin53719). Code Dese: FLA I. VAMESSA DII ovlEDo,n-3270e I TOTAL 33.0 psf V•0 .0 0 - 7 - 6 - Design: Matrix Analysis JOB PAnk C:17E£- LOKUOBS1C1l£K3 NCS: 08.2 02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WU: CHEK3 WE: TI: Z3 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. m==:Joint Locations=='==____=====a= 1) =0-=2- This design is for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1 3) 3- 4- 0componentandhasbeenbasedanInformationy7gS: 2x4 SP #2 composite result of multiple loads. 2) 3- 4- 0 4) 0- 2- 1 1LOChTICNprovidedbytheclient. Thedeslas a resudisclt ofanyfordamageasresultof This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be MAX. REACTIONS PER BEARING ----- y or incorrectfaultyorIncorrectInformation. specificationsa supports. Interior bearing locations shouldg continuous) braced unless noted otherwise. y X-Loc Vert Horiz Uplift IY-Loc Typeand/ordmigns furnished to the truss designer be (narked on truss. Shim or wedge if Field Connection at Support 1 must be able 3- 2-12 71 99 -190 TOP PINbytheclientandthecorrectnessoraccuracynecessarytoachievefullbearing. transfer 99 pounds of horizontal reaction 0- 1-12 160 127 -330 BOT PINofthisinformationasitmayrelatetoaspa- MAX LIVE LOAD DEFLECTION: WndLod r ASCE 7-98, CBC, V= 121?e 3 - 2IDE 63 55 130Tclmcprojectandacceptsnoresponsibilityor regardexercisesnocontrolwith to fabrica- L/999 H= 15.0 ft, I= 1.00, Cat. B, Rzt= 1.01 1. 0 PROVIDE UPLIFT CCONNECTION PSR-SC103DIILE: LE: lion, handling, shipment and of Loa-0. 02" D= 0. 00" T=-O. 01" Bld Type= Part L= 58.0 ft W= 3.3 ft Truss Support 1 330# trusses. This thus has been destpcd as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 190# individual building component In accordance with T= 0.00" Support 3 55# I` ANSI/ 1- 1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE ... CSI ..BC ... FORCE ... CSIaspartofthebuildingdesignbyaBuildingT= 0.00" 1- 2 -33 0.30 4- 3 l Designer (registered architect or professional 1 0.24 engineer). When reviewed for approval bythe RMB = 1.15buildingdesigner, the design loadings shown mustbe checked tobe sure that the data shown are in agreement with the local buildingcodes. local climatic records for wind orsnow loads, project speelflmUons or special applied loads. Unless shown, truss has not been designed for storage oroccupancy loads. The design assumes compression chords (top or bottom) ate contlnu- L 34-0 LouslybractdbyshesthingunitsotherwiseI specified. WhereWhere bottom chords In tension are I 1 2notfullybracedlaterallybyaproperlyapplied rigid ceWng they should be braced at a maximum spacing of I(Y-o- o.e Connector 6.00 plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS'rM A 653, Attach withGrade40, unless otherwise shown. lOd Toe -Nails 3) 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 werl- flcatlon. 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 2-2-6fortightrulingwoodtowoodbearing. Con- 2-5-15nectarplatesshallbelocatedonbothfacesof the truss with nails fully imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate Isife x 4• long. A 6x8 plate b 6' 5' w wide x 8' long. Slats (holes) run parallel to TT7 the plate length specified. Double cuts on web 1 members shall meet at the centroid of the webs 0-6-6unlessotherwiseshown. Connector plate stars are miumum strn based on theforces sham and may need to be Increased for certain hand- Attach with 1) Ling and/or erection stresses. This truss is not 5X6 10d Toe -Nails to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informatlon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling installing d Bracing-. HIB-91. Tresses 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 stralghl and plumb pos. Itlon 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 I-tallauon between trusses to avoid topping and dominotng. The supervision of erection of trusses sham be under the control of persons experienced In the installation oftrusses. Professional advice sham be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trussm al arty time. No Inds other than the weiglht ofthe vectors shall be applied to trusses until after all fastening and bracing Is completed. 3-4-0 4 3 1611/ 3.50" 72# 2.50" 1a ( 1-1-97) 3-4-0 63# 2 50" C/L: 312-12EXCEPTASSHOWNPLATESARETL20CATESTEDPERANSI/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 1005 VANNESSA DROVIEDO.i 3276a 0.8424 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tniss ID. Z3 CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psr DurFac Lbr: 1.25BRACINGWARNING: Bracing shown on this drawing Is erection bracing, wind bmctng, portal bracing orsimilar bracing TC Dead 7.0 psr DurFael - Pit: 1.25 which Is a part of the building design and which must be considered by the building designer. BracingshownisforlateralsupportoftawmembersonlytoreducebucklinglengthProvisionsmustbe BC Live 0.0 psr O.C.Spacing: 24.0" P g made to anchor lateral bracing at ends and specified locations determined by the bulldhig designer. Additional bracing the be BC Dead lo.o r Design ,Criteria: TPIofoverallstructuremayrequired. (See IfIB-91 ofTPI). rrruss Plate Institute, TPI, in bated at 583 D'Onofno Drive. Madison. Wisconsin 53719). ps Code Dese: FLATOTAL33.0 psf V'O_9 09.02- 7902- 6, Vesgn: MoTnX AAaryrtr JOB PATH: C:ITEE-L0KV0BSICHEK3 HCS: 08.20.62 1 DESIGN INFORMATION This design is for an individual building component and has been based on Information providedby the stint- The deelgter disclains any responsibility for damage'" a result of faulty or Incorrect tnfortnationt speeNetUons and/or designs furnished to the truss designer by the client and the cormtness or accuracy of this Information as it may relate to a spe- cinc project and accepts no respomthility or exerches no control with regard to fabrica- tion. handling. shipment and installation of busses. Thh truss has been designed as an individual buildingcomponent! in accordance with ANSI/7P1 I.19% and NDS-97110 be incorporated as part of the building design a Budding Designer (registered architect Qr professionalenglneed. 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 clbmatlo zmmds for wind ur snow Inds, project specNntlom or special applied (cads. Unless shown• truss has not bcen designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are commu- 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 mwctmum spacing of 10'-0' o.e. Connector plates shall be manufactured (tom 20 gauge hot dipped 9-h—Ited steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabrkritor shall review this drawing to verify that thhidrawing h in oonfonmarrce with the fabdmtera plans and to realize continuing mpomblSlty for aueh veri- fication. Any discrepancies ate to be put in writing before cutting or fabnimtlon. Plates shag not be installed over knotholes• knots or distorted gain. Members shall be cut far tight fltthtg wood to wood tiearmg. Con- nector plates shall be located QQ•n both faces of the truss with nails fully tan ded and shall be sym. about the Joint uriLm otherwise shown. A 5x4 plate is 5' wile x 4- long. JA 6x8 plate is 6- wide x it Long. Slots (holes) nin parallel to the plate length specified. Daibie cuts on web members shall meet at the ceritrmld ofthe webs unless otherwise shown. Connector plate sixes are minimum stets based on the forces shown and may need to be Increased forcertain hand- ling and/orerection stresses. IThls truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Intommuion on Quality Control rder to ANSIrM l-1995 1 PRECAUTIONARY NOTESAilbracinganderectionrecommendationsate tobe followedIn accordance with -HandlingInstallingRBracing' HIB-91. 1Trusses are tobehandledwithparticularareduringbanandbunbundling. delivery and bnslaalbuon to avoiddamage Temporary and pemenent bmeingforholdingtrussesInastralgfitandplumbpm- hlon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is aiwrya required. Normal preauLkmar action for trusses requires such temporary bracing daring Installation between tresses to avoid toppling anddortnmoing. The supetvislun of erectionof trusses shall be under the coninal of personsexperiencedinthetrutaluationiaftrusses. Professional advice shall be sought ti needed Concentration of construcuon'lmds grater thanthedesignIndsshallnotbeappliedtotrusses at any one. No loads ether than the wetghl of the erectors shall be applied to trusses until after all fastening and bracing 1. completed.. 3: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should bemarkedontruss. 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 a 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coirposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, Vs 125uph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Part L. 58.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... PORCH ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z4 6 __==: a = joint Location 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARI X- Loc Vert Horiz Upli 1- 0- 4 24 32 -66 0- 1-12 88 39 -175 1- 0- 4 21 0 -16 PROVIDE UPLIFT CONNECTION P Support 1 175# Support 2 66# Support 3 10 1- 1-8 1 2 Q 4 3 89# 3.50" 25# 2.50" 1- Ib Vu R1- 1- C/L: EXCEPTASSHOWNPLATESARET120GATESTEDPERANSI/TPI 1-1995 Over 3 Supports LM arondaSystems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANN SSA DaOVIEDOX1.32760 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sLodbr bmebng TC Dead 7.0 psf whichisapartofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftruss; members only to reduce buckling length. Provisions must be BC Live 0.0 psf madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheovemllstructuremayberequired. (See HIB-91 of TPI). BC Dead 10.0 psf Muss Pbte Imtltute, TPI, is located at 583 D'OnoGtoDrive, Madison, Wiscom n 537191. TOTAL 33.0 QTY: 2 1 LOCATION------ Y- Loc Type TOP PIN BOT PIN BOT H-ROLL SCHEDULE : 1. 5123 Truss 11D: Z4 Date: 10-09-02 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PAIN: C:ITEE-LOKUO8S1C11EK3 HCS: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE GARAGE CONVERSION Builder: MARONDA HOMES Address: 110 CAoVq 1 COl()At 1/JGI.I. Permitting Office: City, State:SQV W' 1--L.J Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 11.00 _ 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft) 2039 fie c. N/A 7. Glass area & type a. Clear - single pane 173.0 fl2 _ 13. Heating systems b. Clear -double pane 0.0 ft2 _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tintlother SHGC - single pane 0.0 f12 _ HSPF: 7.20 _ d. Tintlother SHGC - double pane 0.0 ft2 b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.2, 1613.0 ft- _ EF: 0.92 _ b. N/A b. N/A c. N/A d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DI IP-Dedicated heat pump) a. Under Attic R=19.0, 414.0 ft" _ 15. HVAC credits PT, b. Under Attic R=19.0, 1625.0 ft' _ CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft' HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 165.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 25251 PASSTotalbasepoints: 28776 I hereby certify that the plans and specifications covered by this calculatio a in compliance with Pe Florida Energy Code. PREPARED 4jjh DATE: APR 3 0 2003 1 hereby certify that this building, as designed, is in compliance with the on a Energy Code. OWNER/AGEN DATE: APR q rmm-a 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: EnergyGauge®(Version: FLRCPBv3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILTFLASPESditionedXBSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2039.0 25.78 9461.8 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 587.4 Single, Clear SW 0.6 6.0 16.0 52.82 1.00 843.1 Single, Clear SE 1.0 7.5 40.0 56.64 0.99 2242.6 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear NE 0.6 3.0 3.0 43.65 0.94 123.4 Single, Clear NE 1.0 11.0 36.0 43.65 1.00 1565.4 Single, Clear NE 1.0 3.0 6.0 43.65 0.86 226.4 Single, Clear E 1.0 8.0 40.0 59.31 0.99 2350.1 As -Built Total: 173.0 8813.8 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.2 1613.0 1.16 1871.1 Exterior 1613.0 1.90 3064.7 Base Total: 1613.0 3064.7 As -Built Total: 1613.0 1871.1 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 0.0 0.00 0.0 Exterior Insulated 18.0 4.80 86.4 Exterior 36.0 4.80 172.8 Exterior Insulated 18.0 4.80 86.4 Base Total: 36.0 172.8 As -Built Total: 36.0 172.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 2039.0 2.13 4343.1 Under Attic 19.0 414.0 2.82 X 1.00 1167.5 Under Attic 19.0 1625.0 2.82 X 1.00 4582.5 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 2039.0 4343.1 As -Built Total: 2136.0 6023.5 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 175.0(p) 31.8 5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p 31.90 5582.5 Raised 0.0 0.00 0.0 Base Total: 5565.0 As -Built Total: 175.0 5582.5 INFILTRATION Area X BSPM Points Area X SPM Points 2039.0 14.31 29178.1 2039.0 14.31 29178.1 EnergyGauge® DCA Form 60OA-2001 EnergyGauge(&FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,_, PERMIT #: BASE AS -BUILT Summer Base Points: 40655.4 Summer As -Built Points: 40476.8 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 40476.8 1.000 1.079 x 1.150 x 0.90) 0.310 0.950 13312.3 40655.4 0.4266 17343.6 40476.8 1.00 1.117 0.310 0.950 13312.3 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILTFLASPESditionedXBWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2039.0 5.86 2150.7 Single, Clear NW 1.0 6.0 16.0 12.23 1.00 195.3 Single, Clear SW 0.6 6.0 16.0 9.22 1.00 147.8 Single, Clear SE 1.0 7.5 40.0 8.34 1.01 338.0 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear NE 0.6 3.0 3.0 12.00 1.00 36.0 Single, Clear NE 1.0 11.0 36.0 12.00 1.00 432.0 Single, Clear NE 1.0 3.0 6.0 12.00 1.00 72.0 Single, Clear E 1.0 8.0 40.0 9.96 1.01 400.5 As -Built Total: 173.0 1757.9 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 0.0 0.00 0.0 Concrete, Int Insul, Exterior 4.2 1613.0 3.26 5258.4 Exterior 1613.0 2.00 3226.0 Base Total: 1613.0 3226.0 As -Built Total: 1613.0 5258.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 0.0 0.00 0.0 Exterior Insulated 18.0 5.10 91.8 Exterior 36.0 5.10 183.6 Exterior Insulated 18.0 5.10 91.8 Base Total: 36.0 183.6 As -Built Total: 36.0 183.6 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 2039.0 0.64 1305.0 Under Attic 19.0 414.0 0.87 X 1.00 360.2 Under Attic 19.0 1625.0 0.87 X 1.00 1413.8 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 2039.0 1305.0 As -Built Total: 2136.0 1858.3 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 175.0(p) 1.9 332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: 332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM Points Area X WPM Points 2039.0 0.28 570.9 2039.0 -0.28 570.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5961.9 Winter As -Built Points: 8924.8 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 8924.8 1.000 1.068 x 1.160 x 0.92) 0.474 0.950 4580.8 5961.9 0.6274 3740.5 8924.8 1.00 1.140 0.474 0.950 4580.8 EnergyGaugelll DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE I 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 0.92 3 1.00 2452.52 1.00 7357.6 As -Built Total: 7357.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 173" 3740 7692 28776 1 13312 4581 7358 25251 E:FPq O' CHE ST,gl,O. oEnergyGaugeTm DCA Form 60OA-2001 EnergyGau je@/RaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , " , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windowstdoors & 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 founclatiorl 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-sto Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded bv all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically - attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.6 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 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') 2039 ft' c. N/A 7. Glass area & type a. Clear - single pane 173.0 f? _ 13. Heating systems b. Clear - double pane ft0.0 ' _ a. Electric Heat Pump Cap: 40.5 kBtu/hr _ c. Tintlother SHGC -single pane 0.0 W _ HSPF: 7.20 _ d. Tint/other SHGC - double pane 0.0 ft' b. N/A 8. Floor types a. Slab -Cm -Grade Edge Insulation R=0.0, 175.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 1613.0 fi' _ EF: 0.92 _ b. N/A b. N/A c. N/A 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, 414.0 ft' _ 15. HVAC credits PT, _ b. Under Attic R-19.0, 1625.0 ft' _ CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft' 1-IF-Whole house fan, 11. Ducts PT-Progmmmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 165.0 ft _ RB-Attic radiant barrier, b. N/A W-C-Multizone cooling, MJ-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: V" Date: APR 3 0 2003 Address of New Home: City/FL Zip: 6 1 flu WE N07E: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. I `'your score is 80 or greater (or 86for a US EPA/DOE EnergyStarMdesignatiorr), your home may qualify for energy efficiency mortgage (EEA1) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at wwwfsec. ucfedufor information and a list ofcertified Raters. For information about Florida's Ene, •gy Efficiency Code For Building Construction, contact the Department of Community. 4ffairs at 8501487-1824. EnergyGauge® (Version: FLRCP13 v3.21) PLOT PLAN for: MAR 11 HOMES. INC. DESCRIP'nON: LOT 25, CROWN COLONY 3UBDIVI3ION RECORDED IN PLAT BOOK 6 I _ PAGE(S) 76 thru 78 PUBLIC RECORDS OF SEMINOLE MINTY ri no'nA LOT 4 IDYLLWILDE OF LOCH ARBOR 5E( BLOCK • B • PLAT BOOK 21, PAGE 40 NOO° 1 V46"W 74.5 5'F.E. — — Q 20' D.E. LPg. LOT BLOCK SB • aL % USD 9, 0 30' LOT 26p<_- QFc* ONL PA710 ' O u i 40.00 F' MODEL: w CHESAPEAKE ' K' 3-2) BLOCK FIN15HED FLOOR ELEVATION— P- 4$.01 v 0 DRAINAGE TYPE: °A` 0) co in WITH fly X W LDNC. PA710 Z tn P-jE . P E- 48. E'DR E> r i N Q a 5' la 20' GRAT'HIC SCALE J k3 0 O LOT 24 O Ui m at V ED Csi G 1 17. DD' R: 100.0D' lc.o z AFL: 1.13' LL° DD' 3 B 44" Q' n' g OONCRM C N-- 1. 13' D" W W 2 C.14. BEG S 00°31'DB"E N Ia U.E.) Ike 2a P.C. Q D'D' W02WO W0 c1 L500°11'46"E 73. Wov`" oW0- MUST BE 16M ABOVE CLOWN a W 9 OF ADJAC -;AT F JAD UNLESSN OTHEF'IVM E APPROVED CROWN COLONY WAY NOTES. (i P.C. 500' I I'4G'E - FLOOD CERTIFlCATION1. BEARINGS ARE BASED ON THE CENTERLINE OF CROWN COLONY WAY BEING SOO-11'487E. BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE FRONT: 25' HEREON ARE BASED ON SITE ENGINEERING PLANS FOR PROJECT. SHOWN HEREON DOES NOT LIE MITHIN REAR: 20• J. BUILDING TIESS ARE T FOUNDATION. HAS NOT BEEN STAKED4. PLOT PLAN ONLY. LOT THE 100 YEAR FLOOD HAZARD AREA. SIDE: 7.5' THIS STRUCTURE LIES IN ZONE ' X -. SIDE STREET: 20' IN THE FIELD. COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' EFFECTIVE DATE: . APRIL Q. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: SUBJECT TO CHANCE) LOT ?5 CONTAINS 10,057 SQUARE FEET/0.2J1 ACRESfEUNDERSIGNEDANDCAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREONERTAININGTOEASEMENTS• RIGHTS OF WAY. SETBACKEFLECTDRSETFORTHALLSUCHMATTERS. SUCH LINES, AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TOINFORMATIONSHOULDBEOBTAINEDANDCONFIRMEDBYOTHERSABBREVIATIONS/LEGEND: THROUGH APPROPRIATE TITLE VERIFICATION, NR. O.-NUMBER P.T-POYNT OF TANGENCY ACH. RADIUS P.I.--PINT OF INTERSECTION OF CURVATURE CONC-CONCRETE WE.'-. WALL EASEMENT F.E.-FENCE EASEMENTL.S.-LAND SURVEYOR -P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGERC - CAI C LENGTH L.B.-LICENSED BUSINESS. C.-POINT CENTERLINE A/C -AIR CONDITIONER PA OCHRBRCF/pµORpRECORDSEASEMENT5,tUE:P (NT -OCOMPOUND CURVATURE O.E.-UTILITYIDREAN UTILITYS.E daDELTA (CENTRAL A.'!GLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EaSEMENT A VONE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD• FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. ( 407) 339-3636 E-MAIL: CAVONE O CFL.RR,COM THIS SURVEY NOT VALID UNLESS EMBOSSED WIN THEGWTUREANDRAEDSEALOFAFLORIDALICENSEDSURVEYORANDMAPPER11 . - i -0 is DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR d• MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.9.5073 PLOT PLAN 3-2-2003 W-0. 2003-3179 LOT by NEIL CADD FILE: CROWNCOL25.DMC