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140 Crown Colony Way 03-1727 SFR (a)
PERMIT 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 4u fl8al-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 0 C ,0 a u 1 O N •� 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> 14�lc 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. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2. COUNTY NAME I B3. STATE CROWNOLONY C1 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 X f) 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 imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, 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 ZIP CODE Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. 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 or enclosure) 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 of machinery and/or equipment servicing the building is _ ft.(m) in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's 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 E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SI NATURE ,/ 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 or oommunity-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 OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions 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. On .JU) U. U " 19 o . W W J N Y M Z P -0it W Z Z Z oOC a pi.�+0 a 2 a 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. CC 993LERK OF CIRCUIT COUR ond(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 of Contractor/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 TIME NOTARY o My Comm EAp. 215/05 ,n PUCK p No. CC 999378 My Comm Ev. VW5 No. CC 999378 P.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 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sign 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 OUND BLOCK' 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 PATID LOT 2 �� • 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 WMUST BE I tp 41 s000 > 114G"E 73.3ZF ADJA ENT ROAD UNLESSQ. g OTHERWi§E APPROVED a W o N N N CROWN COLONY WAY _ NOTES: 4 P.CP.C' - — 50& 1 1'4G'E FLOOD CER77nCA77ON 1. 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 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' EFFECTIVE DATE: , APRIL 17• 1995. THIS IS NOT A SURVEY. 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 PERTAINING TO EASEMENTS. 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 END OT INTEND INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH ABBREVIA 77ONSILEGEND: 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 RE q CENTERLINE A/C -AIR CONDITIONER PAD D.E.-DRAINAGE EASEMENT CH. ORG.-CCHHORD B ARIINC SCUE:PSIDFW OrNT OF (j COMPOUNDEASEMENT CURVATURE D.U.-UTI I DRANAELENUTIL/TY a DEL TA (CENTRAL ANGLE) D U E -DRAIN AGE d UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC THIS Sui:VEY NOT vALID UNLESS EMBOSSED WITH THE SIGNATURE AND RAISED SEAL OF REVISION 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 & MAPPER NUMBER 2005 E-MAIL: CAVONE O CFL.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 fastening method; 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 MULLION SCHEDULE ~ CAULK Top pu _ SINGLE UNIT TYPE OF'- MUL OF MULL LION TYPE OF CLIP V A _ - 1 WINDOW WINDOW. DESIGN PRESSURE y W i 3/8"MIN. WIDTH HEIGHT NUMBER AND o W #10 X 3 4" WINDOW INCH INCH 35 PSF _45 TYPE OF FASTENERS :i V A Q) TER SCREW i t HEAD 38-' 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 _J160 1-JJAM 4�' ---1-� g 3.0------OK--__ 4 _3J161:1' x__1_-J2" T_APCONS �'4 1.0 x 3.0 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 _x 3.0 OK 4 3J60„ x _1-1 TppCONS lx4 MULLION XFLA-�9) _ 63" - x 3.0------Og_-- 4 _3J80"-x1-J2 TAPCONS FLA-45 •1.0 x 3.0--- --- OK -- 4 3 160A x 1-1 2" TAP MULLION ANCHOR CLIP 26" 1_0 x 3.0 _0_K4- 3 160 x 1-1 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" __1.0 x 3.0--- --- --- ---- ------ yt - - _ __ OK 4 3�80 x 1-1 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 _1j40 x_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) WHEN THERE IS ONE 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 STREPLACED ON MULLION CLIP NGTH = 3.000 PSI C �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) f l0 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 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK 147.375' 18 18 (4) 24 9 02.51 49 l8 6 —g L52.760' Ro.Z (SI 57.5 a7.5 67.5 24 le 9 g 1IL3w 75.5' 6711 57.5 to g a67 20 gr7 ea e2s (ea) 66.9 8a 8 10 e 2or 45 45 75 {5 gp 24 16 t0. o BD.S' 15276e' {BB a80 e4 t 0 11--W Oe' (a) asS 638 to to 75.5' 514 66.4 to 10 tea" 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 $y (2) 3/10"0 z 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTZNER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T6• 3 USE HIGH QUALITY CAULK BEHIND' WINDOW FLANGE. 4; GLASS THICKNESS BASED -'ON TABLE FA300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) PRORESPONSIBILITY UCCTS TO . FOR SELECTION OF NORANDEX BURRING COD SOORDIAP) ANCES-OR OTHER SAr LAWS, TION REQUIREMFNM REST SOLELY WITH THE ARCHITECT. BUILDING OWNER 'OR CONTRACTOR 7) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSI AT 26 DAYS. 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 O to to 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 b W i OR MIAMI s b DADE APPROVED CONC. Q K A . —7 — FASTENERS. SEE ELEVATION FOR u ` t N ANCHOR SPACING. 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 OR s/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 BUCK SEE ELEVATION FOR ANCHOR SPAr[Wr 2 BY WOOD BUCK (2) 010 x 1 3/4" PH -SITS INTO 2 BY BUCK WITH 1-t- MIN_ SEE ELE AV TION FOR ANCHOR�SPPA EMBEDMENT 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 6 361W x 591/2 a 49.8 49.8 12. 18 22 • 6 30 %6" x ,791/2 " 49.7 49.7 10 16 20 36 Vie' x 791/2 " 45 45 12. • 18 22 .8 8 SERIES•'500 ALUMINUM SLIDING GLASS DOOR. ALL OPERABLE PANELS FASTENER CHART CE' I�ITRt�L F�(1RIDA B, �. (2) 3/16'0 z 2-3/4' A.F. TAPCON OR MIAMI IIML�A R NAM: E WIDTH x WOOD BUCK DADS APPROVED CONC. W. 4ANCHOR SEE ELEVATION FOR SPACING. SHIM .AS RE UIRTYR `HORIZONTAL SECTION WOOD SHIM gSHOED OR 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 SEE ELEVATION FOR ANCHOR SPACING, c NOTES; 1) SIIDd AS REQUI)2ED, MAX SHIM STACK 1/4 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063-T5 G OR T6 WITH TYPICAL WALL THICKNESS OF 0:62' . 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. a 4) GLASS THICKNESS BASED ON'TABLE E1S00 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE ' e 6) THE RESPONSIBILITY FOR SELECTION .OF NQRANDEX ^ PRODUCTS TO MEET ANY APPLICABLE GOCAL..LAWS, HEADER AND* SILL, SECTION REIUIRGEME?.cs�RE°T.SINOLLEELY�WIITH THE ARCHITECT. 1-YR 1 BY BUCK 6) CONCRETE COMPRIMME STRENGTH a 3:000 PSI AT 28 DAYS. X X h PANF+ PANEL =---- --Imam 1/4' 3H1M---I�-- MAX • em :me iK X X X X PANEL PANEL PANEL PANEL (2BY2)mcALna�Anon (4BY2) TiPiCiL 6LLYA110x J -1'w n•N N a' 'N O 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. EMBEDMENT SEE ELEVATION FOR SEE ELEVATION FOR ANCHOR SPACING. ANCHOR SPACING. 101 NOTES: 1 :SHIM AS REQUIRED, MAX $HIM STACK 1/4•. 2 ALL ALUMINUM ;ENMUSIONS ARE ALLOY 6063-75 3 U S HIGH Q AMY CAli1.KjBEHDID�WIND OF OFLANGE. 43* GLASS: THICIQNJf3S•.BASED ON TABLE E1300 GLASS CHARTS- AND , ' ly- NARY DEPENDING ON SIZE. 5) 7'FIE.7gE5PUNSIHILITI`;'OR SELECTION OF NORANDEX ""ptl16 PRODUCTS.;7U:;;MEET.:ANY :APPLICABLE LOCAL LAWS, HIIIliDDiO.lCU�E9; :012DINAN¢ES OR OTHER SAFETY C) RERUIRLMEN73: k> T. `SOLE ,Y WITH THE ARCHITECT Bm'ma.:oWNER'.109''CONTRACTO R. 6) NOTE '•• `DNDIC'ATES THAT UAL. FASTENERS AT HEAD'• AND:SD::l tip' AT T FIN A - TTACHMENT ��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 2 2• 3• 2 3 3 3 3 ti _3 _3 3 46 2 3 3 co _2 _2 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"i4 O 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 I�G �U�l' 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 FOR UNDER SHEATHING FOR ANCHOR SPACDIG.�_ 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-T5 � OR Te. 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 GLASS °ODD SEE ELEVATION FOR CHARTS. 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 SAFETY .REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDD(G''OWNER"OR CONTRACTOR CHARLES A P �p.E; •B) NOTE • INDIUATES-'THAT EQUAL FASTENERS AT FL REG. 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 NORM SEE ELEVATION FOR ANCHOR SPACING. p5 RE / REQUIRED, MAX SHIM STACK 1 4'. 2 ALL ALUMINUM 'EXTRUSIONS ARE ALLAY 8063-T5 ° 3 T6 USE HIGH QUAALI TYPICAL CAWALL THICKNESS OF UI BEHIND WINDOWOFLANGE ' a 4;OR GLASS TMCKNESS BASED ON TABLE E1300 CLASS CHARTS; .4 . AND MAY VARY DEPENDING ON SIZE. 5) THE- `RESPONSIBILITY FOR, :SELECTION: OF NORANDEX PRODUCTS To MEET ANY'APPLICABLE LOCAL LAWS BUILDING CODES, ::ORDMANCE4 OR`'OTHER SAFETY ' REQUIREMENTS' REST SOLELY WITH THE ARCHITECT; BUILDING OWNER' -OR CONTRACTOR. 6) A PRESSURE TREATED: 1 WOODEN .BUCK[ :OR MARBLE SILL SHALL BE ADDED 'UNDER- THE PRODUCT TO • FULLY SUPPORT UNIT.. THIS;'SUPPORT SHALL BE FIRMLY ATTACHED'INT6 MASONARY'AND SUPPORT THE PRODUCT OVER ITS KILL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION 6) NOTE • INDICATES MAT. EQUAL FASTENERS AT H� TYR 2 BY BUCK 0 A B.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-F0 P35 SP 19-y8" 2 2• .2 2 28-12 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 3 63-1 8~ 3 — — 40 2 — 3 28-1 2 50-5/8' 2 20 3 3 37' _ 2 —3' _ 3 _— 3 b3-1 8" 3 _ 4•— 3 — 3 2-BT-1�2 83' 2 2' 3 4 37 _ 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 d�ipp I mcD 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 BTYPICAL WALL EHINDESSOWINDOW .62"FLANE 4 GLASS THICKNESS BASED ON. TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING 13 SIZE 5) PROTHE RESPUCTS TSI MEET FOR SELEMON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL, LAWS. BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR, 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO PULLY.SUPPORT UNIT THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT BY OTHERS). THE PRODUCT OVER 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 SEE ELEVATION FOR ANCHOR 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 SEE ELEVATION FOR ANCHOR SPACING. MAX UN" TWM T �r¢s' 0.0 M12 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 C0.117ILA c-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; County Building Code Compliance Office.(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 Use of such '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 Code and Product Review Committee to be used in Miami -Dade County, Florida under tile- conditions set forth above. 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 filed and the original submitted documentation, 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 initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, am d/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 this officc. 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 any other purposes. 6. Thc Notice of Acceptance number preceded by the words Miami -Dade Coun y, Florida, and .followed by the expiration date may be displayed in advertising literature. 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 of Acceptance. 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 - .aminoProducntrol Division 3 PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD. FRAMES ' WITH A BUMPER THRESHOLD (INSWING) • �nl �(�0 Cgs [(y auAl��tC I NX' WM I •�I I/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 s fir Iv Aai 1 I/ IB' aG O.. C. ACING / •. er YfYQ` nYm ,s. IxJ 37 1/ • MAX X " . 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.[far ' QL SPACING IO• QZ i0a1 W rorti ,Otl 0 ' • D.C.I SPAC ING jig' G.C. M[K�ie.R[,it ./1 Ur'�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. INSVING QUALIFY THE FOLLOWING INSTALLATIONS. 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 rrIr 91 DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VA lHfILTRATTp7 VFERE VATER WILIRAIIRI eY OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUMMENT IS NEEDED X REDUIRENOIT IS NOT NEEDED PAODu cavTROL15rnsroM ONE BY WOOD BUCK v x + 9lAL0L'9CODEc_PLWJCEOF�• c ]. ALL ANCHORING SCREWS i0 BE 110 WITH X 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 OR INTO MASONRY. OVERHANG STICH THAT THE NaE BETVEEN IHE EDGE IF CANOPY OR OvERHANG 4. 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 TD 5. 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,m 6. 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 , ,ORr B. 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 5 VATER-REDUCIBLE WHITE PRIKER WIN A DRY FILM THICKNESS OF U TO U MIL. sv� Ti11T? C i V4' Wn MAX � 2," MAX H/ M.0 4 9/16' �dql GLAZING DETAIL n —1 INTERIOR - 14. MAX — 35 3/4' MAX 35 311-- KAX 33 3tv MAX 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 MMDM CODE I SOUTIIF PCs 112 "W; Cowl OFFICE OF. Ion ONESION CME WtL-- IME.Mum Minsk M 1 2 or s NO 11 uv 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 "1I 1 2 VOOD HEAD JAMB 'IV-14 1 1/4' X 4 9/16' MIL. TO Of PINE OR EQUIVALENT COMPRESSION VEATHERSTRIPEV-251OCKSCREEN (2)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 STEEL SKW—� (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 LOCK PRCP FILLER PLATE 15/16' X 1 11/16' NIL. TO BE PINEOR EQUIVALENT PREMDOR•BRAND - .050- THICK- NIL. TO BE POLYEIHYLE 4•x4' HINGE EV-10. 14NT VOOD HINGE JAMB V-16 WAGER BRAND_HINGE OR EQUIVALE - A97 THICK tSTCI 1 1/4' X 4 9/16' NIL. ID Of PINE OR UIVALENT ED 15 BID x 3/4' F1i.V•S. _ (4) SCREvS PER HINg N(E INTO DmR 110 X 2' rlLV.S. y Rc naREArrtR •� 1 L " 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 X 3/4• FHV.S. D If SCREVS USED AND LQATIONS 19 OBx2'FHVS. (2) SCREVS PER HINGE INTO JAHB 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 SIOC 3AAir As e "W�LIONS HOLDNCS U © VQiD SIDELITE 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-26 D U I Ari 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 ACCEPTANCE NO 11- 0 331 Y. Z IUDIL Ifll[SS NOl[i, fRAL : " QL AM, C)TRIAID& Lum w1ED SIB Em IO_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"Alm As 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 rW Lr W �flYV�vnn w w rWJL "W L' u�.�ll � nvv •vv� W 11, {�.lt� W D ve• Lw�W w 11 r:w wW •i D t.r ri n I•c .fir A";M c0 AS C01•tPL" LSTIN ,Twi HE -- R mmOU!,000E tt BYJUU1Lj� R! P PROUII T nOL MJSM 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 STYLES 36' r-MAX 79 �0 00 00 Dun nnn ❑° o00 pp non !LANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL I8-PANEL 4-PANEL OTHER SIDELITE STYLES n �- MAX 793 16° me S 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 H 00 d Pop uQ na ❑❑ oa anFLUSH 8-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• raY p p , EERY 001 PR MDD N R�SY PO-35 PD-36 PO-37 PD-38 PD-39 Pp-40 PO-41 PO-42 �I L SSS[RSDI PD-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 a o PO-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) 372-63.17 Your application for Notice of Acceptance (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-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration -date stated below. BCCO reserves the right 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 the use of such product or material immediately. BCCO reserc�es the right to revoke this .approval, if it is rails determined by BCCO that this product or material-ils to meet the requirements of the South Florida Building Code. 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 Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. 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. it approves a residential insulated door, 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-Dadc County, for the locations where the pressure requirements, as dctcm'iincd by SFBC Chapter 23, do not exceed the Design Pressure Rating valdes indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinbld Rcsidential.Insulatcd Stec! Door with SideIites- 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.-111I Bumper .Threshold . (Outswing),'' prepared by manufacturer, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number. and approval date by the Miami-Dadc County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to -single unit applications ofsinglc door only, -as shown in' approved drawings. 4. INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane 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 and following statement: "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 Coder (SFBC) 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 and the original submitted documentation, including test supporting data, engineering documents, are 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 change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance wilh'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 automatically be cause for termination of this A'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 Other purposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer 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 ACCEPT NCE - 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 MAX 3' 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 ICR mt NppCl i60 SCRav I f g. DuDLl �tRL�N 2MAX. DLO 5 t/2' I '•,I KvtKSCI LDCKSCT-' MDDEL OLEtifl SCRIES DR NnRLI IDGRSCt I MY(Iff Was r10DLL too ur H ADt.SIIT cb)OPER JnN0 T MINIMUM]/16' PFH TAPEONS MINIMUM EMBEDMENT T OiE Tsj LES A BD Il/l6' 6' AX MAX' -MA% HAX 1-4 MAX Hg, r 7 TS' MAX 4' MAX 7' MAX 3' MAX MAX NOTES, 3' MAX 3' MAX 1.) WOOD BUCKS BY OTHERS MUST BE ANCHORED 4' MAX ` MAX 4' MAX MAX IPROPERLT TO TRANSFER LOADS TO THE STRUCUURL 08 x 1- 3/4' F.H.W.S 2.) THE PRECEDING DRAVINGS ARE INTENDED TO 3) PER SIDE FROM QUALIFY -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 ONEMBTY OD BUC VITNOUT ANON -STRUCTURAL VAIC[R B6LIRATIOI VKRE IN URI`IRAIIdt ORKII IS KEDED g RCDUIfr) 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 IN MA ip MASDNRT. 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 JAMBS AND SIDELITES. 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 1.2 NIL 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 1 Inc 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-'}Y�5 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 PINE ALUMINUM -BUMPER THRESHOLD EV-13 OR EOUIVALENI PREHOOR BRAND OR EQUIVALENT TOP CHANNEL EW-05• - I I/1' x / 9/16' PRENDOR BRAND - 1.11/16' sTrr - 20 GA STEEL 16 9L (M) Y F at morss 114 ecru air arm D Kr BASF FOAM - DENSITY 2.0 10 25- Ibs./Ft' OOITpM CHANNEL V EV-04 PREMDUR BRAND - 1 11/16" - 20 Glj SIECL D DCK BLOCK STRIKE Ev-OB 4' X 9 1/2' MIL 10 BE PINE OR [OUIVALENT -STILE EV-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. iv �6• 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.PFRIMUAS CWt=rani nM EOUTN FlijaTll �IDa< PI �+ Naomsrorl 91I ounnoxi C-1 cauPwnrE oFTrcr PI I hcmvtmCE 10 01-03/V.a 11ICK- MIL TO BE POLTEIHYLEI V-15 NAGER BRAND HINGE OR EOUIVALM - .097 THICK (STEE 1 1/4' X 4 9/16' NIL TO BE-PINE..IIR EQUIVALENT (4) SCREWS PER II INTO Wn 6) SCREWS Tr pT EA01 SIOELIIC JMI tNIO SISELIIE. 4' Wvii rRM P MAXMAXR' OG fi�Ar'tER RETER TO EUVAIIOH VMV, 11 1 or SCREWS I15CD p1{p IDCAlI0B5 EV 07 15/16' X 1 11/16, Mn- TO IN PINE OR.EOU-----IVALT (2).SCREVS AT EACH STRIKE PLATE KVIKS T BRAND 200 L CK OR HARLOC BRAND 100 LOCI( R) SCREWS HfiI HIN(E JMS INTO STOELUE IV% 0' om rRm it ID 10' ILL I ,,IER B' QL rr$REAr ICR OM - MW WRI SIDELITE JMI. 4' GI reaN 11 1) SCREWS II CR EACH HW9 (NIO DOER .IWI V-IB 1 1/4' -X 4 9/16- HTL TO BE PINE OR EQUIVALENT V-19 AS N QrPROPT - V-20 5,/16 x I/2' MTL. TO BE PINE OR Epl11VALENT V-21 3.ODL-2 HP POlYPPY ro tene by ODL 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' n J I �TERIOR 79MAX16-. 80 11/16- I MAX 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(jY OM1TE J 1 RI V." rxa r>L�: 911 L PII15 AccM. -im-E UO. 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 Im wax 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-PANEL 1-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,JI all HI ©® QQ ►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 PII PD-43B I I 5-PANEL 5-PANEL V/SCROLL . ETEBROV V/SERDLL Z 40 ❑p 5-PANEL 5-PANEL ETE 0 SL-909 SL-90C SL-308 SL-30C SL-79 f 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-bf Record: 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 J 3 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 O a Z r I�I I A II 7 U u T T CDv IS SI IR �USlq HAN ERS RI C9 N N PE: A - 4PL8 x 2 SKH26 HANGERS \ ��J 2 SKH26 HANGERS \\ I c I I \ \\ D \ 12 \ I \ VOLUME CEILING E 4 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-HANGE �� 8=2 / I �� HANKER x I J3 EHUH28-2 ODD SPACE J1 a 11'0° y CEILING I K / J \ J1 w _ J1 5 Z I a c� N K \ i 42 ^ 8'-0 OILING \ `" /6 (/ KNEEWALL Kl I J 1 TO 1 r-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 1 \ lZ 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 I 1,4L> _ �- _ _ _ _ N _ APR A A AAAA I� 20-0 T 6-8 13-4 .. u u Cuui Er:Ci er n ,a, ar«, ,F.mw err Tb1 safs� "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 � n ,rj},'rrx, I •4' 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$r3COnC�IID(�ifr iti� ypr;CIC5.0 aI es.unsa�Fe=cc�r�I I. r Gi'W �vrl i. it r wti rc ir:'I _'= ,�. 1a4`' i..:,.::.k ��,r`n>"�r�•��.�1O��Fa�tcat{�c� a�( � u� Gwher¢'falfu�efpfi©lfr�, .Ins�r+e�Fnns�cou.ld{ es •._ .:, d!�5',"'ul..ya.A_;,tu,.,bw„lr.nt:�C#rat!YG�;I,�h�lr,umrF��i: j'•1�(l..�J,.r LIL`In:'{�. ,,.,, ; severe ersonalara u , a�rdtlarrF� ie.'tas$ruc�ur�s• '� I -9I Summary Sheet COMMENTARY and RECOMMENDATiONS for HANDLING, INSTALLiNG & BRACING i'JiE T AL TRUSS PLATE INSTITUTE PLATE CONNECTED WOOD TRUSSES ccMad on, Wisconsin 53719 (608)833-5900 r.e esgon itrillrvoftheinstalieribuildAr burldinc ^ant actor iicensedcontractor. truss industry, but must, due to the nature of responsibilities involved, be �ror =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 damages exercise the same high degree of safety awareness as with any otherstructural arising from the use, application or reliance on the recornmendaiiona and TPl does not intend these recommendations to be interpreted as superior information contained hereinbybuiiding designers, installers, and others, Cop; right r project Architect'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,ne I upon the collective ezperrence of leading iechnical personnel in the wood publisher. 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--1 z.S. �Y wrl � ha.�+� 'Lr a71` >• � jl ��supporfQd��,nlblociCingo�pr,•eue�f ex�ces�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 Care s�io��ttd��e�ex�rcGseSd�tq;"� bart t�tg�sp ;Ynpa_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 Jr i...'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��§',� T ORA .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�lc Y,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; •: +DAt1JGDa r�o °bdles PA"Fr-}a�.�2t� star, un 1, a pr�oner�yb,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 T�lelr, vrSL.pert:•),R1in e" ;�er�te'Iy ge�ro:us ,antl�(s ou d', of„sfi.nictly,:, ',I�:T'�`�I.�{rtt�...�- =t, pr�fhibl�ed,,; � 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 rn mid -height Tag Line ground 318Kea Typical vertical End Wall i. . attachment plan ,n i Blocking 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 CHORD N Ii ! i' rU6II Inr � �"i ' 1214 Il li i!I1� ,l In� 1119yI+VuI IiTOP CHDRD I��illl�l� DIl�G�71�AL ^�FA 4orgreater 7ln ti I Iilrljtj�i' 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, �',�dlrusses I�IIIdll.11 4�I IN�� ��t4 �� !'�u7�II.I.u.r1 �15 r.tl,iFil;ki�✓N if1,7�I lil�,l�,n.'71 rldII 1fl �� F.n..�gP UD1o32' l 4/12 8' F'_ - 20 15 Over 32' - QB' 4/7 2 6' y 0 Over !! ' - 6 7 k'12 Oversor 9. See a re Istered professional engineer DF - Douglas Fir -larch SP -Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir \hil Ywh I IZ/Continuous Top Chord Ali lateral braces Lateral Brace / IN lapped lapped at least 2 Required- u, trusses. I RwrlIi,V 1C"or Greater �\,� `"Y,llilti!''?}}��117i1r�1�YI, ° � •" i-/ / ' / �_ j! r _� —� �K 1 : r11 {�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'�Ly �} Y s r� �N t llii rid .Tracing. 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 and ereiue of fhc lop a� chard whuriine attacl,ed to It- topside of the top chord. r �tlA f IfJG:.Failu=etofollo�rth�sPr� t -�— _ q c cOmmendatlen ou d. ul. e1 _ sevcrA �r n) ry or r�a�l�g� toTru���s orhuiidingc. I;�il r�ifi�lry III PITCFj � IFFE er 2S' - 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 4 4/12 a registered professional enalneer ., p, t,.r. L).Oug asm= r4mr.;, "A5outh-rhPine $'P,,.F W V 'ln . IN I.Lh MW "a I D gg", Tr pV;.1russesql":vq" A \ ......... ... Vwm qN, c IN' '61 V 91 X -..I nqji k �V.. "R Wr al piz IFfj-(IZ _100� Rf tom6h6fd x1jago M aR ........ . . . . . ................ aP%NM._ Op}- .... ....... 4; 17 1I. ........ .. T, 1 �.P. W111 T,' IT I;f t I _4 .1 1'4" 'ul ound ncl •r , a hr'. V!. I' � I 'IIII I Il + I I'ij!,�I, "I': I' igll :i'• I ' �I',"( I o ih lrf � r �I• - . - I � ! � � ,I � . �'. � I y(, •� � � I:: IJ;4��IIHIIIfIad Nl�dip,lll6ld�ll,Idll �, ,I,. I ., :: I',:I h� "I ' Il' 71111m,!, RALInnllclAunlnmSTor w,`1or� ,,..., _1.I. 7 0 � 1'1'. 'tAT µ'L$FR"C lhlllw,unuilalllll!IIIWhIIl11,,flIIUfIIII!!Mtl101IIIIIIIiII,�: :I t' r'.�-'� h E .'S 4 r l,l,u L, 1•II � I 'I I II� � ! II. PAGIfJG, Di3 I r � � � `yI I �1 ( 711 I Leteral a �65 Fhl4 it IIII IIII II PT IIIh�41119p I,.. ,.f'.°• 111p' .4,;I 1 rlhllllurrlgihlllnl' SII >✓ I r "r r.:. .,'q_+'-'M{rr .11 �4.u'- iUr(N"?+y'FI7 r•�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 ,iAI P,raill�,illlilill, Illy6,-`., /1)If',Ililhl(!ISIpFVH.F!;rjlld ,�•togetnerehdcousecollapxifthereisnodia c- ! Up tO I 30" 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'J I 45' I 4 ? are ettacnec to the tope ide a! the [dp chard. I 2 J vAr 60 J See a registered professional engineer /= I va v 1 n: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 it C�.�.fe.f I�J1,� tJ G mt st be.,, 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 u I 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,Pjillvy��IldG"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 I nr . ; . . t wxsa,wrKn�r�a+3,erculi:Y55,` Psdf1•t",a`:�c'e�a"J�vaSPZa �G�iq ,• . vi $llalA Cyt "-n9 I III , 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 uee collapere rS there is no diago :I Lateral ;iec3 hrocln A. Diagonal bracng should be nai{ed 4,. fie;a 611r t:d hr u nd erside of the top chord v.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 AI fI1J �>. 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(TI qN - I .,.2,Lni ucr�-rljr�l, tl ;E;r tC i,sl i't� ;� Ir 'Si rt[I�id�l;��ll'7 a'" .i.gl.l'r; fi ^t 111;i;^IJ"�iriPL li �.}ys£7Ntl= ,r _ra�Q P _, IrIN{III t7ts.7�i.1 r,.tJ4,yiu�a t(T �.r1 rna t�l+.?•h k' f -4 dr fr � -III gl.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 10 Over1 6 6 4 Over54' see aregislered rofesslonal engineer . .DF- Douglas Fir -Larch SP - Southern Pine HF- Hem -Fir SP.F - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle :ogethur and cause collapse If there is no diago- rinibracing. Diagonal bracing allould 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 TOL 4q� PRAIN'tt km .. 17 119-14 BOW Length L (i n) tLesser of L/200 or 2" L(in) L(ln) Lesser _1f 4 L/200 or 2" ANN 150a 3/4" 1,56 4. 8.3' 200" 1 16.7' 12.5' �"WMROALI_7 Mll 'uh j " . . . . . . . !�', 7 AN '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 provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any Questions please feel free to call at 407-321-0064. 5 Merely Tom s Ponce, P.E. Date: 3) sf o3 ��bl'a116t6EtdHF;� No.00x;ppC,,S � J 1 1: - OF 1!Er O .' 0 tID %. DESIGN INPORMATION 7'Is da=2n is for an Indhridttal bwldtng eomPomcn[and Las b-en hoed on tnfo_Uan P-4ded by U,e d1enL The datgn_ dlaelao. any reapartsihWly for damagn oa a ttauIt of fa my or Immne,t Imfmmallan; spectilnlloma and/or d-lim. famntshed In U,e p-m a".0.deag.s- br U,e I., and the mrmdnes oraeeruacy flirt tulmanatlmn as it may rehtc to a ape- enle pmjed and o¢cpta no responstbill[y err eeticifts no mnhol with ,egard to fabnm- no"• b"`Ubg. 111—ent and bnlanalbn or trlmtm. Th's Ifns_s has bctn drsl&,d as an bdts .al b-il-g emoP,a.cnl toaecn.dar,ce With/M I.1995 and tfOS-9y to be 1 >.v near3+araleC Part or the b,dldimg dnlp, b . a Bnnding Dn1�lQlttglsttTed yelled or prnlcsslonal enpnael. when revicved t r -pp—al bpu.a budding dalgn_, lb< deign teadfoV ibown must be ebeek-d tea be saue that the data shown vot R�mllh the 11g1 building n�dn .der for rh.d oraaow Imda, pmletl sPeeUlaiha,a or SPeehl applied Inadq, Uolna abown, h,.:. has nat.been dnlglod for storage orora,pa nry. leads. The drip, mass.uvo mPrealon chords (top or bottomat yac bred by heathloa ucdesa "-re mrrtttw- na—tWly bra" A�._c dam chords m Icmbn va raced laterally by a Pmpaiy -kaod -enfag- they abomld be hraeal >t a masfmaun spacing of 10'-O- a,c Comoedor P6to aba.0 be ia—d'aclmed Iron 7n C-L. hat dlpped galvan"d at J tneelh.g ASI).f A 653. Grad-♦0.—L-- ,...___. _ FABRICATION NOTES Prtar b rb,teaLon, lbe fil.rtmlor sba0 em mvt this dmmbg to verffy that tlds d—tng Is to ma.rarmanao with the dr brieata,-a PIA— and torlz, s csmllnulmg ratw,tsl6Uttp for such Ved- Ob Ura. Amy db-rcp—ei a,C to 6e anfOng wore ehttlm Pot IH Pfato ahaD --11-d gnr fabdea tlon. not be a.cr Imothmlea, lrmala or dblorlcd g,abz fMcmben altall t.e cut a [lghc nt"ni wacM Io wind bra,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 aadns alhumLse shmwa A Sz4 phi- 6 5- add, 14- long. A 6.0 Plata I, 6_ add. z 0• long. Slots add. rum P._Uet to the plate kngtb sPednkd. Double cute on web monben shall med at the ecntmbl oflhe webs owl's olh_mbe-he- , .Connector phte slen ire minm'®' ours based an the fortes sboam °ad easy need 1a "e tmeie>,sed br %c t>ha hand_ Ibg and/or a lino stressea. The hula L. not Ia be renta eAtb retarda,.l hated I,mnlr_,mkss athermisc ahnmta, ro „ddnlonal lnfmmatmn on 9uaUtrCnnbal ref_ to ANSlfrpf 1-1995 PRECAUTIONARY NOTES 62 braelmg and e.-.•r._-- �mmcndauooa ace labZI1bo g A "ul 1n a¢nrd"Oee -ILb,Iaad,Wg B'- chile 11113-91. T.,-- are to n handled adlh I—tloahr nun d.umg banding d bundling. ddtvcry and Inatr."ahon to as,ud 1— -Tcmpor-Y and p,la,anent bair 1,,a,bg g trance In a ahslght mina plamh Poo- tlam amd for reatstI g 1.tcrat ro,mn shall be Inlp,cd and Inatatled by other, Cater d hand- ng k csst"Itai and corlim brdcing is always aqua"' tlormai Pn=uUty nnaanion for russcc requite, slid, I-Paralp hral3Dg dudUg sshllatloq bCbMtn IT In amid Lapp line nd dotataolag. The aUpervtbn of ererllem of , s ban b- under the eonhol of persons 9,_Ien� m the InslrdbU— of Inases- lofessiaoal advb<-1a0Ire sought If needed, 'nnccmralbu oTamshucltna brads greater -.n the do-i,gn I—da ah.tl not be.Vpfl-d In n__ at any Ume Nm•laads other than the pylht of the ocdon shall be applied to uses .,Hill .11er all fasturtng and bnra.g completoL MONO VALLEY VALLEY TRUSSES COMMON VALLEY I IVIARONDA 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 BE CANTILEVERED UP TO TWO FEET S WO: VALLEY SET DIAGONAL WEBS REQUIRED VNTN SPANS 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 AT ORR 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 MAIL 6.0.0 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 CHORD pRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW, SHEATH114G U14LESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (21 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER, 2x4 BRACING NAILED FLAT TO EDGE OF WEO WITH 12d NAILS AT B' O.C, OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O,C, SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN & LONG •I. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 1A,+t J!1&uL11yr AS snowrl rltiTr�S., , TL2o GA TC5 ED PER ANSVITl ]_,quiz 14aronda Systej.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 TO ERECTING CONTRACTOR. BRACING WARNING: "I" sbaon od tilts dm,otog h not atcUon hmeing. alnd lna, wj. pmtal bmctog or shnlLu bracing which h a Part of U.e bufldbg drslgn and wbleh must be eonsldered by the building dnt9u. "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-nf bm dog mil cnda •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 D Onoht. �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, sPcculOUons �d/or dotens lurnbhed to the ln,so dra&ner the tDen1 wnd 11,e eoncdnees or auuraq lhb Woraob.., •a h Her rcl.ly !n apo- ce P octt and accepts tto rnpons-.or b no eontral ,Nth real d to rsbno- n_ Irondlb,e, ahlrynenl aml Imld6Uvn or .-.. Tl.e. ,.u•n •�. b.w .Iv,�..ed .• .n I¢Idual building c n,.Pmet.l In aeeo'ZI trl SIr1T9 1-I0DS and NDS-97 to be Inco,ponte tort orlbc WIIdh,e dcalen t.r n Pu1Wb,e e Fner Ir err•lcred nrehllcd yr profosloml ;Ince.l. tvl.en I-I—ed I., npp,or>I br U. tdhrg dorer.c,, be Ih<,ler(:n 4odb.ea aha,n sl be d,cehcJ to s,uc U,nt U,e dsla shomi M a(,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. t toml ore conlLw- y bnccd br sh-U,lns unly oU,ern•lse incd. where botlocr, chovb In Icruro„ •.o fuur bnccd bt'-'!, by a I+aperIF aPpUed erdlne, ll, I should be bn,ccd .l a bn,uo'P'cb,g or 10-0' o.c Connector rs ,trod be nunufaclmed 1—, 70 eauE_ Ila cd e•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 4t Illtb,e Hood to wood bcnAng. Con- r pt>.lo a1ro11 be 1vc->4d n.. t•nlh LL_ of um vltb mlh R "'r vabadded and shall be rtwut U.c/olnl vnlas oUr-03. ,hewn. A h,te b 5-,ado x 4- Iouly A Gas play 6 6 T Ivne, sbts thoksl _ Pil-I" to ,te I—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 •uon on ou>Dlr Cnnbul rdv to Ala$I/Trl t-19:LT :AUTIONARY NOTES ine sod ereetlon reeon.mend.Uena are 1loncd In .—Id..— wtu,'Hwndlln ie [\ Dr>W�• IIID•91. 7'ry .recto Ikd ntlh p+nleuln,r ew,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_ I rvr rvbLL.6 6tml i•nccs ,lull tn; I wnd WlaUcd Irr oU.rn. Cardul I.and- 'cnlbl and vect7 b,actne is nl sal, Ramial pllsaXJ11311 acwIl 1Dr t+lulm such ItmPomry bnchte durtng do ba.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 STOP HIP TRUSSES TO 01-IORTEN. OSB• NOT TO EXCEED '14,10_C.. r0 QE NAILED TO TRUSSES W/ 12,t ON CEN_ STAGGERED PRE-ENG'D TRUSS r� TOP WALL OF BUILDING rota\AaAAYIe: READ A« rvoTEs ors rH�s sHEEr. alo�ada Systems A COPY OF 11115 DRAWING TO 1E GIVEN To CONTRACTOR_ EREc I-IIiG 4005 MARONDA WAY BRACING WARNING: SANFORD.1-i.-32771 Dncl G:l,oenonc,ccudidn t,s n nNcb is a rt or I 1' " t Uon brodne. ,rind bncb, (407) 321-0064 Fax (407) 321-3913I shorn b fv�l+tent ne buUdlne design and n'Lld, n,vsl ba mnsldere j IZ 1.] b a ue or'1' 1 bl' Um buudu, - dv n b' b,wcU,9 OM As PO ry Cf_ P rr• v,adt Io m,tl or blcnj port of a�'v,J.r and s onlr reduce buck) n� rnetic y ener,t be cbiS P.E. AddiUooal br>cD. bncLrg ccUkd I I I Flnrt;la,rs rnvs 11I ENSF 9(IUSUUt 8 S wr are ore all shvd 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 asd D'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 Lsr Desi g CrileliIp) I.01'h L 33.1_ — JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: A ATY:4 DESIGN INFORMATION TOP CHORDS: 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 be 3 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 as arescblms any raponsibWty for damages as a resuh of WEBS: 2x4 SP #3 jr continuous) braced unless noted otherwise. 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 faulty or Incorrect lnfortmtion,specifications designs furnished 2x8 SP #2 This 4-PLY Hip Master designed to carry 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 and/or to the truss designer by 4-PLY 2,16 11, On jacks (mono truss framed to BC) 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 the client and the correctness or accuracy 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 �is may relate protect 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- ontrol e TC- 2 per ft. BC- 2 per ft. WEBS- per EXp 2 r ft H. 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 building component In accordance with ANSI/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 loads equally to each ply. Uniform PLF From ------------ PLF TO D part ofthebered gdesignorby aBuilding Designer the bend architect design or professional ession MAX LIVE LOAD DEFLECTION: 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 for approval bythe building designer, 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 snow kxidn. are loclnigreementfirmue records bcalc recordsforwentorsnowlords, 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 or special applied lends. MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -13806 0.25 22-21 12242 0.68 T= 0.23 ° Concentrated LBS Location Unless shown, trust has not been designed for storage or occupancy loads. 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 by a property applied 17-16 23649 0.70 0- 4- 0 4660 0 -1621 BOT PIN rigid "Ring. they should be braced at a 7- 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 from 20 gauge hot dipped galvanized steel meeting ASTM 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 are to be put In wrtung before cutting or fabrication. 74-0 256 Pbtes shall not be Installed over knotholes, knots distorted 1 2 or grain. Members shall be cut for tight fitting 4 5 10 11 wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully 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. Slots 0aolesl run parallel to the length Double 4X6 Tunless 8X10 3X6 6X8 1OX10 6X8 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 form shown are minimum ayneed and may need to be increased for certain 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 T 3X4 3X4 lumber unless otherwise shown. For additional Information on Quality Control refer 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 19 is 17 16 15 14 and deliveryW delivery and tallation to avoid 46601/ 8.00" 13 2 damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resistingale lateral 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 for EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 1475k (RO- .159 scale 0.1595 temporary bracing du rem during irvsses requiresbetween tnstallalbn between trusses W avoid toppling WARNING: and domtnotng. The supervision of erection of trusses 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 Eng. Job: Dwg: WO: CHEK3 Truss ID: A experienced In the Installation of trusses. Professional advice shall be sought If needed. CONTRACTOR. Dsgnr: TLY Chk: r Date: 10-09-02 of loads no loads greater thanConthe than the design loads shall not be applied to trussesNo loads 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 f Ps DurFac - Lbr. 1.25 at anytime. other than the weight of the ereelors shall be a Bed to pP SANFORD, FL. 32771 Bracing shown on this drawing b not erection brae wind bmtln portal brae IR& P° ring or sardlsr bracing TC Dead 7.0 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 truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: seen 24.on p g' completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). BC Dead 10.0 f ps Design' Criteria: TPI LICENSE #0050068 Muss Plate 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- 0 component and has been based on Information WEBS: 2x4 SP #3 positioned to provide equal unbraeed 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 provided by the client. The designer disclatms any responsibility for damages as a result of 2x4 SP #2 2, 6 segments OR 2x4 T-brace nailed flat to n 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- 0 and/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 or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loc Vert Horiz Oplift1 Y-Loc Type of this infomauon as it may relate to a spe• continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, 0- 4- 0 1366 61 -1004 BOT PIN ciflc project and accepts no responsibility or exercises no control with regard to fabrla• MAX LIVE LOAD DEFLECTION: 1 H- 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 has been 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 building design 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 approval the T- 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 be checked to be sure that the data shown 3- 4 -5387 0.51 10- 9 5402 0.83 are inagreement with the local building codes. 4- 5 -5372 0.61 9- 8 3664 0.65 local climatic records for wind orsnow loads. 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. The design assumes 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 drawing is 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. 1 3 4 Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be 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 5-1-12 unless otherwise shown. Connector plate sizes based the forces 0-6-6 0-"4-10-6 are mbnbm as nuSion shown and may need to be increased for certain hand- stresses. ling and/or erection This truss is not I 8X10 8X10 4X8 8X10 I I to be fabricated with are retardant treated lumber unless otherwise shown. 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 are to 11 10 9 7 bundelin& withparticularbonding annd ab`ind installation llauuion 1366k 8.00" damage. Temporary and pemanent bracing for holding trusses in a straight and 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 by others. Careful hind. `l` ) (I RO-10 10) Iing is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 required. Norval precautionary action for Scale = 0.1595 Instaaionbetsuch ntrussestary oavoidtngduMg Installation between trusses W avoid toppling and dotninoing. The supervision of erectkm of "x' gb`under the m"tio'trof Persons Maronda Systems WARNING: READ ALL NOTES ON THIS 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 advice shag sought if needed CONTRACTOR. Dsglu: TLY Chk: Date: 10-09-02 trati ct Concentration of bads than the deslgnlcods shag not be applied to not be BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psf DurFad - lbr: 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 design and which must be considered by the building designer. 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 to anchor lateral 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 at 583 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- 0 component and has been based oninformuon BOT CHORDS: 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 provided by the chenL The designer disclalm 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-LY WEBS: 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) 4-10-14 tuy.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- 0 of this tnfonnatbn as it may relate to ape- WndLod per ASCE 7-98, C&C, V- 125uph, Repeat nailing as each ply is applied. 7) 23- 9- 5 14) 23- 9- 5 clllc project and accepts no responsibility or 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 1 y. and tion. tio handling, shipment and Wtallalion of 1�e' Bld a EnCl L- 58.0 ft W. 40.0 ft Truss PROVIDE UPLIFT C)NNSCTION PER 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 To Individual building component in accordance with Impact Resistant Covering and/or Glazing Req Support 2 765# TC Vert L+D -46 -1- 0- 0 I -46 41- 0- 0 ANSI/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 must be checked to be sure that the data shown T- 0.31" 3- 4 -11397 0.10 18-17 8829 0.39 ----MAX. REACTIONS PER BEARING LOCATION----- amIn agreement with the local building codes. 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 special applied 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 storage or occupancy loads. 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 ously braced by sheathing unless otherwise 9-10 -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 to fabrication, the fabricator shall review this drawing to verify that Oils drawing is In 3-PLYS REQUIRED conformance with the fabrlentm`3 plans and to realize a continuing responsibility for such veri- fication. Any discrepancies ore to be put In 8-8-0 22-M 8-8-0 wmbsg belle cutting fabrication. 1 2 4 Plato shall not be Installed over knothaln, to led over 5 6 7 9 1 knots or distorted grain. Members shall be cut for tight f lUl ng wood to wood hearing. Con- 0 0 nector plates shall be located on both faces or the truss with nails fully imbedded and shall be 8X10 3X6 6X8 10X10 6X8 8X10 about the joint unless otherwise shown, A 5x4 Sx4 piste is 5' wide x 4- bog. A 6x6 plateto is is G wile x 6' long. Slots (holes) run parallel to 4X6 4X6 the plate length specified. Double cuts on web 6�� members shall meet at the centmid of the webs 5-1-12 unless otherwise shown. Connector plate sizes ore minimum hued the forces 0-6� 4-10-6 0-� sines on shown and 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 to 5X6 ANSIrM 1-1995 Face = 0--*ft 12-2-0 PI 3.00 Face 0-3-12 I1 3 00 = PRECAUTIONARY 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 Installing R Bracing. 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 and bundling, 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) W8 ir essential and erection always EXCEPT AS SHOWN PLATES ARE TL20 GA D PER ANSI/TP1 1-1995 rybracingBois required. Normal precautionary action for scale = 0.1595 I trusses requites such temporary, bracing dttrtng WARNING: Eng. Job: Installation between trusses to nvold toppling and 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 comtrucuon loads greater than the design Inds shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC 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" P g is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BC 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'Onofrio Drive. 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 anyresponsibilityor BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MOST be WEBS t 2x4 SP #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 or Incorrect Information. 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 client and the correctness or accum All C OMPRES$�Mords_arB_aa_�_to_be 'Jx6 Brass-r-equfr - 4� =0` . X=iiCR�VASt' pH�ljpjl Y-Loc Type ar[`11371imrm-a o" as it 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 to fabrica- 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 component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 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 agreement with the local building codes, 4- 5 -4018 0.67 7 - 6 3 614 0.72 lord climatic records for wind or snow loads, 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 the drawing is in conformance with the fabrlcrtar's plans and to 1 M-0 2"-0 10-0-0 realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In I 3 5 writing before cutting or fabrication. 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. A 5x4 plate is 5' wide x 4' iottg. A 6x6 plate is 6' 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 minimum are sore based the 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 erection stresses. Thb truss s isnot __L to be fabricated with fire retardant treated hunter unless otherwise shown. For additional SX6 -4-15 sfor ation on Quality Control refer to 5X6 ANSI/7P11-1995 Face = 0. -4 3•�-2II 3.00 Face = 0-3-12 PRECAUTIONARY NOTES 0-8-0 - -f'�- M bracing and erection recommendations am to be followed in accordance with "Handling 9-7-11 19-4-10 1 9-7-11 Instilling R Bracing', HIB-91. Trusses are to 8 18. catv uring banding be nundlindled with leuand and bundling. deltveery Instalar llation tion 1366# 8.00" damage. Temporary and permanent bin for holding trusses In a straight and plumb pos- 1-0-0 40 0-0 1366tY 0 11 Rion and for resisting lateral forces shall be designed and installedby oilier. careful nand- CCS��) A S (12) 2X4 (Ra10-1o) ling a essential and erectlon bracing is always EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 required. Normal precautionary action for scale n = 0.1595 tram requires 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 ght CONTRACTOR. Dsgur: TLY Chk: Date: 10-09-02 Concentration of comttuct on loads greater than the design 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 loads other than the weight of the erector shall be 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 the building design and which must be considered by the building des er. Bra cing TC Dead 7.0 psr DurFac O.C. Spacing: - PIt: 1.25 I 24.0" (407) 321-0064 Fax (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 d 100 Design l Criteria: TPI LICENSE #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/or designs 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 ue trusses. This trhas been desIped as an Individual building component In accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated m part of the building 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 such verl- 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 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 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 minimum atzo 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 persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads 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 0000 T 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�-0-0 1366# 8.00" 40-" HM010�10) Cd%%"A ES (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 on this drawing is bracing, bracing, Eng. Job: DWg: Dsgltr: TLY chk: I . Truss ID: 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 bracing Port building which is a of the b de and which must be considered the bull design by ding designer. 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 b for lateral support of truss members only 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). rrmss Plate Institute. TPI, is located at 583 D'Onoftto Drive. 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 tnformauon component by any responsibility for deranges ss a result of anyrespoytnecufordanagent. 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- 0 and/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- 5 by the client and the correctness or accura rt 1_ 989# 8 in 48.2-fsf, ---- VertONS PER BEARING ot this Dona n as it may relate to a spe- cub project and accepts no responsibWty or Support 2 1028# INT zone, TCDL BCDL-6. 0 p psf X-Ltx Vert Horiz Uplift Y-I,oe Type Y-LocIOType exewnno control with regard to fabrta- MAX LIVE LOAD DEFLECTIONS L/999 Impact Resistant Corer �`; Covering 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 i ANSIrM 1-19%and NDS•97 to be incorporated Tv 0.42" 2- 3 -3824 0.50 13-12 3584 0.71 es pan of the building design by a Building 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 0.71 must be checked to be sure that the data shown 6- 7 -3949 0.55 9- 8 3536 0.78 arc In agreement with the local building codes. 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 11-4-0 conformance with the fabricators plans and to Ilk 1 2 1 realize a continuing responsibility for such verl- 4 6 Caton. Any discrepancies are to be put In writing before cutting or fabrication. Q Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for fitting 6X8 $X10 6X8 tight wood to wood beartng. 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 4X6 wide x 8' long. Sleds (holes) con parallel to the plate length specified. Double cuts on web 6-5-12 members shag meet at the centroid of the webs unless otherwise shown. Connector plate saes 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 Iing and/or erection stresses. This tow is not 3X 3X4 to be fabricated with Ilse retardant treated 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 16-8-10 I 1a11-11 1 13 1 11 1 9 8 be handled with particular are during banding bundling, and delivery and installation to avoid . 1366N 800" damage. Tepory and pera mrapermanent bracing for holding trusses 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,Y ll;:) A S (12) 2X4 ring is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal preautionary action for se�(RO-10-10) = 0.1595 trusses requires such tempormy bracing daring installation between trusses to avoid toppling domdnoing. The supervtslon of erection of trusses shall be under the control of persons Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g• Job: Dwg: WO: CHEK3and Truss ID: D experienced a'd theinstallationbee sought ough if nKaed• CONTRACTOR. Dsgnr: TLY cbk: Date: 10-09-02 Concentration of constructibra on ads gter than the design bads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psr DurFac , - Lbr: 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 truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr O.C.$aein P 9: 24.0" is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the be BC Dead 10.0 Desl ri 9 Criteria: TPI LICENSE #0050068 weal] structure may required. (Sce HIES-9 of 7P). frruss Plate Institute. TPI. is located at 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== a 0- 0 6) 33- 1- 2 11) 20- 0- 0 component and has been based onlnfonnation provided 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 fordwThe any rnporuroillry for danagn ss a :Holt of p result 2x4 SP #2 4,6 continuously braced unless noted otherwise. Y 3) 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 tg and/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 client and the conectnessoraccuracy ofthis mfomatbn as 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 to handling. L/999 -988 HOT PIN tion. shipment and Installation of has trusses. This muss has been designed as an 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 1-19M and NDS-97 to be Incorporated T- 0. 42 ^ as part of the building design by a Building Designer (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 be sure that the data shown 6- 7 -4002 0.56 9- 8 3590 0.79 are in agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by 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 14-8-0 this drawing to verify that this drawing is in12-8-0 1 2 conformance with the fabrlcntoe3 pLvu and to 4 6 realize a continuing respomibfhty 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- nector plates 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 on web 7-1-12 members shall meet at the centroid of the webs o unless otherwise sm hwn. Connector plate sizes are minimusizes based on the forces shown and may need to be increased for certain hand - 0_" 8X14 4X6 8X14 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/TPI 1.1995 Face = 0-3h2 �1 12 - �1 3S1 3 00 Face = 0-3-12 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 bracing for holding trusses In a straight and plumb posItlon - and for resisting ng lateral forshell be 40-0-0 1366# 8. 0" designed dested and Installed by others. Careful hand. hand- CV.'IVICY Rom) A 2X4 (' RO-10 -10) ling Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 required. Normal precautionary action for Scale i = 0.1595 trusses require such temporary 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 erection of trusses shall be under the control of persons 1( Maronda Systems A COPY OF 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 and which must ed ccnbuckla by the designer. Bracing TICDead 7.0 psf DurFaca i - Pit: 1.25 trusses until otter all fastcntng and bracing is completed. (407) 321-0064 Fax (407) 321-3913 er of truss f. Prong Shawn b for lateral support of taws members only to reduce buckling length: Prwblotu must be made to anchor lateral bracts at ends and spdetermined by the hooding designer. ecified pebe BC Live 0.0 pSf O.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 is far an Individual building BOT CHORDS: 2x6 SP #2 ccaiposite result of multiple loads. 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 component and has been ho, onlntormauon by the dlent.The designer idedresponsibility 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 of any for damage es a result of SP #2 2,4,6,8 continuously braced unless noted otherwise. 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faultany y or ins meet n ttothetrusn. scauons WtidLod r ASCE 7-98, C&C, V. 12 4) 26- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or and/ordesignsfumbhea to thetnnssdeslgner furnished PEE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I= 1.00, 1.0 Sxp.Cat. H, Rzt- 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client and the correctness or accuracy Support 1 987# 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 Req t Resistant Cover and/or Glazing 0- 4- 0 1365 103 -987 PIN trusses. This g. 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 0.80 ANSIrM 1-1995 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 0.48 Designer (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 0.68 must be checked to be sure that the data sham 6- 7 -4036 0.58 9- 8 3626 0.80 ate In agreement with the local building coda. local climatic, records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or ocoupanry loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 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 4 this drawing to verify that this drawing is In 6 conformance with the fabrfcatoes plans and to nmltze a continuing responsibility for such ver- r 6.00 Q flcation. Any dbeepancics are to be put In writing before cutting or fabrication. 6X8 3X4 6X8 Plates shall not be Installed over knotholes. 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 T the truss with nags fully imbedded and shall be 8X10 sym. 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 Ling and/or erection stresses. This truss Isnot 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional SX8 3-4-15 a Information on Quality Control refer to 5X8 ANSI/7PI I-I995 Face = 0--*tL 12-2-0 Face 3.00 II 3 00 = 0.3-12 PRECAUTIONARY NOTES 0-8-0 �- 0-8-0 All bracing and 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 9 $ and bundling, 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 deliItIon designed and Winded by others. Careful hand- day CV)IY1L'�) A S (12) 2X4 (Ro-10-10) IIng is essential and erection bracing b always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 required. Normal ptecaar utlony action for Scale = 0.1595 I trusses requires such temporary bracing during Installation between 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 experienced In the ova shall be so of trusses. needed Professional advice abaci be sought of needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction loads greater than the design leads shall not be applied to trusses at any time. No funds other than the BRACING WARNING: Bracing this drawing 4005 MARON DA WAY TC Live 16.o t DurFaei DurFac - Lbr: 1.25 welght of the erectors shad be applied to trusses until after 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: 24.0s (407) 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 BC Dead 10.0 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- 8 component and has been based on Information client. The des tgnerdtselabns WEBS: 2x4 SP #3 2x4 All COMPRESSION Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 anyreprovidedbythe arty tesponsmfltty for damage as a rnuD of SP #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- 0 and/or designs 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 Type of as it may relate to a spe- preset and no responsibility Support 2 1027# in INT zone, TCDL= 4. 2 psf, BCDL= 6. 0 psf 0- 4- 0 1365 114 -984 PIN execctdc trxepb to fabrics- - exercises no control with regard to (abrtco- MAX LIVE LOAD DEFLECTION: L�999 et Resistant Covering �a q and/or Glazing Reg 39- 8- 0 1365 0 -1027 BOT H-ROLL Uon. 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 0.79 ANSI/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 0.79 must be checked to be sure that the data shown = are In agreement with the local building codes• kcal cWmatic records for wind 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 2 $ Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance With the fabricator's plans and to Q Q mallet a continuing responsibility for such ven- fleation. Any discrepancies are to be put In 6X8 6X8 writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- T8-� nector plates shall be located on both fain of the tress with nods fully imbedded and shall be 8X10 8X10 sym. about the joint unless otherwise shown. A 5x4 plate is wide 5' we x 4- long. A US plate is 8' 8-3-12 wide x fi long. Slots moles) run parallel to the plate length specified. Double cuts on web member shag meet at the centroid of the webs unless otherwise shown. Connector plate size 0-" BX14 8X14 re aminimum 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 ' Information on Quality Control refer to 5X6 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 rare during banding 1 11 10 8 1 and bundling, delivery and installation to amid 1366N 8.00" fdamage. holding �cs m and straight permanent bracing for hofr and plumb port Won and for resisting lateral forces shall be 1-0-0 40-0-0 1366rY 8.00" I 11 designed and installed by others. Careful hand- CAS) A (12) 2X4 (R0.10-10) ling is essential and erection bm" 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. ion trusses truuo to awld toppling avoid op and dommoing. 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 be s; � `"one soughtu needed. CONTRACTOR. g°r� Ds TLY Chk: Date: 10-09-02 Concentration of construction loads greater than the design bads shall not be applied to BRACING WARNING: 4005 MAg RON DA WAY TC Live 16.0 ps f DurFac - Lbr. 1.25 trusses usses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 Bracinshowthis n on drawing Islla not erection bracing, wind bracing, portal bracing or shnr bracing which is a par of the building design and which must be considered by the building designer. 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 10.0 BC Dead Desigri Criteria: TPI of owemllstructure mayberequired. (See HIB-91 of TM. psf j� LICENSE #0050068 flansinstitute, Plate titute, TPI• located at 583 D'Onofrfo Drive. Madison. WisconsinV 53719). Code esc: FLA 1005 VANNfSSA DROVIEDO.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- 0 provided bythe cuatt.The designer disclaims any nor for damages as ° result of WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 7- 0- 0 7) 20- 0- 0 incorrect faulty or lcarecl lnformauon, apecdlcaUons 2x4 SP #2 3 This 1-PLY Hi Master designed to C P 9n arty 4) 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 by ey per WhdLod r ASCE 7 - 98 , C&C, V- 12 Sttglh, and Hip Jack Truss framed to BC _ _ _ _ _ _ _ _ _ _ -- TOTAL DESIGN LOADS ------------ of this ,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 clfic project and accepts no responsibility or exercise no to n- fabrica- ntrolship regand Bld 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 endith m tion, handling. shipment and wtnllaUon of g. latio in INT zone, TCDL- 4. 2 sf, BCDL- 6. 0 sf Support 2 559# P P TC 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 Individual building comhponentin accordance with MAX LIVE LOAD DEFLECTION: ..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 aspartofinebuildingdesignbyaBuilding profwional lrWhe n�atwedfo L--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 eng1neDesigner a englneed• When reviewed for approval by 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 L 0 are in agreement with the local building codes. re rnrd% for wind or snow Inds. T- 0.02 ° - -MAX. REACTIONS PER BEARING LOCATION ----- project specifications or special applied Inds. RMB - 1.00 X-LOc Vert Horiz lift Y-L oc Type 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 compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a 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 verify that this drawing is in wnfomunce with the fabricttoe3 plaru and to - 6,00 0 realize a continuing responsibility for such ved- Ikation. Arty discrepancies are to be put In 5X10 6X8 wrtting before cutting or fabrication. hates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- T nector plates shall be located on both faro of the 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 unless otherwise shown. 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 treated lumber 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 and bundling, delivery and installation to avoid damage. Temporary and permmnent bracing 1378// 8.00" 1372# 8.00" for holding trusses l a straight and plumb Itlan and for resisting Lateral forces shall bed 1-1-9 _I 2M� 19 designed and wts0ed by others. Careful hand- (R1-1-%� 430# 430# - - ' 1K1-1-7) ling 1s essential and erection brace" 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 trary usses idtopping ing installation between trusses to ewfd toppling and domloing. The supervlaion of erection of trusses sitar x ender the control of persons Maronda Systems 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 installation shall be sought CONTRACTOR. Dsgur: TLY Chk: Date: 10-09-02 Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 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 Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psi DurFac O.C. Spacing: - Pit: 1.25 I n 24.0 trusses untilafter all fastening and bracing la completed. (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of traits members only 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. Code %%�� FLA LICENSE //0050068 flrusa Plate Institute. TPI• Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Vesc: torn VANNE4.4A DMOVIED0.1`1_32766 TOTAL 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- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 7- 0 6) 20- 0- 0 A) 09-- 0- 0 provided by the chant. The designer 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----- bythe client and the corrcctneu or accuracy Support 1 547# Bld Type. Enel L- 58.0 ft W. 20.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of tlui information as it may relate to a spe- Support 2 496# in INT zone, TCDL- 4.2 psf, BCDL= psf 0- 4- 0 31 -547 BOT PIN clBc project and accepts no responsfbllity or uercbes no control wmh rc&ud to wbrica- MAX LIVE LOAD DEFLECTION: et Resistant Cover Glazing �a Covering and/or Glazing Req 19- 8- 0 659 659 0 -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/7Pi 1-1995 and NDS-97 to be Incorporated T- 0.04" 2- 3 -791 0.28 9- 8 665 0.25 as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 - 4 -667 0.19 8- 7 825 0.40 Destglrer (registered architect or professional engineer). When reviewed for approval by the 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 shall be mfrom 20 fro20 gauge hot dipped galvardud steel meeting ASTM A 653. Ilk I 2 5 Grade 40. unless otherwise shown. 0 FABRICATION NOTES Prior to fabrication, the fabricator shall review 4X8 4X6 this dmwMg to verify that this drawling is In confom once with the fabrleatoe3 plans and to _ - reallu a continuing responsibility for such verl- Bcatwn. Any dbcmpanel= 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 at the cerrtroid of the webs 0-6-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This taw is not to x fabricated with fire retardant han her unless treated unless otherwise shown. For additional5 Information on Quality Control refer to 6 SX6 6X8 3X8 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 particular care during banding and bundling, delivery and Installation to avoid 712# 8.00" m daage. Temporary and permanent bracing 111'9 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 1 designed and insta8ed by others. Careful hand- �p ts� - -' It" is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 required. Normal precautionary action for GA TESTED PER ANSI/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 shag not be applied to BRACING WARNING: 4005 MARON DA WAY TC Live 16.0 >'� f DurFac - Lbr: 1.25 trusses, at antime. No Inds other than the Y weight of the erectors shall be 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 the building design and which most be considered by the budding designer. 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 be BC 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 and specified locations detIIB-91 racing the BC Dead 10.0 Desi n 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 for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. ;:s-; 1) 0- 0- 0 4) 14-i1- 0 7) 10- 0- 0 component and has been based on ln(otmatlon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 provided by the client. 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 of this I formalbn as It may relate to a spe- Support 2 566# in INT zone, TCDL- 4.2 psf, BCDL•. 6.0 psf 19- 8- 0 711 0 -566 HOT H-ROLL cglc prgea and accepts no responsibility or exembes no control with regard to fabrtca- MAX LIVE LOAD DEFLECTIONS Impact Resistant Covering and/or Glazing Req trusshandling,russIshipment and Wtallation gnedaof trusses. 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 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -753 0.27 Designer (registered architect or professional engln-A. When reviewed for approval by the Te 0. 02" 4- 5 -963 0. 35 budding designer, the design loadings shown IiIaB a 1.15 must be checked to be sure that the data shown are In agreement with the local bulking codes, loml clamatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. 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 -0 maximum spacing of 10'- o.c. Connector 1 2 4 5 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. O O FABRICATION NOTES 4X6 Prior to fabrlmUon, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators piss and to 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 for tight fitting wood to wood bearing. 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-" members shag meet at the centrofd of the webs 0-6-6 shaves. on the for plate slur unless tmurws sizes are minanum slzn hued on the forces shown and 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 al 5X6 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 be handled with particular cue during banding and bundltng• delivery and installation to avoid damage. Temporary and permanent bracing 712# 8.00" 712# 8.00" for holding r mist m a feral fo and plumb pus- and and misting literal shall be 1 9 aItion R1-1- 20-0-0 1-1-9 deli n others. designed and Installed by other. Careful hand- I I�� ling Is essential and erection 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 Uusseslonbet such between anstallation between r.....n to avoid toPPa"g and dominoing. The supervbLon of erection of trusses shall be under the control of persons =Maromnda Systems • WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: : Truss ID: J experienced in the Installation of troves. Professional advice shag be so sight if needed. CONTRACTOR. Dsgnr: TLY Chk: Date: TO-09-02 Concentration of construction Inds greater than the design loads shag not be applied to trusses at an time. No Loads other than the BRACING WARNING: 4005 MARONDA WAY TIC Live 16.0 psf DurFac DurFac - Lbr: 1.25 Pit: Y welglmt 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" p 9 b completed. (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 budding designer. psf Design! Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (Sec HIB-91 of TP). 0 10. $C Deadpsr LICENSE #0050068 rrruss Plate Institute, TPI, is Located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ..1 Code Desc: 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- 0 component and has been based on lnfomation 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 Type by the client and the correctness or accuracy Support 1 531# Bld Type. Enol L. 58.0 ft W= 19.5 ft Truss 0- 4- 0 700 26 -531 HOT PIN of this Informatms as a may relate to a spe- Support 2 473# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19- 3-12 635 0 -473 HCT H-ROLL tint project and accepts no responsibility or 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 0.45 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 - 4 -740 0.32 Designer (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 = 1.15 must be checked to be sum that the data shown are in agreement with the local building codes. 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 by sheathing 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, they should be braced at a 1 2 maximum spacing of IU'-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 - Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricaces plans 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 be Installed wet knotholes. 2X4 knots or distorted gam. 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-" the taus with nalls 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 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-&6 0-9-10 w membem shall meet at the cenid of 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 Instating B Bracing'. H1e-91. Trusses are to 8 7 core be handled with particular re during banding and bundling• delivery and installation to amid damage. Temporary and permanent bracing 700# 8 00" 636# 3.50" for holding busses in ate straight and plumb pow- ition and for misting literal forces shall be _ _ _ _ l ° 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 installation between trusses to ovoid tapping and 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 conswction loads greater an ththe design loads shall not be applied to anuses at any time. No lords than the BRACING WARNING: 4005 MARONDA WAY TC Live 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 and specified locations determined by the building designer. psf Design Criteria: TPI TOMAS PONCE P.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: FLA loan 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 for an tndlvWual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)�=0= -0-= 0 4) 13- 4-12 7) 13- 6-10 component and has been based ontn(ormatlon provided by the cBenL The designer disclaim 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 Type by the client and the correcL a or accuracy PROVIDE UPLIFT CCKNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzte 1.0 19- 8- 4 645 0 -382 TOP H-ROLL of this information as U may relate to a spe- chic ectand acce pone ty r Support 1 515# Bld Type. EnCl Lem 58.0 f t W- 19.5 f t Truss 0- 4- 0 701 168 - 515 BOT PIN exer tso no control with regard to f brim- Support 2 382# in INT zone, TCDL- 4.2 sf, BCDL= 6.0 P psf 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 ss part of the building design by a Building Delgner(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 be sure 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. 7-4-0 1, 12-5-0 FABRICATION NOTES 1 2 4 5 Prior to fabrication, the fabricator shall revhw 0 this drawing to verify that thb drawing ism 3X6 conformance with the fabricator's plans 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 shall be located on both faces of 2X4 the truss with nails fully Imbedded and shall be sym. 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 st are minmm sties on 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 hunber unless otherwise shown. 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 w to be followed in accordance with "Handling 6-11-12 11-9-12 InstnIDng R Bracing', 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• for and ttbn and for 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 scale = temp im req rg Imlay ion between t u ses to amid topplin rig Installation between trusses to avow toppling and dominofng. The supe"ton of erecllon of trusses shall be under the control of persons I =Maroinda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING E Job: ng Dwg: 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: 4005 MARON DA WAY TC Live 16.0 psf DurFa m Lbr. 1.25 trusses at an time. No bads other than the Y weight of the erectors shall be applied to SAN FORD, FL. 32771 Bra shown on this drawing Bracing wing is not 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 lateral support of taw members only to reduce buckling length. Provfslons must be BC Live 0.0 psi O.C.Spacing: p g 24.on b �Pleted• PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the be BC Dead 10.0 Design Criteria: TPIstructureTOMAS LICENSE #0050068 of overall structure may required. (See HIB-91 of TPI). r rnss 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- 0 component and has been based on Information WEBS: 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- 0 m nsmwlTar faulty or incorrect information, specificationsspecificationsoassumedAll COMPRESSION Chords are assumed to be MULTIPLis 13- 4- 0 9) 13- 4- 0 E LOADS -- 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 by the client and the correctness or accuracy WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information m it may relate to a spe- 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 clnc protect and accepts no respomlbWty0 1y) Support 1 64# Bld = Enel L= 58.0 ft W. 20.7 ft Truss 0- 4- 0 185 173 -64 BCiT PIN exert ses no control with regard to fabrlm• Support 2 1076# I lion, handling, shipment and Installation of pII 1'NP zone, 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 individual bullding component In accordance with L/999 ANSI/TPI I -I M and NDS-97 to be Incorporated L=-0.07" D=-0.07" Tm-0.14" .-TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 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 are in agreement with the local building codes, 5- 6 235 0.15 9- 8 -174 0.10 local climatic records for wind or snow bads. RIM= 1.15 8 - 7 -170 0.12 N protect speceatbm or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml an continu- 13 4-0 74-0 11 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension are 1 2 3 5 6 not fully braced laterally by a properly applied rigid ttWn& they should be braced at a 0 maximum spacing of 10'-(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 this drawing withverifythe that this drawing b in conformance with the fnbricatafs pi7ru and to realize a continuing responsibility for such vert- 3X4 4-2-6 ficrtion. Any discrepancies are to be put in writing before cutting or fabrication. 0-6-6 Plates shall not be Installed over knotholes, 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 the truss with join fully unless otherwise and 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 webs 0-6-6 3-" unless sse shown. Connector plate sizes are minimum hnum stzn lived on the form shown and 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 to L 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 construction bads 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 applied to 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 specified locations determined by the bulkttng designer. Additional bracing of the overall structure may be required. (See HIB•91 of TPI). rltuss Plate Institute, 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- 0 component and has been based on Information WEBS: 2x4 SP #3 with submittal, ins inspection, and/or 2) 4- 1- 0 6) 20- 8- 0 11) 8- 0- 0 provided by the client The designer d1s farm. WEDGES: 2x4 SP #2 cat fabrication documentation. 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 m responsibility damages corfor esasaresultof faulty or incorrecttrdormaUon, specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This deaf is the design 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 this information as It MY rotate to a ape- 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 protect and accepts no responsibility or exercises controlwithregard 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, shipment and Installation of Installation supportP 2 1127# in INT zone, TCDL- 4.2 Sf, BCDL- 6.0 psf P trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req indNldual building component In accordance with L/999 ANSI/7PI1.1995and NOS-97tobeincorporated L=-0.08" D--0.08" T--0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 74 0.17 11-10 -18 0.22 Designer (registered architect or professional engineerl. When reviewed for approval by the T- 0.03" 2- 3 291 0.20 10- 9 -350 0.17 building designer, the design loadings shown 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 with the local building codes. 5- 6 355 0.28 local cltrnatic records for wind or snow loads. 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 reaponsibillty for such vent- nmUon. Any discrepancies are to be put In 3-2-6 writing before cutting or fabrication. 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 nulls fully imbedded and shall be sym. about the joint unless otherwise shown. A j6X1J 2X4 5X6 5x4 plate is 5- wide x 4' long. A 6x8 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. For additional Information on Quality Control 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 persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. I I n 8-0-0 3-4-0 9-4-0 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 of the building design and which must be considered by the bundling designer. 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 truss members on ly 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 Design Criteria: TPI TOMAS PONCE P.E. Additional bmcmg of the wemll stmcture may be requUed. [See IIIB-91 of TRI. muss Plate Institute. TPI, is located BC Dead 10.0 f [� Code Desc: FLA LICENSE #0050068 1005 VANNFS-4A DROVIEDOXI-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, relate to a spe. cific project and accepts no responsibility or exertls- no control with regard to ca fabri- 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 building codes. local cWnstic records for wind or snow loads. project specifications or special applied loads. Unless shown. taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 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. Double cuts on web 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. Trusses are 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 to avoid toppling and doninoing The supervision of erection of (cusses shall be under the control of persons experienced in the tnstallaUon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads stall not be applied to trusses at b any time. 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 20-8-0 � 1-1-9 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 is not erection bracing wind bracing portal bracing or shn9ar ism which is 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 support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified lotions determined by the building designer. specifiedca BC Live 0.0 psf 9 Desl n Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be requited. (See HID-9I of 7P8. (Russ Plate Institute. T'1, is located BC Dead 10.o psf 9 Code DesC: FLA LICENSE #0050068 1005 VANNESSA 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) =Oc 'Rib design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 0- 0 4) 13- 0- 0 7) 0- 0- 0 component and has been based on Ifornation WEBS: 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 any responsibility for dvnages as o result of 2x4 SP #2 3 continuous) braced unless toted otherwise. Y 3) 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 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125irph, 0- 4- 0 487 206 -493 IOT PIN of this lnformatlon as it my relate to a spe- 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 control went do fation Support 2 408# 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 p Support 1 206# trusses. This truss has been designed as an L/999 Impact Resistant Covering and/or Glazing Reg Individual building component In accordance with L=-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 part of the building design by a Building T= 0. 05" ... 1- 2 926 0.36 7- 0 -747 0.16 Designengineerlregistered archited Whenreviewedfara professional 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 sure that 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 braced by sheathing unlass otherwise Ilk specified. Where bottom chords In tension are ] 2 4 not fully braced laterally by a properly applied r(gd ceding. they should be braced at a O maximum spacing spang of I O•-0' o.e C"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 that this drawing is I conformane a with the (abncatars plaits and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In 2X4 writing before cutting or fabrication. Plates shall not 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 unless otherwise shown. Connector plate sizes i are minimum at= based on the force shown 3X4 and may need to be flux d for certain hand- 3X4 Woris and/or erection stresses. This truss not to be fabricated with fie retardant treated —7r 5X6 lumber unless otherwtse shown. For ad anal T 3X4 Information on Quality Control refer to ANSIfM 1-1995 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 423A 4.00" 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 lateral forces shag be de designed (R1-1-7] and talled by others. Careful hand- installed ling Isessential and erection bra" cing Is always EXCEPT AS SHOWN 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 the design 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 Bracing shown 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 shall be applied to trusses until after all fastening and bracing SAN FORD. FL. 32771 which s a 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. cima Additional bracing of the overall structure y be required. (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. g 2x4 SP #3any-ponsmattyfar 1)___==== 0- 0- 0 31 13- 4- 0L5) 2) 6- 8- 0 4)) 6- 8- 0 0- 0- 0 damages as a result ofCsABLE GABL STUDS 2x4 SP #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/or designs furnished to the truss designer All CMPRESSION Chords are asstmisd to be 0- 4- 0 492 49 -543 PIN by the client and the correctness or acourary WndLod per ASCE 7-98, CSC, V- 125nph, continuously braced unless noted otherwise. 13- 0- 0 491 0 -590 BOT H-ROLL of this Information as It may relate to a spe- 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. 0 P 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... CSI ANsf/IPI 1-1995 and NDS-97 to be Incorporated L/999 1- 2 -836 0.43 6- 0 -606 0.15 ns pan of the building design by Budding L=-0.03" D=-0.03" T=-0.05" 2- 3 888 0.44 0- 5 725 0.18 Desincer (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 a local cUrnatic recoils for wind or snow Inds, project speci0cations or special applied hods. RMB - 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 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 I plates shall be manufactured from 20 gauge hot 3 dipped gihanlzed steel meeting ASTM A 653. 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 continuing responsibility for such ven- 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 0-6-6 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minhnum sizes based on the forces shown and may need to be Increased for certain hand- W1` Wg and/or erection stresses. This truss is no to be fabricated with fire retardant treated 5X6 3X4 1-6-0 additionallumber unless otherwise shown. 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)-0 Installing R Bracing. HIB-91. Trusses are to I be handled with particular care during banding 6 1 4 and bundling, delivery and Installation to avoid 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 1-1-9 Mon and for tnsualg literal form shall be 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. scal I e = 0.4296 t RW� 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 e b,� tr,,,�� sought ff CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentrauon of construction loads greater than the design loads shall no be applied to trusses at any time. No loads other than the BRACING WARNING: Bracing 4005 MARON DA WAY 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 pan the building design and which mint considered by the building Bracing TC Dead 7.0 psf O.C, S - Pit: 1.25 acing: 24.0" truism until after all and (407) 321-0064 Fax (407) 32I-3913 er of reduce tonsdesiu shown b for lateral support of trarsa members only to reduce buckling length Protsions must be p BC LIVQ 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 bracing the be BC Dead 10.0 psf Des) n g Criteria: TPI LICENSE #0050068 of overall structure may required. (see HIS-91 of 7Pp. frruss Plate 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 Md Indual building component in accordance with ANSI/IPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the 1=1 building codes. local climatic records for wind or snow loads. ,meet specifications or special applied loads. unless shown. truss has not been destilmed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid 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 meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrcatoes plans and to =11 a continuing responsibility for such verl. flcatkm. Any discrepancies are to be put in writing before cutting or fabrication. Piates shall not be installed over knotholes. knots or distorted grain. 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. Double cuts 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- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to 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 of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to 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 na Alysis 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. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. fituss Plate Institute. TPI. is located at 583 D'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- 4-12 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 4) 8-10- 8 I 6) 0- 0- 0 provided by the client. The designer discbIms myresponsibilitybrdamages asa resultof2-PLY 2x4 SP #2 2 continuously braced unless noted otherwise. fault mincorreel tnformatlon.s y specifications TRUSSI fasten w/3"X 0.120" nails in This 2-PLY truss designed to C arty _________ --- DESIGN LOADS ____________ 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 this Information as It may relate to a spe- 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 ct and accepts H- 15.0 £t, I. 1.00, Ebep.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING �LOCATION_____ ercise nocontolwitharardtofbility rl-- tion. hn li control with regard to laction 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 building component in accordance with Support 2 397# 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 part of the building design by a Building Designer (registered architect or professional L/999 ..TC • • •FORCE ... CSI ..BC ... FORCE... CSI PONDING. Building designer ansst provide k engineed. When reviewed building designer. 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 be checked to be sure that the data shown T- 0. 05" marked t0 prevent UPSIDE DOWN erection. are in agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local elhnatic records for wind or snow (cods. T- 0. 03" project specifications or special applied loads. Unless shown• truss has not been designed for RMB a 1.00 2-PLYS REQUIRED storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- 8-10-8 ouslybraced by sheathing unl s otherwise specified. Where bottom chords in tension are ] 2 3 not fully braced laterally by a properly applied rigid ceding. 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 steel meeting AMi A 653. 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 discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut N for tight Biting wood to wood bearing. Con- 3-" 3-0-0 nector plates shag be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 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 erection stresses. This truss is not to be fabricated with Ore retardant treated I lumber unless otherwise shown. For addlUonai information on Quality Contra] refer to 3X6 5X6 ANS]fM I.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are 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 advice shall 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 WAY SAN FORD. 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 1005 VM'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- 5 component and has been based on lnforn rtion WEBS : 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 x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge any reponsmmtyfor damages "aresult of SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c------------ TOTAL DESIGN LOADS faulty or Incorrect trifortnalion. 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 client and the correnessoraccuracy Analysis based on 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 Information as It may relate to a spe. 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 and accepts no responsibility or continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location exeretsn no control with regard to fabrica- 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 tndWual building 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/PI 1-1995 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 of the building design by Building in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -127 10-1110 Designer(registered architect or professional Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4 4 engineer). When reviewed for approval by the building designer, the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9 i 1 must be checked to be sure that the data shown L/577 at JOINT # 5 BC Vert L+D -44 6- 1 j15 are, lnagreement with the local building codes• 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, MAX HORIZONTAL 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 applied loads. T= 0.06" 2- 3 06 0.92 5- 167 0.47 ----MAR. REACT PER BEARING LOCATION ----- Unless shown, truss has not been designed for MAX HORIZONTAL LIVE LOAD DEFLECTZ storageorocoupanry lords. Thedesignossumo 1ty 48# 70# 9 Loc Ve iz Uplift 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 I rigid ceiling. they should 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 meeting ASIM 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 cut 0-1-0 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 web members shall meet at the centroid of the webs 1-7-7 unless imurwat shown. Connector plate shown — 3X6 are mininnum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stmsses. 'This truss 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 are to be followed In accordance with "Handling 11-6-10 lmtallkng a Bracing. HIB-91. Trusses ate to 1 be handled with particular care during banding 6 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 be designed and installed by others. 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 NOTES ON THIS SHEET. Eng. Installation between uussn to avoid toppling E Job: ` and domtnotng. The aupervLslon of erection of Dwg: Truss I D: L2 `ruses shall be under the control of persons �!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING experienced in the Installation of truss". Professlonal advice shall be so DSgnr: TLY Chk: Date: 1n0-09-02 agnt u needed. CONTRACTOR. Concentration of construction bads greater TC Live 16.0 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 weight of the erectors shall be applied to SANFORD, FL. 32771 which is a pan of the building design and which most be considered by the building designer. Braehng mO.C.Spacing: 24.0" asses onto after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Provisions must be BC Live 0.0 pniacg sf p is completed• made to anchor Lateral bracing at ends and specified locations determined by the building designer. r Design Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 Ps LICENSE #0050068 fihm Plate Institute. TPI, is located at 583 D'Onofdo Drive. Madison, Wisconsin 53719). Code Desc: FLA 16, 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 for an Individual budding BOOT CHORDS: 2x8 SP #2 composite result of multiple loads. 1) 0-==0- 0 3) 8-10- 8 5) 6- 4-12 m cnponentm and WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 4) 8-10- 8 I 6) 0- 0- 0 provided by the client. The designer disc�hns 2x4 SP #2 2 continuously braced unless noted otherwise. any responsibility for damagomaresuLt catiof laul[y or incorrect lnfomalion, specifications 2-PLY TRUSSI fasten w/3"X 0.120" nails in This 2-PLY truss designed to c gin drtY -- TOTAL 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 client and the 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 ----- clticpgc tandacceptsnoresponslbilltyor controlwithregard fabon H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 X-Loc Vert Horiz Uplift -5594 Type 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 as part of the building design by a Building Designer (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 �g P P�d9 • (0.25 englneerl. When reviewed far approval by the -26 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. must be checked to be sure that the data shown T- 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" project specifications or special applied Inds. Unless shown. truss has not been designed for RMB - 1.00 1 2-PLYS REQUERED storage or occupancy loads. The design assumes compression chords (top or bottarrl) are mntlnu- 8-10-8 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 3 not fully braced laterally by a property applied rigid ceiling, they should be braced at a mvtlmum spacing of 10r-0' o.c Connector plates shall be manufactured frorn 20 gauge hot 8X10 dipped galvanized steel meeting ASIM A W. 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 fabricators plans and to realize a continuing roponsibutly for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members sham be cut for tight ntung 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 joint unless 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 centrofd of the webs unless otherwise shown. Connector plate sizes are mmfmum adzes based on the forme shown ma y ay need 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 information on quality Control refer to 5X6 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 -- be handled with particular care during banding 1 5 4 and bundling. delivery and installation 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 Itlon and for resisting lateral formes shall be designed 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 persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dw g TfUS$ ID: L3 Professional n ed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction loads greater than the design toads shall not be applied W loads BRACING WARNING: 4005 MARON DA WAY TC Live 16.0 psf DurFac DurFae� - Lbr: 1.25 russes tat any tune. No other than the weight of the erectors shall be applied to fastening bracing SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing ar similar bracing which 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 n 24.0 trusses until after all and is completed. (407) 321-0064 Faft (407) 321-3913 shown is for lateral support 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 PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of M. BC Dead 10.0 f L.1C LICENSE #0050068 Thins+ 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 Afmfyrh JOB 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 responsibility or 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 (registered architect or professional englneerl. When reviewed for approval by the building designer. the design landings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clhrtatic records for wind or snow 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-cr o.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 to be put In writing before cutting or fabrication. 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. A 6x8 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 m based on the forshown 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 addltional tnfonnation on 0uahty Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection 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 action for trusses requires Such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erecllan of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the 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) (RL7 0) 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: I Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bmg, ctnwind bracing, portal bracing or sbn tar 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 for lateral truss BC Live 0.0 O.C. Spacing: 1 n 24.0 (407) 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 PONCE P.E. Additional bracing of the overall structure may be required. (See HI9-91 of In. Ps Code Desc: FLA LICENSE #0050068 n russ Plate Institute. 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-L0KV0BSIC11FK3 11CS. 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- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 41 provided by the cUenLThedesigner disclaims anyresponsibility 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 Her 15.0 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 this informmllon as h may relate to a spe- Bld Type. Enel L. 40.0 ft W= 10.2 ft Truss Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; auk project and accepts no responsibility or in JNT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 2 520# Support 1 264# exercises no control with regard to fabAea- tlonezi. istrusshasbeendng, shipment and signed not Ct Resistant Coveringand/or GlazingR eq tnnssea. This truss has been designed as an This MAX LIVE LOAD DEFLECTION: ..TC... PORCE... CSI ..BC ... F'ORCE...CSI individual bugling component In accordance with L/999 1- 2 983 0.51 5- 0 -904 0.27 ANSI/M 1-1995 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 part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional To 0. 05" engineerl• When reviewed for appmval by the building designer, 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 braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 3 not fully braced laterally by a pm" 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 for such 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 Infomaatlon on 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 a Bracing'. HI11-91. Trusses am to I be handled with particular cam during banding 5 4 and bundling, delivery and installation to avold 418# 8.00tn 332# 2.50" damage. Temporary and permanent bmctng I 1-7-2 for holding trusses In a straight and plumb pos- e 10-3-0 ttlon and for resisting lateral forshall he m r �p l (R1-7-0) designed and Installed by others. 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 precautionary action for scale m trusses requ res; 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 WAY TC Live 16.0 f DurFacl - Lbr: 1.25 tnasses at an time. No load, other than the y welght of the erectors sham be applied to fastening bracing SANFORD, FL. 32771 Bracing Mng shown on ills drawing b not erection bracing, wind bracing, portal bracing or smaller bracing which Is a put of the building design 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 all and Is completed. (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=====_--_ This This design is for an individual building BOT CHORDS: 2x4 SP #2 collirposite result of multiple loads. 1)==0 0- 0 3) 7- 3- 0 5) 0- 0- 0 component and has been based on Nforrrmtion WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 provided by the cLinL The designer disclaim any for damage as result or SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION ----- y or incorrect a faulty or lncorrtxl Infortnnlmn, specifications and/or designs furnished to the truss designer -�..y atY Shim or wedge if necessary to achieve full WndLod per ASCE 7-98, 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-ROLL of this wormnuon as a my relate to a spe- Bld Type. Encl L- 58.0 ft W. 7.2 ft Truss Support 1 420# PROVIDE HORIZONTAL COIu1ECTION PER SCHEDULE ctlk project and aceepts no responsibility or exercise no control with re rd to fabro• in INT zone, TCDL- 4.2 psf, BCDL_ 6.0 psf r t 2 446# Support 1 257# shipment ofg trusses. Impact Resistant Covering and g° and/or Glazing R beeandn This ti a trusses. This truss has been designed as an designed 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 0.14 ANSI/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 0.18 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional T- 0. 01" engineer). When reviewed for approval by 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 agreement with the local building codes, local clirnallc records for wind or snow loads, RMB - 1.15 project specifications or special applied Inds. Untess shown• truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc conunu- %-3-0 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are ] 2 3 not fully braced laterally by o properly applied rigid ce0ing, they should be braced at e 0 maxbnum spacing of 10'-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 Prior to 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- 1-104 flcauon. Any discmpancim are to be put in 2X writing before cutting or fabrication. Plate shall not be Installed over knothole. knots or distorted 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 cuts on web members shall meet at the centroklof the webs �— 1-1-3 unless otherwise shown. Connector plate sizes are mown sous based the forces shaves 0 6 3X4 ' ma and y need se messed to be d for certain hand- 3X4 Ung n stresses. This truss u not 5X8 too beafabrfntted with fire retardant treated lumber unless 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 in accordance with 'Handling 6-7-0 installing R Bracing', HIB•91. Trusses are to 1 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 Icon and for resistng lateral forces shall be 1-7-0 designed and Installed by others. Careful hand- ling iz eventtal and erection bracing is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 required. Nomml precautionary action for scale = 0.6513 )misses requlies such temporary bmeing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of `rr""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 In ice Installation sought necdc CONTRACTOR. gnr Ds TLY Chk: Date: r0-09-02 i Concentration of construction Inds greater than the design loads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 trussesal anytime. No loads other than the weight of the erectors 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 part of the building design and which must be considered by the building designer. 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 members only to reduce buckling length. Provisions must one BC Live 0.0 psf pacing: is completed. TOMAS PONCE P.E. trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BC Dead 10.0 f Design) Criteria: TPI LICENSE #0050068 of overall structure may be required. (See HIB-91 of 1W. ffr ss Plate institute, 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 designer disclaims any responslbfity for damages as a result of faulty or incorrect Wbrmation. specifications and/or designs fumished to the true designer by the client and the correctness or accuracy of this Warrnatlon as it my relate to a spe. elite project and accepts no responsibility or exercises no control ahh regard to fabrtca- non. handling, shipment installation tallation 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 approval by 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. local elloatic records for alai 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 cuts on 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 and erection 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 tallatbn to 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 erection of trusses shall be under the control of persons experienced in the installation of trusses. professional advice stall be sought If needed. Concentration of construction Inds greater than the design lands shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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`ION PER 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 Ilk 1 2 0 2.00 I 4 IT 3 212# 8.00" 87# 2.50" 1-7-2 4-3-0 54# 2q50 11 (R1-7-0) 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• DurFac - Lbr: 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 bracing of the overall structure my be required. (See HIB.91 of TP6. BC Dead 10.0 ps f Designs Criteria: 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=O ====_________ This design is for an tndlvldual building BOT CHORDS: 2x4 SP #2 ccuposite result of multiple loads. 0 3) 1- 8- 4 component and his been based on information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 provided by the dent. 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 ----- faulty or incorrect 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 the correctness 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 of this information as it may relate to a ape- Support 1 226# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf rifle project and accepts no responsibility or exercises no control with regard to fabrica- Support 2 125# Impact Resistant Covering and/or Glazing Req shipment andbeen installation of trusses. MAX LIVE LOAD DEFLECTION: L/999 This has trusses. 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 0.01 as part of the building design by a Building T= 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 ain agreement 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' braced by sheathing unlna otherwise — - specified. Where bottom chords In tension ate 1 2 not fully braced laterally by a properly applied rtod ceiling, 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 mwtng to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responstbWty for such verl- Ilcttlon. Any discrepancies are to be put in 0-11-2 writing before cutting or fabrication. Plates shall not be tnstallcd over knotholes. knots or distorted grain. Members shall be cut for tight fltUng wood to wood bearing. Con- 14-7 nectar plates shall be located on both faces of the truss with nazis fully imbedded and shall be 0-" sym. about the joint unless otherwise shown. A 5x4plate lo wide x 4' long. A 6x8 plate is G wide Slots (holes) run parallel to 8'wale x ' 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 refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES 0-8-0 AB bracing and erection recommendations are be followed 'Handling Plate Height to In accordance with 1-� 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 and for resisting lateral forces shall be (RI-7-0) designed and installed by others. 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. Normal precautionary action for Seale t Wtnllatlon between lnuan to avoid toppling IrWanUtissesrcnbet eentrussessuch tarybreting topplitg WARNING: 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 be CONTRACTOR. 4005 MARON DA WAY TC Live 16.0 f � DurFac - lion: 1.25 Concentration of construction hods greater than the 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<Z erectors shall be applied to fastening bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 O.C. S I ae)n : 2 4.0" 9 L trusses until after all and Is (407) 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 PONCE P.E. made to anchor lateral bra cing at ends and specified locations determined by the building designer. Additional bracing the BC Dead . 100 f pS Design) Criteria: TPI of overall structure may be required. (See HIB-91 of TPQ. fRuss Plate Institute, TPI- is located 583 D'Onofrto Code Desc: FLA LICENSE #0050068 1005 VANNE4,4A 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- 8 component and has been based ontnfomatlnn provided by the client- 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 or responsibility information. specN©eons are assumed supports. g its . Interior bearing locations should continuously braced unless noted otherwise. ----MAX. REACTIONS X-Loc Vert PER BEARING Horiz Upliftl LOCATION----- Y-Loc Type and/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 by the client and the correctness or accuracy necessary to achieve full bearing. bearing. 0- 4- 0 248 235 -422 i0T PIN or lids information as it may relate to spe- cillc project and accepts no responsibility or faUon 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 rt 1 422# 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 individual building component In accordance with Support 3 65# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ANSI/TPI 1- 1995 and NDS-97 to be incorporated a a part of the building 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 approval by 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: local climatic records for wind or snow loads, T= 0. 02" project specifications or special applied loads. Unless shown• truss has not been designed for RMB = 1.15 storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- 6-0-8 ously braced by sheathing unless otherwise N speced. Where bottom chords to tension are 1 2 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I(Y-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gamantted steel meeting AS -FM A 653, Grade At Attach wit 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 be put 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 nectar plates shall be located on both fain of the truss With nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wlde x 4' long. A Bx8 plate is 6' 0-6-6 wide x B- 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- Is not3X4 to be firerretatardant treat. Ibis ed 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 bracing and erection recommendations are to be followed In accordance with -Handling 5-4-8 InstaWng ti Bracing• HIB-91. Trusses ato Trre - 14 '1 be handled with particular core during banding 31 and bundling• delivery and Wtallatlon to avoid damage. 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 and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports required. Normal precautionary action for scale = 0.5459 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: READ ALL 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 than the design Inds shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 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 PONCE P.E. made to "char lateral bmctng at ends and specified locations determined by the building designer. Additional bmehig of the BC Dead 10.0 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- 0 provided by the client. The design disclaims This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for Inferdamages as a t'sh of supports. . Interior bearing locations should continuous) braced unless noted otherwise. X-Loc Vert Horiz lift Y-Loc faulty or Incorrect Information, 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 of this information as it may relate to a ape- Field Connection at Support 1 mist be able 4- 7- 4 59 0 -55 HOT H-ROLL cLnc project and accepts no responsibility or PROVIDE UPLIFT CONNECTION PER SCHEDULE: 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 psf ANSI/7W 1.1995 and NDS-97 to be Inmrpomted MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/ Glazing R eq as put of the building design by a Building L/913 at Mid -panel # 1 Designer (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 that the data shown T- 0 . 01" are in agreement with the local building codes, 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 L oust' braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are 1 2 not fully braced laterally by a property applied rigid ceiling, they should be braced at a r— madm muspacing of 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. Double cuts on web 3X4 1-0-2 members shag meet at the centroid of the webs unless otherwise shown. te Connector plate sizes 0-6-6 aminimum styes based on the forces shown and may need to be increased for certain hand- ' 3X4 Attach %vithl ling annis erection stresses. This Ins not 5X6 10d Toe-Nailsi) to be fabricated with fire retardant treated 1 lumber unless otherwise shown. For additional 1 Inf—tion on Quality Control refer to ANSI/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. The supervision of erection of (musses shall be under the control of persons experienced in the installation of truss'. 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 to trusses until after all fastening and bracing is completed. I 3.00EKI 0-8-0CK L 4-0-8 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 TL20 GA TESTED PER. ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: =Maronda Systems y A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf 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 must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must 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==____ ====.=o This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0_- Oa 0 3) 3- 4- 8 component and has been based onmformatmn SLIDERS: 2x4 SP #2 composite result of multiple loads. 2) 3- 4- 8 4) 0- 0- 0 provided bythe clfor ient. 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 bearing y X-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 ehemand the correctness oraccuracy necessary to achieve full bearing. bearing. 0- 4- 0 161 143 -293 HOT PIN of this inforuatbn as It may relate to a spe- arc project and 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 ASCS 7-98, 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 has been designed as an Support 2 181# .. TC... FORCE... CSI ..BC ... FORCE ... CSI Bld Type. EnCl L- 58.0 ft W. 3.4 ft Truss ndtidual building component in accordance with Support 3 41# 1- 2 35 0.28 4- 3 -112 0.15 in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf ANSI/TPI 1-1995 and NDS-97 to be Incorporated as of the building design by a 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 for wind or snow loads. T- 0. 00" project specifications or special applied bads. 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 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigid ceiling, they should be braced at a 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 otherwise shown. n. O Nh FABRICATION NOTES Mar 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 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 the webs 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 and Installation to avoid damage. 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 and erection bracing is always required. Normal precautionary action for EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVTPI 1-1995 Over 3 Su PPD scale = 0.8355 Wsallaiequbnsuch ntruss sttiry oavoidtftig toppli during Installation between musses to 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 be so 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. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erecton bmcbi& wind bracing, portal bracing or similar bracing TC Dead 7.0 psf De - Pit: 1.25 weight of the erectors shall be applied to trusses until after all futening and bracing SANFORD, FL. 32771 (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.t„/Spacing: I� g• 24.0" is completed. TOMAS PONCE P.E. made to anchor lateral bin at ends and s locations(determined a fry the building designer. Additional bracing the BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 of overall structure my required. y requited. (See HIH•91 of TPr1. 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 or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are 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 at a 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 drawing to verify that this drawing is In conformance with the fabricator's plans and to wallas a continuing responsibility for such vert- Ilcation. 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 Ught ruling wood to wood 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. A 6x8 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 webs unless otherwise shown. Connector plate stns arc minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with 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 of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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 2-0-8 Ilk 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. Ds gnr: 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 bracing which b a of the budding des 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 members lateral support of tmembers only 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. made toverall ArkiLnal bracing of the structure may be required.Dead (See His of TPI). 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 This design for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0-2- 1 3) 0- 9- 0 component and has been based on information WEDGES: 2x4 SP #2 composite result of multiple loads. 2) 0- 9- 0 4) 0- 2- 1 provided bythe client. Thedesigner dtclmnu anyresponsibWtyfordamagesasaresultof This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- faulty or tmm�ect Information. specifications supports. Interior bearing locations should continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift 1Y-LOC Type and/or designs furnished to the 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 Information m it may relate to a ape- MAX LIVE LOAD DEFLECTION: WndIAd per ASCE 7-98, C&C, Ve 125mph, 0- 8- 4 7 0 -1 BOT H-ROLL cUic project and accepts no responsfbNty or control with regard fabrics- cJCC... L/999 Ha 15.0 ft, Ia 1.00, Exp.Cat. B, Xzt. 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: h n li t tian, handling, shipment and Installation of ... o L. 0. 00" Da 0. 00" Ta 0.00" Bid a EnCl L- 58. 0 ft Wa 0.8 ft Truss =�1x- Support 1 111# 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 accordance with Ta 0. 00" Impact Resistant Covering and/or Glazing Req ANSIrM i-IM and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: m par of the building design by a Building Ta 0. 00" ..TC ... FORCE... CSI ..BC FORCE... CSI Designer (registered architect or professional1- engineer). When reviewed for approval by the Ith1B a 1.15 ... 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 by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigid ceiling, they should be braced at a 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. unless otherwise shown. 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- fl icing My dashing or are io be put m writing before or fabrication. 0-10-14 ledover Plates shall not be Installed wee knouwln, t be In knots or distorted grain. Members shall be cut for ught facing wood to wood bearing. Con- I-2-7 nector plates shall be located on both faces of 0-6-6 and shall be the truss with malls fully unless otherwise dyer. about the joint unless otherwise shown. A 21 5x4 plate is 5- wide x 4- long. A Cub plate Is 0' wide x ff- long. slots (holes) ribs parallel to the plate length specified. Double cuts an web AttAtt Attach with (1) members shall meet at the centrold of the webs Toe -Nail§ 10dare unless otherwise shown. Connector plate siz $X6 minimum alms based on the forces shown and may need to be Increased far certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with (ire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ' ANS]fM 1-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed In accordance with -Handling L 0-9-0 L Installing & Bracing'. HIB-91. Trusses are to be handled with particular cue during banding 4 3 and bundling, delivery and Installation to avoid 65// 7.50rr SN 1.$O° damage. Temporary and permanent bracing for holding trusses In a and plumb pos- 1-1-9 %gi9�.50r' 10-0-1 feforces aaloes and for misting literal forces shall be designed and installed by 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 trusses mquitts such temporary bracing during Installation between tr,raaes to avoid toppling and dominoing. The supervision of erection of trusses shall be under the 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 Truss IDI: V Profnsion�al dviice hall bee sought trusses. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction Inds greater than the design loads shall not be appliedto BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psf DurFae Lbr: 1.25 trusses at antime. No bads other than the Y Brashown on this draw b not erection brae cing drawing ling, wind bracing, portal bracing or sbn8ar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to trusses until after all fmtenbng and bracing SANFORD, FL. 32771 which Is a part of the building design and which most be considered by the building designer. Bracing is for lateral BC Live 0.0 O.C.Spacing: p g• 24.0" is completed. (407) 321-0064 Fax (407) 321-3913 shown 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. psf Design Criteria: TPI TOMAS PONCE P.E. Additional bmeung of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 ps f LICENSE #0050068 rrmw Plate Institute, TPI, Is located at 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- 0 component and has been based onlntotmatwn WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 0-15 4) 9-10-13 I provided by the client The designer dls.cla ns any responsibility for damages as a result of WEDGES: 2x4 SP #2 continuous) braced runless noted otherwise. Y faulty or incorrect information. specifications End vertical(s) not designed for exposure l ------------ TOTAL 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 by the client and the correctness oraccuracy H. 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 Of this adormauon as U. may relate to a spe- Bld Type. EnCl L- 58.0 ft W. 9.9 ft Truss Support 1 588# SuPPO B- Vert L+D 0 0- 0- 0 -38 13 exile project andaccepo no responsibility or esercisn no controlwlth regard W fsbria- in END zone, TCDL- 4.2 psf, HCDL- 6.0 P psf 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 Individual building component In accordance with L/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 part of the budding design by a Budding Designer (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 applied loads. 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 braced by sheathing unless otherwise specified. Where bottom chords intension art 1 2 3 not fully braced laterally by a properly applied rigid ttilin& 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 of the webs unless otherwise shown. Connector plate sixes arc mlnirnum slzes based on the forces shown and may need to be increased for cenam hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated 4X6 lumber 3X4 unless otherwise shown. For additional 3X8 Inforrrutun on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bmcing and erection 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 and Installed by others. 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 trusses to avoid toppling and dommomg. nerthe control oferectionof tresses shdg be under the control persons 1[ =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 al advvice shadthe besough if nKeed. CONTRACTOR. Dsgnr: TLY Chk: Date: 110-09-02 Concentration of construction loads grater than the design lads shall not be applied to BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 PSf DurFac - Lbr. 1.25 trusses at any tone. No loads other than the ors weight of the erectshall be applied to SANFORD, FL. 32771 Bracing shown on this dmwtng b not erection brac cing• wind bmcut& portal bmng or similar bracing TC Dead 7.0 psf DurFac 1.25 ftPit: u'usses until after all fastening and bmctng (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 lateral support of truss members only to reduce buckling length Provisions must be BC Live 0.0 pq O.C.OSrlaein pacing: 24.0" la completed. TOMAS PONCE P.E. made to anchor lateral bmdng at ends and specified locations determined by the building designer. Additional bracing of the be 0 BC Dead 10. Design) Criteria: TPI LICENSE #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- 9 component and has been based on Information WEBS: 2x4 SP #3 eemposite result of multiple loads. 2) 4- 6- 9 4) 0- 3- 2 provided by the client. The designer disclaims any n:orinsmrectIility for aresunor WEDGES: 2X4 SP #2 All COMPRESSION Chords are assumed to be Infoages rmation, specifications faulty or Incorrect Infomtation, specifkatbns �s truss is desi ed to bear on multi le � P 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 TO by the client and the correctness or accuracy be marked on truss. Shim or wedge if transfer 52 pounds of horizontal reaction TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 of this bdormauon as it may relate to spe- necessary to achieve full bearing. WndLod per ASCB 7-98, CSC, V. 125aph, BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 cMcprgeaandacceptsnoresponsibilltyor no control regardfabrtca• Hit 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION---__ ent t lion, handling, shipment and WtaBauanof Uon,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 Individual building component in accordance with Support 2 430# 0- 2- 8 28 121 -375 LiOT PIN ANSI/TPI I-1995and NDS-97tobeincorporated Support 3 56# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 4- 7- 2 240 0 -56 BOT H-ROLL as part of the building design by a Building MAX LIVE LOAD DEFLECTION: 1- 2 -10 0.42 4- 3 1 0.31 Designer (registered architect or professional When for L/999 3- 0 0 0.08 engineer!. reviewed approval by the building designer. the deatp loadings shown L=-0. 01" D= 0.00" T=-0.01" must be checked to be sure that the data shown MAX HORIZONTAL. TOTAL LOAD DEFLECTION: are In agreement with the local building codes. T- 0. 00 a local clbnatlo records for wind or snow bads. MAX HORIZONTAL LIVE LOAD DEFLECTION: project speelficatiom or special applied loads. 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 braced by sheathing unless otherwise 1 specified. Where bottom chords In tension are I 2 not fully braced laterally by a properly applied rigid ceWng, 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 to verify that this drawing is in conformance with 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 be cut 2-2-2 for tight Rung wood to wood bearing. Con- 2-5-11 nectar plates shall be located on both fain of the truss with nalis folly bnbedded and shall be 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 sizes an minhnum sizes based on the forces shown ma and need to 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 lumber unless 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 experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weigh) of the erectors sham be applied to trusses until after all fastening and 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 n O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 shown is truss members lateral support of trumembers only to reduce buckling length. Provisions must be made to anchor 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 Dead 10.psf 0 LICENSE #0050068 nrvss 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- 0 component and has been based on Information WEDGES: 2x4 SP #2 composite result of multiple loads. 2) 7- 0- 0 4) 0- 2- 0 provided by the cslenLihe designer disclaims a"yresponsrounyfordamagesasaresultof This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING �IA)CATION----- faulty or incorrect Information. speclllcatiors supports. Interior bearing locations should continuously braced unless noted otherwise. X-LoC Vert Horiz lift Up 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 accuracy necessary 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 a spe- WhdLOd per ASCE 7-98, C6C, V. 125mph, 6-10-12 81 0 -52 HOT H-ROLL eUlcprejectand accepts noresponsibility or exercises no control 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 of Support 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 or professional ngWhen reviewed for approval by the T- 0.00" ..BC ... 1- 2 -71 1.00 4- 3 0 0.85 bng designer, the design loadings shown building MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T- 0.00" are in agreement with the local building codes. local climatic records for wind or 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 otherwise specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properlyapplied rigid ce0ing, they should be braced at a I-- 6.00 marmnuspacing of IO'-0• o.Connector m e plate shall be manufactured from 20 gauge hot dipped g lvantzed steel meeting A.S`IM A 653. Connection designed Grade 40. unless otherwise shown. by others. FABRICATION NOTES Prior to fabrirallon. the fabricator shall review this drawl" 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 nector plates shall be located on both facts of the truss with nalls fully imbedded and shall be 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 followed In 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 and erection 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 the control 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 GA TESTED PER ANSUTPI 1-1995 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 be considered 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) 321-3913 shown is for lateral support of truss members only to reduce buckling length. 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 bracing of the overall structure may be required. (See HIB-91 of TR). Rate Institute. $C Dead lo.o Psf Code DeSC: FLA LICENSE #0050068 1005 VANNFSSA DROVIEDOXI.32706 fihrss TR. 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 faulty or Inmrxct information, specifications and/or defurnished designs fuished to the truss designer Fry the client and the correctness or accuracy of this Information as It may relate to a ape - elf c project and accepts no responsmWty or exerels 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 the building 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 meeting ASrM 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 responsibility for 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 shall be located on both fan of 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 Control refer 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 erection of 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 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 sham is for lateral support of Lruss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of 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 component and has been based oninformt1 n WEDGES: 2x4 SP #2 composite result of multiple loads. 2) 3- 1- 8 4) 0- 2- 0 provided by the client. 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 UP Y-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 af this lnfomsationasitmayrelate toaape, MAX LIVE LOAD DEFLECTION: WndLod per ASCE 7-98, C&C, V. 125mph, 3- 0- 4 36 0 -27 BOT H-ROLL eNe project and accepts no responsibility or control regard exerLion. L/999 H. 15.0 ft, I= 1.00, EXp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: hes li t lation lion, 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 support 1 287# 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/7P1 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building Designer (registered RM.Wtect or professional 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 that the data sham are in agreement with the local budding codes, local climatic records for wind or snow loads• project specifications or special applied loads. unless shown, truss has not been designed for storage or occupancy loads. The destp assumes compression chords (top or bottom) are conunu- 3-1-8 I, ously braced by sheathing unless otherwise ^ i specified. Where Where bottom chords In tension are 1 ] Z not fully braced laterally by a property applied ngd cellmg, 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 shall not be installed over knotholes. 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 sizes are are minimum stbased on the forces show and need to be Increased for hand- with 1 ( ) may certain ling and/or erection stresses. 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 to ANSI/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 to be handled with particular can during banding 4 3 and bundling• delivery and Installation to avow damm age. Temporary and permanent bracing 154N S.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 lateral forces shall be designed by IletIs (R1 and installed others. Careful hand- C/L : -0-4 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSt/TP1 1-1995 Over 3 Supports 0.8792 required. Normal precautionary action for scale = trussMstastionb weench�Qttary�clop ling and dommotng. The supervision d erection d trusses shall be under the 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 than the BRACING WARNING: 4005 MARONDA WAY TC Live 16.0 psr DurFac DurFac - LIJr: 1.25 weight of the erectors shad be applied to SAN FORD, FL. 32771 Bracing shown on ilhis drawing is not erection bracing, wind bracing• portal bracing or slmllar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psr O.C. Spacing: - Pit: 1.25 we ir 24.0" trusses after all fastening and bracing is completed. (407) 321-0064 Fax (407) 321-3913 of shown is for lateral support truss members only to reduce buckling length. Pions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Live 0.0 pSr Designs p g Criteria: TPI TOMAS PONCE P.E. Additional bracing ofma the overall structure y be mcpdred. (See HIB-9I ofTPd BC Dead 10.0 psf LICENSE #0050068 . flYvus Plate Institute. TR. Is located at 583 D'Ondrto Drive. Madison. Wisconsin 53719). ,.1 Code Desc: FLA 16- loos VAMESSA DROVIEDO.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= ===___ Thts design 13 for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 2 0 3) 1- 1- 8 component and has been based on Information WEDGES: 2x4 SP #2 ecmposite result of multiple loads. 2) 1- 1- 8 4) 0- 2- 0 provided by the client. 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. Y X-Loc Vert Horiz lift Uplift Y-Loc Type and/ordesigtsfunUshedtothetrussdesigner a o be marked an truss. 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 of this Information as It may relate to a ape- MAX LIVE LOAD DEFLECTION: WhdLod r ASCE 7-98, C&C, V. 12 per 5ufph, 1- 0- 4 12 -7 I�SC H-ROLL cific project and accepts no responsibility or exembesnocontrol 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, shipment and 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/IYI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design 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 by sheathing unless otherwise 7�l specified. Where bottom chords In tension are 1 21 not fully braced laterally by a Properly applied rlgd ceflbrg• 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 distorted gain. 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 Gx88x8 plate is 6' 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 alms based on the form shown and may need 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 to ANSI/IW 1-190 PRECAUTIONARY NOTES Ail bracing and erection recmunendatlons ane 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• delivery and Installation to avoid Sill/ 8.00" 2511 2.50" damage. Temporary and permanent bracing for holding troves in a straight anun d phb pos- Icon and for restating lateral form shall be I 1-1-9 I 13# 2. " bl}6 designed and installed by others. Careful hand- II' la (RI-1-7) C/L: ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports 1 = 1.5123 required. Norval precautionary action for sc e truss dud sionbet such ntrusscstoav id trigop ling Installation Installation between )roves to avoid toppling or erection of and domha l b The r the trusses dorm shall be under 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 Truss ID: Z2 experienced in the Installation of trusses. Professional advice shall be sought if needed. CONTRACTOR. gnr DS TLY 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 WAY TC Live 16.0 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 24.0 untn after all and is completed. (407) 321-0064 Fax 321-3913 truss members shown is for lateral support of trumembers only to reduce buckling length. Provisions 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. Addlt,analbracing arthe ovemuatrcturemayberequired. (See HIB-9I ofTPn LICENSE. #0050068 rrnsss Plate Institute. TPI, is located at 583 D'Onafrio Drive• Madison, Wisconsin 53719). 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- 0 component and has been based an Information y7�gS: 2x4 SP #2 composite result of multiple loads. 2) 3- 4- 0 4) 0- 2- 1 1LOChTICN provided by the client. Thedeslas a resudisclt of any for damage as result of This truss is designed to bear on multiple All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING ----- y or incorrect faulty or Incorrect Information. specifications a supports. Interior bearing locations should �� g continuous) braced unless noted otherwise. y X-Loc Vert Horiz Uplift IY-Loc Type and/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 PIN by the client and the correctness or accuracy necessary to achieve full bearing. transfer 99 pounds of horizontal reaction 0- 1-12 160 127 -330 BOT PIN of this information as it may relate to a spa- MAX LIVE LOAD DEFLECTION: WndLod r ASCE 7-98, CBC, V= 12 1?e 3 - 2IDE 63 -55 130T clmc project and accepts no responsibility or regard exercises no control with to fabrica- L/999 H= 15.0 ft, I= 1.00, Cat. B, Rzt= 1.0 1� 1. 0 PROVIDE UPLIFT C CONNECTION 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 ... CSI as part of the building design by a Building T= 0.00" 1- 2 -33 0.30 4- 3 l Designer (registered architect or professional -1 0.24 engineer). When reviewed for approval by the RMB = 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project speelflmUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate contlnu- L 34-0 L ously bractd by shesthing units otherwise ^ I specified. Where Where bottom chords In tension are I 1 2 not fully braced laterally by a properly applied 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 with Grade 40, 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 2-2-6 for tight ruling wood to wood bearing. Con- 2-5-15 nectar plates shall be located on both faces of 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 TT 7 the plate length specified. Double cuts on web 1 members shall meet at the centroid of the webs 0-6-6 unless otherwise shown. Connector plate stars are miumum strn based on the forces 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 of trusses. 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 of the 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: 312-12 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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: 1.25 BRACING WARNING: Bracing shown on this drawing Is erection bracing, wind bmctng, portal bracing or similar 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. Bracing shown is for lateral support of taw members only to reduce buckling length Provisions must be 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: TPI of overall structure may required. (See IfIB-91 of TPI). rrruss Plate Institute, TPI, in bated at 583 D'Onofno Drive. Madison. Wisconsin 53719). ps Code Dese: FLA TOTAL 33.0 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 provided by the stint- The deelgter disclai ns 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 building component! in accordance with ANSI/7P1 I.19% and NDS-97110 be incorporated as part of the building design a Budding Designer (registered architect Qr professional englneed. 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 of the webs unless otherwise shown. Connector plate sixes are minimum stets based on the forces shown and may need to be Increased for certain hand- ling and/or erection 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 NOTES Ail bracing and erection recommendations ate to be followed In accordance with -Handling Installing R Bracing' HIB-91. 1Trusses are to be handled with particular are during ban and bunbundling. delivery and bnslaalbuon to avoid damage Temporary and pemenent bmeing for holding trusses In a stralgfit and plumb pm- 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 and dortnmoing. The supetvislun of erection of trusses shall be under the coninal of persons experienced in the trutaluationiaf trusses. Professional advice shall be sought ti needed Concentration of construcuon'lmds grater than the design Inds shall not be applied to trusses 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 be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB 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: EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LM aronda Systems 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 which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss; members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemll structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Muss Pbte Imtltute, TPI, is located at 583 D'OnoGto Drive, 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 PASS Total base points: 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 -BUILT FLASPESditioned X BSPM = 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 -BUILT FLASPESditioned X BWPM = 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:FP q�O�'CHE ST,gl�,O.o EnergyGaugeTm 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 ft 0.0 ' _ 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. H VAC 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 86 for 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 www fsec. ucf edu for information and a list of certified 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. LP �g. 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-j E . 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 2 a P.C. Q D'D' W02 WO W0 c1 L500°11'46"E 73. Wov`" oW 0- MUST BE 16M ABOVE CLOWN a W 9 OF ADJAC -;AT F�JAD UNLESS N OTHEF'IVM E APPROVED CROWN COLONY WAY _ NOTES. (i P.C. 500' I I'4G'E - FLOOD CERTIFlCATION 1. 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 STAKED 4. 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 ACRES 'fE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON ERTAINING TO EASEMENTS• RIGHTS OF WAY. SETBACK EFLECT DR SET FORTH ALL SUCH MATTERS. SUCH LINES, AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS ABBREVI A T IONS/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 EASEMENT L.S.-LAND SURVEYOR -P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE RC -CAI C LENGTH L.B.-LICENSED BUSINESS.C.-POINT �� CENTERLINE A/C -AIR CONDITIONER PA OCHRBRCF/pµORp RECORDSEASEMENT 5,tUE:P (NT -OCOMPOUND CURVATURE O.E.-UTILITY I DREAN� UTILITY .-S.E d aDELTA (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 THE GWTURE AND RAED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER 11 . - 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