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Home My WebLink About138 Crown Colony Way 03-1345PERMIT ADDRESS CONTRACTOR _ Maronda Homes Inc. of Florida ADDRESS 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR \J MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE t7 t7 SUBDIVISION O \ rin n En PERMIT # �� DATE PERMIT DESCRIPTION oG r- PERMIT VALUATION SQUARE FOOTAGE �d c� 0 t7 H th CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 138 CROWN COLONY WAY for which permit 03-00001345 has heretofore been issued on 3/26/03 has been completed according to plans and specifications filed in the office of the Build' g Official prior to the issuance of said building permit, to wit as ( ) S�r�Q� F(Z,rv�l„� i(�il complies with all the building, plumbing, elect 'cal, zoding 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 DATE APPROVAL BUILDING: FIRE: Finaled \ _ 'o- Inspected ZONING: Inspected UTILITIES: Water ( Sewer Lines In J11J? Q3 Lines In Meter � Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage w Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 11111 Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 3/26/03 10.00 01-APPLCTN FEE -BUILDING 3/26/03 10.00 01-APPLCTN FEE -MECHANIC 3/26/03 10.00 01-APPLCTN FEE -PLUMBING 3/26/03 10.00 02-ENGNG DEVLPMT FEES 3/26/03 10.00 01-FIRE IMPACT - RESIDENT 3/26/03 59.27 01-LIBRARY IMPACT FEE 3/26/03 54.00 01-OPEN SPACE 3/26/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building'located at 138 CROWN COLONY WAY for which permit 03-00001345 has heretofore been issued on 3/26/03 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 01-RADON GAS TAX FEE 01-ROAD IMPACT -FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 91.93 12.64 847.00 12.64 1384.00 650.00 1700.00 ff\��ko �Ano%2,3 (--% OWNER BUTLDING OFFICIAL DAT CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION * * * * SINGLE FAMILY RESIDENCE* DATE: PERMIT #: ADDRESS: \,��U CONTRACTOR: PHONE #: LAC)— L\r) !_� 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. �,ngoineering ltl! 3/03 Public Works �1 Utilities OFire r\ I N OZoning Y-, � A OLicensing L � CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) Y y CERTIFCATE OF OCCUPANCY vPG� l 0 3 REQUEST FOR FINAL INSPECTION �• &�c, Vncr **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT a ADDRESS: CONTRACTOR: MO..C''p Zl_ PHONE #: LAC, ' L1'1 -,P,- 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. -E gineering OFire _Public Works i`! "�°��rIs � ,l\ / j Zoning Y v -Utilities OLicensing L, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) • � i ` i i 1 1 I CERTIFCATE OF OCCUPAN(A� REQUEST FOR FINAL INSPEC I 1 _s **** SINGLE FAMILY RESIDENCE**'= ►•� r 1 DATE: `\-\O- U3 u Cc: ►� � ° E 1 PERMIT #: ADDRESS: H s O ea CONTRACTOR: PHONE #: y01- yr) S —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. DEngineering u Pu `li( D tiliti COND DFire (\ I N DZoning Y\ � A DLicensing L qLY IF APPROVAL IS CONDITIONAL) "AYONE 1A LAND SURVEYORS Address: 138 Crown Colony Way 0 300 COUNTY ROAD 427 5OUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 630-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Legal Description: Lot 24, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 24. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). Donanick F. !;avon. F'.orida !,and 1z.urv-:vor : i Mapper Reg. No. 2005 l.icensea Businr.ss No. 50,73 11-6-2003 Date Fieldwork Completed W.O.# 2003-15225 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important Read the Instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 138 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 24 1 Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: U GPS (Type): ( ##° ##' ##.## or ##.f#/###°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME I B3. STATE ROWN CCNYOLO1120294 FM sou B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEREMSED DATE B8. FLOOD ZONE(S) (Lore AO, use depth of flooding)12117C 0045 E 4M7195 41117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 139: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Bamer Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevafions are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram aocAely represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3: as 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. Daturr�' NGVD 1929 Conversion/Comments WA Eleva on reference mark used NIA Does the elevation reference mark used appear on a FIRM? Y El No the to X a) Tof bottom floor (including basement or enclosure) ft.(m) o b) Top of next higher floor _. _ft.(m) U) a o c) Bottom of lowest horizontal structural member (V zones only) o 0 o d) Attached garage (top of slab) _. _ft.(m) E 0 o e) Lowest elevation of machinery and/or equipment u, ca servicing the building (Describe in a Comments area) X f) Lowest adjacent (finished) (LAG) _ft.(m) 7 9Sft. (m) z' 0 grade N o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) 0 o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME LICENSE NUMBER TITLE 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 information 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. Po5Ly 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/oompany, 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. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(c m) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servidng 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 floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners 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 coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLOMDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 S19NATUEZE le ' DATE , TELEPHONE 407-475.9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable 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 infornation. (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 community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPUANCEWCUPANCY 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 COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. ��l y� This permit shall authorize work to be done in the City of Sanford based'on the approved construction plans and this information provided below: Right of Way Utilization ....... El Driveway ....... 0 Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. -OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407-475-9112 FACSIMILE:407-475-9115 Project Location or Address: LOT 24 - 138 Crown Colony Way Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: To: Approval Date: Emergency Repairs ....... ❑ Proposed Activity: Driveway Installation ..... 0 Aerial Utilities .............. ❑ Underground Utilities .......❑ Bore and Jack .......... ❑ Open Cutting of Roadway..... ❑ Sidewalk Installation........ ❑ Other .................. ❑ Specific Description: ............................................................................................... Excavation Information: Total Length (FT) Number of Open Roadway Cuts Panel: 5 Aerial Information: Length (FT) Number of Poles (Existing) (New) ------------------- It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresaid rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities are within the public right-of-wa . * CALL THE P WORKS DEPT. AT .5681 TO SCHEDULE A PRE -POUR INSPECTION APPLICANT SIGNATURE DATE: 3/5/2003 ................................................................................................ Reviewed: Public Works Utilities APPROVED: Engineering Date: Date: Date: o0 FEE: JU_ :1. A 4: K) X'y f'Y ji .0 23 15-4.%3 (CITY) ccogify NUAGjAza WHIT =RFSIS. '0:7 TRACT VLAT rwoKa PLAY SCOT 91 Otoill, NO!"l: .......... ................. I I. }CEO CRIPTICMa Singlo Faoily Homan Datawbod - 0mi"Tructimi --------------------------------------------------------------- KNEVIT RAI F- FEE UNIT RATE PNR N Q TYPH TOYAL. np Tyl I XY-.: :; -'- 11 . 11-111, 01% U:,41TS -0606 --------------------------------------------------------------- -- * , ....... ANTERYOLS co -WIDE 0 dwl unit 0 V05.00 .01-;*. dwl unit 0 112.00 112.5) L X0401Y Ly WIDE I. i cwl unit 51.00 A 5 50. 00 dwl unit 11,321.00 1 0 qnul,00 VAIL,. H01::: TO R!-*.'CFlVlKG S IGNATURY/APPL Y CANT c FAXK(!RE ") tolflo"( nwholl MID) 1-h- IN YUjA LYABIKITY VLR TER FEE. S10' I ,,*:!.I;!:,.l.Y my NosunT I-COUNlY hl I! L)A'ONT A'& hDVXSEO THAT THIS 113 A ETATK%NT 07 FEES W: D rl'. f .;T PAYABLE PRXCR TO ISOUrVC& UF A BUTLOY&O PS?H!V,. K !A ADVIEEO THnT hlY RIGNTS OF THa ANPLACAMY, OR UWAYNI, YEE COLCULATXUPS OF TtE RUnn, CTK*M.Q) XNPnUT FLEB HOOT BE E&pRcNbKo BY v 1 p 1 A 15 COLENDAR LAYS BF Tl 41 0414(010% T&G: hKIVW, I&V TKIY L.fY:u.R THAM UENTYFICATE 00 90106*0Y CGb Olt.* 1*11!:,: !14T1'NV:l:,i-.t-oAI?ES nURNAfhl1COt.::c. dn%NIGo-; LP, QR MEGLCSIAD, wwumq Ks& Pl.(ql im-1*0:4p; VoA LKV ! ;Q7;T FATTA:Y!, FLORIDA 3PYYI; 100A 6L501?Q. V.:*-, TO. ;Tf CR ".0110, 12RIVIT, ONO !JZ140 cm mury kQXLDXkT PERMIT fKV&SK nY Vn Y(h' 1:301AK; TYKAIALAT is VATD (:,id Y IN CONJUNITION WnTH FONIKY EUILDING • ^^' -CITY OF SANFORD PERMIT APPLICATION Permit No.: W ` 3 `ice Date: 03/05/03 Job Address: 138 CROWN COLONY WAY Lot: 24 Parcel No.: 33-19-30-50S-0000-0240 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ 92 460.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,528 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 SUMMERS Add�'ss: 1141 NORTH KELLER ROAD, SUITE F Ctty: 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: N/A Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 03/05/03 03/05/03 Signature of O r/Agent Date Signature of Co actor/Agent Date RUSSELL KEITH SUNVgERS Print Owner/Agent's Name Signature of Notary -State of Florida 9)qPvton.91y DEBBIE TIME My Comm Exp. 2/W05 No. CC 999378 Wwwn 1100w I.D. RUSSELL KEITH SUMMMRS Print Contractor/Agent's Name 03/05/03 03/05/03 Date Signature of Notary -State of Florida Date DEBBIE TIME ornar o My Comm Exp. 2/5/05 w Pueuc No. CC 999378 PasorWy Krgwn II otha I.D. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID �� Produced ID APPLICATION APPROVED BY: Special Conditions: Date: 03/05/03 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: OZ., 1,�>lI s Date: MAR 11 2003 The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of ,lob: _____ 138_Crown COIOny WL3Y---- A ---- _Lot: 24_ 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. fj ---- / ' ---------- t Applicant's Sign ure CFC057039 State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATI ON Permit Number: cli_ 13 �1�% Date: ____MAR _1_1_2003 The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida a4 Address of Job: Electrical Contractor: Residential: DANIEL G. Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 1S0 315-00 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: qs,co By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ------ ----- ---------------- Ap nt's Signature C0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION - Permit Number: �3 � Date: MAR 112003 ------------------ The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida ---------------------------------------------------------- Address of Job: 138 Crown Colon WaY___-------- __Lot: 24_ Panel: s Mechanical Contractor: GARY CARMACK Residential �_____ Non -Residential INature of Work: Amount 1 By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. ----------------------------------- Applicant Signature CAC043900 ------------------------------------ State License Number IIII III illimumnAIII mmoloo111■■Wild MARYANNF MORSE, CLERK OF CIRCUIT COURT !it M(NOLE I:UIJNfY BK 04734 FIG 1022 CLERK'S # 2003039272 RECORDED 03/06/2003 12:57:46 PM R�COROING FEt5 6.00 RECORM I► BY 6 Harford NOTICE OF COMAHNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0240 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 24 138 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) /CO�NTRA�CTOR U. W oU. o°a U� rZr OC O . W H J W X W M !L LU_�'L. �Z0 o�c o7 Maronda Homes, 1101 North Keller Road, Suite F. Orlando. FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave., #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax 407 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. let St., Sanford. FL 32771. Fax: 407-330-5062. Phone: 407 322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KE MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this .tb day of , 2003. Notary Public ♦� OF r10 DEBBIE TIME ft TARP 6 MY Comm Exp. ZrjM5 N PUBLIC r No. CC 999378 ISERI ED OOpt pel%on'ly K^o-^+ I I oNo 10. (� ' RYANNE MoR! CLERK OF C100IT C0( (Wru LE CGOUN-TY. fib PLOT PLAN for: MARONDA HOME5, INC. A eiU� DESCRIP77ON: LOT 2.4, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thry 78 PUBLIC RECORDS of 5EMINOLE COUNTY. FLORIDA IDYLLWILDE OF LOCH ARBOR 5ECTION - G LOT 5. B L O C K ' B' PLAT BOOK 21. PAGE 40 N000 1 1'4G W 74.50' N LOT 25 n O O ui m \1 co OV II.Do' - �_ 15'F.E./ 20' D.E. - - - FLOOR -SLAB EtEVATiON - MUST BE 16" ABOVE CROWN OF ADJACENT ROAD UNLESS OTHERWISE APPROVED CONS.�OgP Z 4' CONCRETE PATIO 0 50.00' O MODEL: GEORGETOWN ' A ' (4-2) BLOCK FIN15HED FLOOR ELEVATION S mQ WITH 1 O' x 24' CONC. PATIO W ITN POOL D002 k GARAGE SCIZVI CE DRAINAGETYPE "A° DOOR 1 I.00' 13, SD • 4' CONCRETE Tn: Q DRIVE Q ' N — - — — — — — — — — — — — — — — 10' U.E.) 50001146'E 74.50' CROWN COLONY WAY 500' 1 1'4G'E - -- N TO - — a 5' 10' 20' GRAPHIC SCALE S 4� LOT 23 O O m N N (VOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING SOO'71'48"E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVA17ONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN REAR: ?0' 2' PLANS FOR THE PROJECT. THE 100 YEAR FL000 HAZARD AREA. SIDE: J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 24 CONTAINS (SUBJECT TO CHANGE) 10.058 SOUARE FEET/0.231 ACRES +/- THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. A BBRE VIA T IONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY R.-RADIUS P.I.-POINT OF INTERSECTION CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE ARC AR LENGTH L.B.-LICENSED BUSINESS O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT CH.BRG.- ORD BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITY d• CENTERLINE A/C -AIR CONDITIONER PAD ADELTA CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT APONE, INC. LAND SURVEYORS AND MAPPERSA_A;c�, 300 SOUTH D, FLORIDA GAN327 BOULEVARD LONGLEPH E (407 330-90 0 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 E-MAIL: CAVONE O CFL.RR.COM THIS SURVEY NC' VALID UNLESS PWHOSSED AFLORIDA LICENSED SURVEYOR AND A7APPER REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR &.CAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.y073 PLOT PLAN 2-2f1.20 0.3 LUI Oy CHIP CADD FILE: CR0WWCOL24.0WV W.0.2003-2035 CITY OF. SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 24 Subdivision: CROWN COLONY Property Address: 138 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: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 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. 0 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. ❑X h. Square footage table showing footages: Garages/Carports 422 S.F. Porch (s)/Entry(s) S.F. Patio(s) S.F. Conditioned structure 2,095 S.F. Total (Gross Area) 2,517S.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. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other r� DATE: Wednesday, March 05, 2003 SIGNATURE: (By Owner or Authorized Agent) FORM 60OA-2001 00 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A =ess: R TOWN 4 W Builder: MARONg1� HO'ME�S_p Permitting Office:,RIC PermitNumber:tral Jurisdiction Number: I. New construction or existing 2. Single family ormulti-family Nam' —F13 Cooling systems Single family —Central Unit 3. Number of units, if multi -family 1 Cap: 40.5 kBtu/hr _ 4. Number of Bedrooms 4 — SEER: 1 I.00 5. Is this a worst case? —N/A — 6. Conditioned floor area (ft') Yes — — 2095 fts /A 7. Glass area & type — a. Clear - single pane 192.0 ft=— b. Clear -double pane —eating systems C. Tintlother SHGC - single pane 0.0 fY — .lectric Heat Pump 0.0 ft° Cap: 40.5 kBtu/hr _ d. Tint/other SHGC - double pane 0.0 ft° — HSPF: 7.20 8. Floor types b. N/A — a. Slab -On -Grade Edge Insulation R-0.0, 235.0(p) ft c. N/A b. N/A — — c. N/A — — 9 wall types 14. Hot water systems — a. Concrete, lnt hwul, Exterior R-4.2, 1322.0 ft — a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Steel, Adjacent R=11.0, 328.0 ft _ EF: 0.93 Ic. N/A — b. N/A — d. N/A — — e. N/A. c. Conservation credits 10. Ceiling types (HR Heat recovery, Solar — a. Under Attic — DHP-Dedicated beat pump) Rm19.0, 2297.Q 15. HVAC credits b. N/A — c. N/A — (CF-Ceiling fan, CV -Cross ventilation, PT, — 11. Ducts HF-Whole house fan, I a. Sup: Unc. Ret: Unc. AH: Garage Sup R=6.0, 200.0 ft — PT -Programmable Thermostat, b. N/A — MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 29802 Total base points: 30943 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with t Florida Energy Code. PREPARED ° DATE. MAR 0 7 2 1 hereby certify that th' ilding, as designed, ' in compliance with the 1 id rg Code. ° OWNER/AGEN 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. DATE: I BUILDING OFFICIAL: DATE: - - EnergyGaugee (version: FLRCPB 0.21) 'a -THE Sg n 417C WE FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points 18 2095.0 25.78 9721.6 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear NW NW NE SW SW NE NW NW SE SE 1.0 6.0 16.0 1.0 6.0 16.0 1.0 6.0 16.0 1.0 3.0 5.0 1.0 8.0 40.0 1.0 5.0 20.0 1.0 4.0 10.0 1.0 3.0 5.0 1.0 6.0 32.0 1.0 6.0 32.0 37.74 37.74 43.65 52.82 52.82 43.65 37.74 37.74 56.64 56.64 0.97 0.97 0.97 0.82 0.99 0.95 0.92 0.87 0.96 0.97 587.4 586.5 678.1 216.6 2092.6 832.2 348.6 165.1 1746.4 1750.7 As -Built Total: 192.0 9004.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 328.0 0.70 Exterior 1322.0 1.90 229.6 2511.8 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 1322.0 11.0 328.0 1.16 1.00 1533.5 328.0 Base Total: 1650.0 2741.4 As -Built Total: 1650.0 1861.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 Exterior 38.0 4.80 28.8 182.4 Exterior Insulated Exterior Wood Adjacent Wood 20.0 18.0 18.0 4.80 7.20 2.40 96.0 129.6 43.2 Base Total: 56.0 211.2 As -Built Total: 56.0 268.8 CEILING TYPES Area X BSPM = Points JUnderAttic Type R-Value Area X SPM X SCM = Points Under Attic 2095.0 2.13 4462.4 19.0 2297.0 2.82 X 1.00 6477.5 Base Total: 2095.0 4462.4 As -Built Total: 2297.0 6477.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 235.0(p) -31.8 Raised 0.0 0.00 -7473.0 Slab 0.0 -On -Grade Edge Insulation 0.0 235.0(p -31.90 -7496.5 Base Total: -7473.0 As -Built Total: 235.0 -7496.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 2095.0 14.31 29979.5 2095.0 14.31 29979.5 EnergyGauge® DCA Forrn 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: 39643.0 Summer As -Built Points: 40095.0 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) 39643.0 0.4266 16911.7 40095.0 40095.0 1.000 1.00 (1.087 x 1.150 x 1.00) 0.310 1.250 0.310 0.950 0.950 14760.6 14760.6 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.2' FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned. X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2095.0 5.86 2209.8 Single, Clear NW 1.0 6.0 16.0 12.23 1.00 195.3 Single, Clear NW 1.0 6.0 16.0 12.23 1.00 195.3 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SW 1.0 3.0 5.0 9.22 1.06 48.8 Single, Clear SW 1.0 8.0 40.0 9.22 1.00 370.2 Single, Clear NE 1.0 5.0 20.0 12.00 1.00 240.1 Single, Clear NW 1.0 4.0 10.0 12.23 1.00 122.0 Single, Clear NW 1.0 3.0 5.0 12.23 1.00 60.9 Single, Clear SE 1.0 6.0 32.0 8.34 1.02 272.8 Single, Clear SE 1.0 6.0 32.0 8.34 1.02 272.6 As -Built Total: 192.0 1970.1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent Exterior 328.0 1322.0 1.80 2.00 590.4 2644.0 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 11.0 1322.0 328.0 3.26 2.60 4309.7 852.8 Base Total: 1650.0 3234.4 As -Built Total: 1650.0 5162.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent Exterior 18.0 38.0 4.00 5.10 72.0 193.8 Exterior Insulated Exterior Wood Adjacent Wood 20.0 18.0 18.0 5.10 7.60 5.90 102.0 136.8 106.2 Base Total: 56.0 265.8 As -Built Total: 56.0 345.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2095.0 ' 0.64 1340.8 Under Attic 19.0 2297.0 0.87 X 1.00 1998.4 Base Total: 2095.0 1340.8 As -Built Total: 2297.0 1998.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab Raised 235.0(p) 0.0 -1.9 0.00 -446.5 0.0 Slab -On -Grade Edge Insulation 0.0 235.0(p 2.50 587.5 Base Total: -446.5 As -Built Total: 235.0 587.5 ' INFILTRATION Area X BWPM = Points Area X WPM = Points 2095.0 -0.28 -586.6 2095.0 -0.28 -586.6 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES-2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE I AS-BUILT Winter Base Points: =07.7 Winter As -Built Points: 9476.9 Total Winter X System = Points Heating Total X Cap X Duct X System X Credit = Heating Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 9476 9 1.00 (DM x DSM x AHU) (1.0781.250 x 1.00)0.474 0.950 5336.7 6017.7 0.6274 3775.5 EnergyGauge` DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCPB v3.21 'FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 . 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 16912 3776 10256 30943 14761 5337 9705 29802 PASS THE STq�� nm •ia „ O i� fti `�ODWTi� EnergyGaugeT"I.DCA Form 60OA-2001 EnergyGaugeWFIaRES'2001 FLRCPB v3.21 - FORM 60OA-2001 Ir Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #' 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST VL<rI1wrl rctwUtrctMtNTSFOR EACH PRACTICE CHE 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: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier Is installed that extends from and is sealed to the foundation to the top plate. Floors Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is Installed that Is sealed =606.1.ABC.1.2.3qBetween o the erimeter Penetrations and seams. Ceilings 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 erimeter, 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 insulatjon; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storyHouses 606.1, BC.1.2.5 Air barrier on perimeter of floor cavitybetween 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 by all residences. COMPONENTS SECTION REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or dearly marked circuit Swimming Pools & Spas 612.1 breaker electric or cutoff as must be 2rovided. External or built-in heat trap require 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 t of 78%. Shower heads 612.1ow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1s, fittings, mechanical equipment and plenum chambers shall be mechanically TDucts d, sealed, insulated, and installed in accordance with the criteria of Section 610. unconditioned attics: R-6 min, insulation. HVAC Controls 607.1 Se arate readil accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Cellings-Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(i)/FlaRES-2001 FLRCPB v3.21 • ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.9 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (fF) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, lnt Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 1 1. Ducts a. Sup: Unc. Ret: Unc. AH: Garage b. N/A ELECTRIC.... New _ 12. Cooling systems Single family _ a. Central Unit 1 _ 4 _ b. N/A Yes _ 2095 ft' c. N/A 192.0 f1- 13. Heating systems 0.0 fe _ a. Electric Heat Pump 0.0 ft2 _ 0.0 ft' b. N/A R=0.0, 235.0(p) ft c. N/A 14. Hot water systems _ a. Electric Resistance R-4.2, 1322.0 ft= _ R=11.0, 328.0 f13 b. N/A _ c. Conservation credits (HR-Heat recovery, Solar _ DHP-Dedicated beat pump) R=19.0, 2297.0 fi' _ 15. HVAC credits _ (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, _ PT -Programmable Thermostat, Sup. R=6.0, 200.0 ft _ RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Cod��liant Builder Signature: Date: MAR Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, p4TI-U ST9T V O� � gac�pA .r�COD WE *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar mdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction,. contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) L,ronda Homes AN EASILY OBSERVABLE BETTER YALUEI 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 24 in 138 CROWN COLONY WAY. 1<**'I! RUSSELL KEITH SUMMERS, 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. ,�OF i�09 DEBBIE TIME OTARY o My Comm Exp. 2/5/05 a suet is No. CC 999378 Personally wiown I I Other I.D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 A enc Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 No RANDEX PAGE 29 °d °4 °a - SEE CHART FOR 4 ° e a°�—FASTENERS CAULK TOP — OF MULL #10 .X 3/4" _ - _ 3/8 MIN. TER SCREW WINDOW HEAD WINDOW JAM . ------------------ 7/e" 5/8" 1g3 MULLION (XFLA-26_1) ' Ix4 MULLION (XFLA—�9) FLA. 45 MULLION ANCHOR "CLIP 16 GA. GALV. SHEET METAL WINDOW 5/8" 800 LB. MAX CAPACITY JAMB 7/8" 1x3 MULLION XFLA-26-1) #10 x 3/4" lx4 MULLION �XFLA-39) TEX SCREW I 1 WINDOW CAULK BOTTOM SILL ti 03 yy 44 y �4, yt � yy $ o o ` P4 ObsZ. 0 F MULL '�� i t ---1- 3/8 MIN. — G'i+,P+1'i'.:ri. i _•. �� !3. �D. a.. r . PRECASTED i - -- 3 .MIN. AGTURER NAM: cn o SILL p D DD .3/4"MAX MASTER FI1LE# j x D p p D SEE CHART FOR FASTENERS- D D • NOTES: a 1) ALL ALUMINUM EXTRUSIONS- ARE ALLOY 8063 T8, • OR 6083 T5. h CFIARLES A' PJl �N, p.ti 2) FP}�N THERE IS ONE TAPCON (1/40" X 1-1/2') ON EACH ANGLE LEG, THE TAPCON y = 4 SHALL BE FL REG. ENG.. N 49121 -PLACED ON MULLION CLIP CENTERLINF, DAM 3/21/02 3) CONC OMPRESSIVE STRENGTH c \ � b — 3.000 PSIAT SAYS h � � � h g V q NORODEX PAGE- 30 NOTES: 1) ALL ALl • OR 608 2) WHEN 1 ON EAC PLACED 3) CONCRE AT 28 1 CHARLE.S FL RM DAM offw iA] MADMA MASTER DW SILL SH HEAD DW SILL c 2 0 z iH HEAD 0 q F ��mm x NUYRANDEX h +AL"I'URER NAIL; PAGE 2 4 . (2) #10 x 1-3/4 PH—SMS INTO 2 x H 3/I6'0 x 2-3/4" TAPCON THRU 1 BY RUCK (SHOWN) 9 16' TWER® GLASS WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. =0 SUDING GLASS DOOR 1 4' TEMPER D GLASS (� 9EE ELEVATION FOR ANCHOR SPACING. CouPARA7IYa ANALYSIS CHARF Na OF Na. OF 1-1 Sfmtxc GLASS DOOR Q) e WINDOW 11E9GN LOAD lHL'HOBB ANCHORS tIPARATI7B ANALI'St9 CttAR7 No. OF Na OF O . UD@ISIOtaH CAPAL7IT--Psp OD7 D DESIGN LOAD ANCHDtiS ANCHORS o11ammNs CAPAC —PSF A (2) 10 z 1-9/4' FFi—SMS I147Y) 2 z BUCK A t s0�i n A� � - �RT PDstnvl: x=A HEAD & FRLUB E� A SEE ELEVATION FOR 'ANCHOR SPACING. 2°l• tx�� mGH�w Sul LAMB 1 W W _ 40 18 80 g CI ° (2) �10 x 1 3/4' PH —SUS UM 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK STEEL REW. 0' PANELS do 60.0 D. P... OPTIONAL 2 BY WOOD BUCK 1 __ (4) 48 48 24 g �• 45 57.8 !9 67.5 tg 2 9 g • 6• tut-2! • (9) 57.B 'SI.S so g • 67.6 67.5 1e g 80• 5&7 5&7 26 g 1 (n5) me ene to g �• Re•' 45 43 a5 so to (4) !s 24 10 45 t5 15 t0 5 �. 4n0 4&D E! 10 (5) 615 518 to to 514 66.4 I6 10 De' (E5) 51.8 54.5 20 10 64.6 54-5 10 IO IN PAel tg DIDICA7Y3 PA1tEL SIZE IN F MT. WIDTH Krlq v S M TYP. JAMB. SE( REQUIRED SHIM g9NOWN) 1DD TRACK AS REQUD2ED 1 BY 2 BY (2) 3/18'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 11 SHIM AS REQUIRED, MAX. SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALLAY 8083—TB• e OR T8 WITH TYPICAL '.WALL THICKNESS OF' 062' o e 3 USE HIGH QUALITY -CAULK ° 4; GLASS THICKNESS BASED -ON ETABL$HM �E13OW . LANGK ° 00 GLASS n CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIB)LPCy.FOR SKLECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE'LOCAL LAWS, BUDDING CODES ANY OR OTHER SAFETY DEADER AND SILL SECTION REQUIREMENTS'EST SOLELY WITH THE ARCHITECT TYP. 1 BY BUCK NTRACTOR 7) CON RETENG OCO�MPRESSIVE STRENGTH — 3.000 PSI AT 28 DAYS. 1/4' SHIM: —4 — MAX /% _ _j 1 � X X a PANP, PANEL (2BY2) TTmiL zurvi K (4) so" e0• (z5) 08' (4) 7e• (5) se' (25) e8.7 85.7 59.4 Zo g -3 A �' 09.4 24 8 "J e8.7 en7 77.4 88.0 24 I8 5 g O 6n7 816 15 g Bn7. Sn7 78.9 7&5 20 g A so 10 0 cz, Eco eo so 10 C7 !� rV 90 80 R4 Is to 10 �/] 'c Q •65.3 Bn5 24 !O 6n7 71.0 Is to a 80.7 7&6 Is 10 en7 eno 20 en7 e6.2 to (2) 3/18'0 z 2-3/4" 10 0 (4 k b TAPCON OR MUM DADE APPROVED CONIC. FASTENERS. � W t. o i SEE ELEVATION FOR N ANCHOR SPACING. a v tv ~ a� ce I w II/ , III �1.11/a II IC X X X X PANEL _m PANEL PANEL PANEL (4BY2) t7weu 2>B.InON `o 0 NORANDEX PAGE 23 I i .Q (2)• 810 s 1-3/4' PH —SUS INTO 2 BY BUCK OR 3/1B 0 z 2-3{4' TAPCON THRU 1 BY BUCK, (SHOWN) WITHEA 1-1/4 MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4' PH —SUS INTO 2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. L 2 BY W OD BUCK 1 3/4' PH —BUS INM 2 BY BUCK WITH 1-1/2' 1@L.. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. /r-2 z FOOD 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 XXX 7 306° x 591/2" 53.3 55.8 ' 10 �,L 16 361�6` x 591/2 " 49. B 49.8 12. 18 6 18 22 30 die° x .791/2 " 49.7 49.7 10 6 16 20 36 46" x 791/2 " 45 45 12, 8 18 22 8 SERIES-500 ALUMINUI,IASTENER SUDING GLASS DOOR. ALL OPERABLE PANELS FCHART R IUMA B.O.A.F'.. (2) 3/16'0 z 2-3/4' TAPCON OR MIAMI a �Nt7i'A(`I'jJ I,j{ NAM: I z WOOD BUCK DADS APPROVED CONC. W SEE ELEVATION FOR ANCHOR SPACING. � ' e SHIM AS RE UIRED TYP. HOI2IZf WOOD SHIM gSHOwj OR MUDD TRACK AASS REQUDIED 1 BY 0 (2) 3/1870 z 2-1/4' TAPCON OR MR SEE IELEVATrONDADE:PROVED C FOR ANCHOR •SPACONC.A INNGG. o NOTES. 1 SHII! AS REQUIRED. MAX. SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 608E—TES 4 OR T6 WITH- TYPICAL WALL THICKNESS OF 0.62' 9) USE HIGH QUALITY CAULK BEHIND WINDOW FLAHGS o a 4) GLASS THICKNESS BASED ON TABLE E136 GLASS CHARTS- AND MAY VARY DEPENDING ONO SIZE 6) THE RESPONSIBILITY FOR SELECTION'.O]? SIZE. D13X PRODUCTS' TO MEET ANY APPLLCABLB l? NQWCA..L E HEADER AND SILL SECTION BUILDING CODES, ORDINANCES OR'`OTHER' SAFETY' REQUIREMENTS REST SOLELY WITH THE.ARCHITECT, TYP. 1 BY BUCK 8) CONCREETGE c RsssnLE STRENGTH o s:nao PSI AT 28 DAYS. NTAL SECTION • kjvz2_ 1/4' SHIM-- 2 BY BUCK' iLAx 1 •� T TY A .ow lK '� PAN PANEL 111 E X X I PANEL PANEL PANEL PANEL (2BY2) cu m (4BY2) nmA eutxlwM i t NORANDEX PAGE 22 1 10 X 1-3/4" P.H. S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. An Y 10 X 1-3/4' P.H. S:M.S: W/1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR -ANCHOR SPACING. NOTES: 1) :SHIM AS A 2) ALL ALUML OR: T8: WI9 3) USE`;HIGH. 4 ' GSASS: TM CHARTS; A �44 F�REQUIRI .2 PRODIX BUB:DIy Oq BDIIAilN 8) NOTE `• HEAD' A 0 ALT. FIN ATTACHMENT UNDER SHEATfIING E UNTRAL FLORMA W 6 A.F. ACTORER NAMR: oRgv�,P,r MASTER FILE 3 g0UBI8 I I HEADER AND SILL SECTION w 10 X 1-3/4- P.H. s.lL / /2' MIN. EMBEDMENT WOOD FRAME ANCHOR 5 AC NGOR MAX 4HIM STACK 1/4'. USIONS ARE ALLAY 6063—T5 WAI4 THICKNESS OF 0.62' >A'tiIR jBEHIND WINDOW FLANGE. OED ON TABLE E1300 GLASS ARY DEPENDLNG ON SIZF, YOR SELECTION OF NORANDEX :ANY APPLICABLE LOCAL LAWS. DINANISES OR OTHER SAFETY `30LEK.Y. WITH THE ARCHITECT. ' CONTRACTOR. RAT IMU .FASTENERS AT UIO X 1-3/4' kH. S.M.S W/1-1/2' MIN. EMBEDMENT SEE.,ELEpAilON.FOR ANCHOR SPACING. (SOP AND BOTTOM) 7 CHCHARLE - L _ p E. FL REG: ` E40121 DATE:. 3/�T/OZ•' ISI IS IONS WINDOW FASTENER. SCHEDULE w HEIGHT 140- ANCHORS HEAD S .SEE NO ,ANCHORS ,INCHES) NOTE a 35 45 60 35 46 60 cq la PSF PSF PSF tSF PSF PSF 'ram 2 2 2• 2 2 2 W. ►�y 25' — 2 2' 2 2 2 5 q V 2 2 2• 2 97-1/4 3 2. 3 3 3 3 _ 3 3 4• '� 3 3 3 3 M El 49-6/8 2 ? 2' 3 3 20 3 9 3 3 3 3 !* G] D) 3 3 q. 3 3 3.3 3 2 2 20 3 4 4 82' •2• 4 —4- _2 9 3* q. � 4 i �•�4b _2 =3/4' 2 2 2 —3- 2. 2• 3 3 4 4 5 6 w:tin.i 4 n .�.�� _ _ tui 3 U= vwm 4• '� 5 � Q.� pa9y d �o �-DETAIIrCcq a DSI'AIL-Bcq d NORANDEX PAGE 10 1 W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, LO� 10 X 1-3/4" P.H. S.M.S. 17/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI -- . _ • , t2]:WM CER W..: FILE # - ALT. FIN ATTACHMENT 10 x 1-3/4" P.H. S.ELs. W/1-1/2' MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. 1/4' MAY. - SHIM (BOTH J 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION .WOOD .FRAME TYP. JAMB SECTION O: WOOD •FRAME CHARLFS A PA Ip,� FL REG- ENG. 0. ,4912L• DATE; 3/27/02 ninuurr DIMENSIONS FASTENER SCHEDULE WIDTH HEIGHT NO. AN HORS HEAD%rSlLL N0. ANCHORS JAMB INCHES MCHES) 35 E 4560 PSF PSF PSF 35 PS PSF PS 18-8` 2 2 2. 2 2 2 35a 1 2` 25' 3 9• 2 2 • 2 2 52-1 8" 2 3' 3 • � 2 2 18=118` 2 2 2 2 3 3 37-1/4 2 --2- 2 3 3 38" _ 9• 2 3 9 5- 8' 3 _3 3 3. 3 3- 18—�8. 2 2' 3 3 9 25-jZ2 49-5/8 2_.-2- 2 3 3 3 3 3 52-1 8' 2 3 3• 3 3 3 2 2 2_• 3 3 4 25=e�2" 62• 2 2 2• 3r 3 4 36'_ 2 3 3 U 3 4 52- 8" 3 9 •• 3 4 2 2• 4 4 5 25-il2` 8-3/4` 2 _2 2 2 T 4 5 36" _ 2 3 3• 4 5 52-1 8' -9 3 3 • a" 41 6 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4", 2 ALL ALUMINUM' EICIR[JSiONS ARE ALLOY 6063-75 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USE HIGH-QUALMY'.CAULK •BEHIND WINDOW FLANGE. 4'.GWS THICKNESS';BASED'ON TABLE E1300 GLASS CHARTS, AND -MAY :VARY DEPENDING ON SIZE. E R 5) THEESPONSD3IL-ITY FOR -'SELECTION OF: NORANDEX PRODUCTS -'TO •MEET ANY APPLICABLE LOCAL LAWS, BUILDING :CUDES; 'ORDINANCES OR OTHER SAFETY .REQUMEMENTS 'REST SOLELY WITH THE ARCHITECT, BUHAING"OWNER-OR CONTRACTOR 6) NOTE • 'INDICATES-:THAT.EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. TT a- ' 4C E AILr-A 0!!7EWL-C SASHy OF DETAIL-B . I W W Nq. Co fr co E-4 �C W .e co N 00 0 En cl) ti NORANDEx PAGE 21 3 1 TAPCON WITH A 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. --, SEE ELEVATION FOR 1 SHIM AS REQUIRED MAX. o Ld. - - .4- •O A / °. ED a ANCHOR SPACING. 4. 2; ALL ALUMINUM -EXTRUSIONS ARE ALLOY16063-T5 OR To WITH TYPICAL WALL 3) �WINDOWS OFOFLANGE ° USE HIGH QUALITY CAULK BEHIND 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS d CHARTS; AND MAY VARY DEPENDING ON SIZE 6) THS `RFSYONSIBIIITI( FUR: SELECTION- OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES.>ORDINANCES OW:OTHER SAFETY REQUIREMENTS}.RFST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 8) A PRESSURE TREATED: yP00DEN'':BIJCK :OR MARBLE SILL SHA[ L BE. UNDER THE PRODUCT TO FULLY SUPPORT"UNFE. THIS: -SUPPORT SHALL BE FIRMLY 'INTp °1 ATTACHED M630NARY' SUPPORT THE PRODUCT OVER ITS FULL LENGTH(SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI ALT. HEADER AT 28 DAYS. SECTION 6) NOTE • INDICATES THAT EQU�AL FASTENERS AT E®A TYP. 2 BY RUCKB94-B.O.A.F.• 3/16" TAPCO N iT A Ui' ACrUM NAM: W/1-1/4" MIN. EMBEDMENT _!1I AJM,, � (SEE ELEVATION FOR ANCHOR SPACING) �*-�- MA3TER FUZ # ° d I CALL SIZE WIDTH WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS WIDTH HEIG 3EE AD/SRL NOT88 JAMB (INCHES) (INCHI 35 45-60 35 45-60 PS PSF PSF PSF 2 2. 2 2 28` 2 — 2•— 2 — 2 37'_ 2 — 3•— 2 — 2 5371 8" 3 --3.- 3• . 2 2 19-�8" '28_�2` � �• � 2 3 38_I/4. 2 — 2•— 2 — 3 37" 2 30 2 3 63-1 8' 3 — 4•— 26-11 2 50-5/8- 2 2' 3 3 37" _ 2 _ _ _ 53-1 8" 3 4• 3 — 3 19-1/8 2 2• 3 4 1 2 83` 2— _ 2•_ 3 4 37 3• 3 _ 4 53-1 8" 9 _ 4� 3 — 4 28-1 2" 78-3/4' 2 20_ 3 4. _ 53-1 8' .9 3 — 4 A ^ 1 HY BUCK O 2 BY BUCK ° ETAHrA SHIM TYP. JAMB SECTION OF Of/ JAMBS) • 1 'By 2 BY BUCK t SEE NOTE 8 HEADER AND SILL SECTION TYP. I BY BUCK ' Y CHARLES A "P N, P..E FL REG. ENG. .491?1 DATE: 12Af/Ol, 10 F. H. S.M.S. W/1-1/2` MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. w 24' as w � � U s� DETAa.B OFa 4. NORANDEX PAGE 9 B 10 F.H. S.M.S. WITH A NOTES. 3/18' TAPCON WITH A 1lIN. 1-1/2' MIN. EMBEDMENT 1) SHIM AS REQUIRED. MAX SHIM STACK 1 4'. MAIN. 1-1 4' MIN. EMBEDMENT ANCNnnP SEE zaADrn. FOR 2) ALL ALUMINUM EXTRU9fnNs ADc n --- - ---- -- WBEDMENT FOR MAX UW .WM . ML e^�ea' ac v� A SASH f1l DETAIIrB I Z MIAMIDADE NIIANII-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Pren)dor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE'CONIPLIANCE OFFICE MEsW-DADEI 1'.AGI•.l:lt lJUll.l)INC; 140 WI:S-r I'I.AG1X'R S'1'10:1:1% St NI: 1603 MIAMI, FLORIDA 33130-1563 (305) 375-2t1U I FAX (305) 375-21)OS CON'ru.\c-roa f.u:l:xsl�c sl:rrroN (305) 375.2527 FAX (aU5) 375-2555 (:o.,r1L%c'rot2mvisloN (3U5)375.296G FAX (ari) 375-21)Us ' .' l�ltOUCC:I' C:U:1-1'nUf.1)ri'ISIUN Your application for Notice of Acceptance (NOA) of: (3U5) 375.2902 VAX (305) 372-633 V. Entergy-6-8 S-W/E InsNI, rig 01)aque Double w/sidelites ResicJcutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Altcrnate Materials and'Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; County Building Code Compliance Oifice_(BCCO) under the conditions specified herein. This NOA shall hot 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 the use of suchproduct: or material immediately. BCCO reserves the right to revolve this approval; if it is determined .by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. % f ACCEPTANCE NO.: 0.1-0314.24 .r EXPIRES: 04/02/2006 Raul Icoarlguca Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE SC•PRODUCT REVIEW CO,\1iN1lTTEE 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 tlie- conditions set forth above. Fmncisco J. Quintana. R.A. Director Miami -Dads: County :�I'I'l20VED: 06/05/2001 Building Codt; Cold'li:inct; Oflicc \\s0450001\pc2000\\templates\notice acceptance cover page.dot Internet mail add ress:'I)ostmastcr'�buiIdill-cod eonlill c.cum ' Holl1u ra"e: lit ildirt"Codconli'ne-com Premdor Ehtry Systems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 'Anril 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO�INS L SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued oil April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of'Acceptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-D:ldc County, for the locations where the pressure requirements, as detenllined by SFBC Chapter ? ). do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Series Enter-v 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witit Sidelites-Impact Resistant Door Slab Only and its conlponcrits. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E11'-1, Sheets - 1 throw.-h 6 of 6, titled "Ptemdor (Entcrgy Brand) Double Door with Sidclites in Wood Franks with Bumper Threshold (Inswing)," prepared by manufacturer, •datcd 7/20/97 with revision C dated 0 1 /11 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and•approval date by the Miami -Dade County,Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and.singlc door only, as shovm in approved drawings. Single door units shall indlu.de all com}'onents described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between tile edge of canopy or overhang to sill is less thail-45 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc designed to accept Nvatcr in(iliration.' 4. INSTALLATION 4.1 The residential insulated siccl door and its conlponcits shall -be installed in strict compliance %tiJih the approved drawings. - 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systeni. 4.2.2 Sidelite: the installation of this unit «•ill require a hurricane protection systcni. 5. LABELING 5.l Each unit shall bear a permanent label with the manufacturer's Hanle or logo, city, slate and following statement: "Miami -Dade County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building pertllit shall bd accompanied by copies of tilt following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcntiticd 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 Sa'uth Florid• uilding Code (SFBC) in order to properly evaluate the installation o li s stet11. Manuel ercz, P.E. Product Con r6i- xanlincr Product ntrol Division Premdor Entry SrStems ACCEPTANCE No.:. 01-0314.24 APPROVED 'jU'N O 20,01 EXPIRES Anril02 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 documcnts, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not- in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appr•.ovcd. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including thc'corrcct installation of the product. d. The. cnaincer who originally prepared, signed and scaled the required docurIIcntation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in t}ie materials, use, and/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 revisi ::'officc. on application with appropriate fee) and granted by this 5. Any of the following shall also be ;rounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami-Da:dc Co.un.ty, 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. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection al the job site at all time. The engineer needs not -reseal the copies. S.- Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Ei\D OF THIS ACCEPT NCE - - Manuel LCC rez, P.E., Product ContrProducontrol Division PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD. FRAMES ' WITH A BUMPER THRESHOLD (INSWING) • bKxt 1/(rp uA�L�iCi ll ' NaL' PP11'j'i ./1 IR IaxINx1 Cx[CpQY MAX 74. 4. NIX MAX yr r r LOK tIARCt to 10TC 1 , u xAa 4• MI1x MAx 7' tulx .. MI ' lax " a 17' 17. OG 17'• IS' O.C. IS' OC. 17' DC 13' O.C. IS' O.G ' • MAX MAz Nnx MAx rtnx MAx Mn>; MAx MAX tat Taus cu w Ad aeCio[ AN p( • 17 1/ OL ACING IB' ltG �mta I7 I/ 'MAX IB.' CG TOP w WOA to i Ltx;K W 0 ui IK A I1G sP,cING ll ze• 6<• j 7 P MAX 01.0 — 80 11,116, MAx • 17 1/ MAX Matat a'rx1, • • [LG SPACING IB' C)L r®w rarza o ..wa ac.aaa .ou• Aw ' O.C.1 SPACINNGG j8'iD.G �nau�t�o'vncs 6' ai iir ICMiin CnICYgI ' -� �17 C4C+U' OC 17• D C �17 D C t7 D C 17' D C Nnx Mnx _ rMAlc'0G,4,_IS'O ]MAXMAx MAxC �• Nnx 7• Tax MAx IFII— ' 11gpp�� - •- .lax w xu xA, I/r• . r tD4 sTA.Lu srt wrc t ATTACH ASTRAGAL THROV BOLT 18 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 010 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES, IJ V000 HULKS BY OTHERS MUST BE ANCHORED II x 17/4• LONG PROPERLY -TO! JRANSFER.LDAOS TO THE .STRUCTURE• Fu111ffAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO L.H. INSvIHG R.M. INSWING OUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APrMNEOASCCv+rur ,till, I, - STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE SOUTH. FLry�AAA� ,D,NO CODE C JUn) DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER INFXTRAIION WIERE VATER WILIRAIION OR MASONRY WITH OR VITHOUT A NON-STRUCTURAL DI1DfflEHI is NEEDED t eY REOUIRETENT IS NOT NEEDED ONE BY WOOD BUCK v x + P CONTROLBrnsroN J. ALL ANCHORING SCREWS TO BE 110 WITH x _ SU DC.. C^.:PUA.ICEOFr, c MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCEro..DI V 311,1. t� OR 3/16' PFH TAPC12NS V►TH 1 1/2' MINIMUM EMBEDMENT r UNITS SHALL BE INSTALLED ONLY AT LOCArIMNS PROTECTED BY A'CANOPY OR 4. U MASONRY, OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG <. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SILL IS LESS THAN 45 DEGREES. UNLESS APPROVED' SHUTTERS UNIT IS INSTALLED IN , NON -HABITABLE AREAS WHERE THE UNIT AND IHE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR c t,a mmtT Ym:rCATIOIi hAIM 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE /lwrr Ixtsslol[ I[c ,T JAMBS AND SIDELITES Q186IOS IIUSl�I[ SI6 FRI Aoaallcaam cawicautloa 1~1 T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE nvnm I CAr. -pRHERS ARE CbPED AND BUTT JOINED. - , unc. nxoa aw ort m .,czurt, , NJ R. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M N Y Y M INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL 1-1029-EW-I B. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ 911 � SHEET 1 OF 5 VATER-REDUCIBLE VNITE PRIKER VITH A DRY FILM THICKNESS OF 0.B TO 1.2 NIL. IEVM orLa 9 1..- SHIP KAX . 9/16• GLAZING DETAIL I 112' ! 'GLASS BITE I IM IEHPERED CLASS INTERIOR .INSWING OTHER CONFIGURATIONS m 1..' MAX A_ TI 7/4.. "X '--'-" APPRDVED AS CDJPLYDTG WITH IHE SOUIH FLAW AHD l'A� � J�Jn . OR7510C1 CDDE C@AWIM DpFICE ACCEPTAME IM III-. 3,Y . z y ON L 1-1029-E V -1 SHEEP 2 OF 6 Qtm7lpp C 1/4' SHIM MAX .1— 3/4' 60 11/16' MAX INTERIOR 79 5/16' MAX SECTION B'-B 2 BY WOOD BUCK 11 EXTERIOR MA I LkIALS LEST IIEH NO. O DESCRIPIIDN VUUD PART NUMBER [QMNi[NT$ 2 HEAD JAMB •CV-T4 1 1/4' x 4 9/16- NFL TO BE PINE OR COUIVALCNT COMPRESSION VEATHERSTRIP y_ 3' ALUHINUH ASTRAGAL y_ SCREENLUCS RAN x a 0( R PREHBOR BRAND OR EQUIVALENT- 5/13' ALUMINUM ASIRAG 1 1 / 4' 4 ALUMINUM -BUMPER THRESHOLD TOP EV-15 PREHOOR BRAND OR EQUIVALENT - I 1/4'.x 4 9/16' © CHANNEL' IV-OB 'tpi PREHDOR BRAND - 1 11/16' - 20 GA S1E1L STErlK N 26 SDI( .0) lu (111 t,t NMI [SI nm g tt T A BASF FOAM - NSITY 2.0 TO 2.5 IbS./Ft' BOTTOM 'HANNEL EV-07 PREHDOR BRAND - 1 11/16' - 20 GA S1ECL 9 ID VOOD LOCK BLOCK EV-09 4 X 9 1/2' NIL. i0 BE PINE OR COUIVALCNf _-- 11 STRIKE STILE EV-O6 15/16' X I II/16' HTL TO BE PINE OR EOUIVALCNi 12 HINGE STILE LOCK PREP FILLER PLATE EV-OS IS/16' X I II/16' HTL. TO BC PINE OR EQUIVALENT PREMOOR. BRAND - .050' THICK- TTIB13 O E PR.YEIHYLE xHINGE EV-10 14 EV-16 HALER BRAND_ HINGE OR EOUIVALENT - THICK (STET I HINGE JAMB YID0 X 3/4' F14.V.S. _ .097 1 1/4- X 4 9/16' HTL TO BE PINE OR EOUIVALCNi I6 YID X 2' FxV.S. (4) SCREVS PER HINGE INTQ DOM • •RAX ' I9' r- THERR[[ArTER I 10) SCREVS THrilX3I SIRIXE JAXI DnD SIELIrE X o' OTC TIIEREArTER .axl. 4Tim rRU4 • • 61 SMvs THUM EACH SIDELITE JAHI Into 110(urL 4- WM rRDN 0P. K" IS' D[ TICREAFTER. )>,6• all Imulm gnu BErt REFER TO ELEVATION VIEV FOR 1 ff 18 110 X 3/4' FHVS- ST7IEVS USED AND LOCATIONS (2) SCREVS PCR HII4GE INTO JAMB 19 IB x 2' FHVS (2) SCREVS AT EACH STRIKE PLATE • LDCKSEi KVIKSET BRAND 200 LOCK OR HARIOC BRAND In LOCK 110 X 1 3/4' FHVS. (2) SCREVS PER HINGE INTO JAMB VODD SIDELITE JAHB EV-19 11/4' X 4 9/16' HTL TO BE PINE OR EDUIVALENY 22''X 64"SINGLE PANEL GLASS EV-20 cT ASS N POLYPRQPTL N - OC-1 47 - tDOL 4' 4 SIDELITE TRIM (VOOD) [V-21 5/16 a 1/2' MIL. TO BE PINE EIR EOUIVALEN 1 1 )/4.. VDOD CASING EV-22 f� -ilk HBY SIO[ JW�S' ASS p 1�tp�yS NI�R N I - I 11) 1 LS U WOO - D SIDELITE HEAP JAMB EV-23 11/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT ® WOOD SIDELITE BASE EV-24 I I/1' X 4 9/16' HTL TO BE PIN[ QR EDl11VALENI POLYPROPYLENE LITE FRAME -1643. ODL-Z HP Polypropylene by OQL 16 X 1 I/2'*PAN HEAD SCREVS B PER {RARE 51DELI1E STILES T D 4 I OR R CV-26 ' IS/16' X I I1/16' HTL TO DE PINE OR EQUIVALENT 1 PIN MAIL 4' LITZ RATL, 4' a FJM [me. W I• U IKWIER. uSEI DR IRUDIS RM I DOW SILICONE 4995 LDOIy lH[SS Idll[IFPAL QC NYA B BADE COUNTY I400IFICATIONS I/i1m PR [0m&al sitcal Il1S a DE PaGE' S (ODOR OPTIONS) Io-1-9817 B[VISI'6 APPROM AS GOIAPLYR10 (NTH TILE PARI BIII[ PREMDOR ENTRY . SYST MS t� OA SOUTH �` oL (Imsal %I L .[f rtY501 . 3I-10z9-I tUMB.DM16cDOECdIIPLIA),X_E PIItS m U762 A SHEET 3 OF 6 - ACCEPVINGE ND. U I-o 31 Y. Y.y e li('1l[li[R g 2 BY WOOD BUCK 1/4' SHIM MAX -3/4' n INTERIOR I 79MAX16' 80 11/16' I MAX 2 BY WOOD BUCK SECTION EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029—EW-1 SHEET 2 OF 6 DOW SILICONE 4995 AwRovm As cca Kvvso % tH nib Sum anRMA .. —.,,..., DDamxO CODE COUPLLAME 1-1029—EW—I SHEETA OF 6 Rivism I[IIfR D OTHER DOOR.'CONFIGURATIONS bow W a/�T bW w p IM W ! W • ay W W W Iw ])YM rC ula � 1 1 ¢ verc o � enr K�vOt O ` il[tp ® L-jo 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 - w W �..i� W�.Y ra aG • W�y y r � � � R� 1 1 1 1 1 1 r W °• K K +-L6A a.r X0 AMANED AS CMJKyU G A M Tnr --- OAEF(N N MmW/ICOOE BYJlln -� PRI PROM T mism •91) L MMV'G CODE COURUCE OFF Fills ACCEFTANWE I.V. 0!— O �Kx 31-1029-EW-I SHEET 5 OF 6 11 vnim U I RR J OTHER DOOR PANEL ST 36' YLES �i rMAX 79 /� 16n �� ®9® pp Ban MAX 000 no ono ®® Bob ME go 0� OD �DO an non on ClIg� 00 va Da BOB pp o _ BLANK IDP 6-PANEL 4-PANEL 9-PANEL ID-PAlIEL IB-PMlEL FLUSH B-PANEL [ROSSBU[iC 4-PANEL 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PANCL 5 PANEL OTHER S I D E L I T E STYLES EYEDROV V,SEROLL ROL G7EBROv V/SCROLL V/S 36' -1 rMAX 793 o a SL-10 SL-20 SL-30 �• SL-60 SL-50 ' St. SOB A-69n SL-69B SL-69C 'SL-25 A -Ss SL-300 SL-tO A-90A SL-90B SL-90C A-300 A-30C A-70 A-DD 0o as oa as . nQ �� • �� ® � . PD-1 PD-2 PD-3 a ° ❑ ❑ ❑ • PO-4 PO-S PD-6 PD-7 PD-8 PD-9 PD-10 FD-11 PD42 PD-13 PD-14 PD-15 PD-16 PD-17 W F, PD-ID PD-19 PD-20 PD-21 PD-22 PD-23 PO-24 P11-25 PD-26 PO-2719 0 u PO-29 " 8 PO 20 PO-30 PD-31 PO-32 PD-33 PD-34 g a m u c5 RIRI6H & 013 miss 1�0111. sit al 101 AI4 RES OU 10 PAR Bi PREHOOR OODR OPTIONS • ° ° u PR hiD ENTRY SYS l� PO-35 PD-36 PO-37 PD-38 %ILSIf(W �� 31-1029-EW-1 PD-]9 Pp-40 PD-41 PD-42 PD 43 PD 43A PD-43B PHIS is Ulu SHEET 6 OF 6 . R[Y[S!!I L[IIIR MIAMIDADE •AIIAt1II-DADECC)UNTY, FLORIDA -METRO-DARE FL'AGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prerticlor Entry Systems 911 E. Jefersoll, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE CONIPLIAItCE OFFICE M17s170-DADA F LAGL -A 13UIl.DING 14.0 w1iSTF1.Aamm S-11tI -N—, surd, )GU3 MIAMI, 1-I.010l)A.+3130-156., (3U5).+75-2JU I FAX (305) 375-29U& c:U�l•Ittc:roit I,Irj �si,�c st•:c-ru)� (30) 375.2527 1'r1.\ (lU5) 37S•' t C:o\ I'ILIC:Colt j:YFUItC:I..%I :\ C In N'1510\ (305) 375-2966 I'.L\ 3 75.19U\ I'ItOI)UM, C:U\ I'HUI. DIVIslo Your application for Notice of Acceptance (NOA) of (3U3)375.3'JU2 i,L\ (.1U5)372•G3.1�) Entergy 6-8 S-W/E Outswing OPnque Single w/sidclites Rcsidcutial 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 reconlmended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the co rlditiorls specified herein. This NOA shall not be valid after the expiration•date stated belo%v. 13CCO reserves the right to secure this product or material at'any time from a jobsite or manufacturer's plant ibr quality control testing. If this product or material fails to perform in the approved manner, BCCO- may (evoke, modify, or suspend the use of such product or material immediately. BCCO reserves tile right to revoke this .approval, if it is determined by BCCO that this product or material flails to meet [lie requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :kCCEPTANCE NO.: 01-0314.2i EXPIRES: 04/02/2006 Raul Icoangdez Chief Product Control Division TI•IIS'ISTI•IE COVERSHEET SEE ADDITIONAL, PAGES FOR SPECIFICAND GENERAL, CONDITIONS BUILDING CODE & PRODUCT REVIEW CO\I,IIITTEE 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. Quintrina, R.A. Director •Mi'lllll-Dads: Count• 1311ilcling Codc Compliance Of' icc 11s04500011pc200011tamplaLeslnotice acceptance cover page.dot Internet mail address: I)ostjjj.tstcrC1 buildingcodconline.com - � Ilontclt;l��c; attlcnrtlirlc Cont Prenidor Entry SvSte tns ACCEPTANCE No.: OI-0314.21 APPROVED JLJN 0 5 EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this'Noti-cc of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dodo County, for the locations where the pressure requirements, as determined by SFB C Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsivina Opaque Single ftbsidential Insulafed Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames willi Bumper Threshold -(Outswing),'' prepared by manufacturer, dated" 7/29/97 Nvith revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product- Control Division. These documcnts shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to•singlc unit applications of single door only, -as shown in approved drawings. 4. INSTALLATION •4.1 The residential -insulated steel door and its componcnts 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 Nvili not require a hurricane protection systcni. 4.2.2 Sidelitc: the installation of this unit will require a hurricane protection system. :5. LABELING S.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIRERIENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identifIcd in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con roI •xaminer Product ontrol Division s• I Premdor Entry Systems ACCEPTANCE No.: OI-03I4:21 APPROVED JUN 0 -f.f;i EXPIRES Aori1'02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this .Acceptancc (approval) shall be considered after a renewal application has bccn tiled 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 with•the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has -not complied with all the requirements of this acceptance, including the correct installation of the product. d. Th-c engiriedr who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the c,iginccring profession. 4. Any revision or change in the materials, -use, a�md/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been 'r requested (through the filing ofa revision application with appropriate fee) and granted by this off ice. 5. Any of th•c following shall also be grounds for rcmoval of this Acccptancc:- a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. J.f 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 Acceptance shall be cause for ter,iiination and rcmoval of Acccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3 rKLmjjuK .• t.N I LKbY HAND) WUDD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD COUTSWING) 14) Eh H[ADMINI (6)PCREA�ND SILI. LTERNAT : 3/I6' PiFH 00' MAX TAPCONS w/l 1/2' MINIMUM EMBEDMENT 4MAX 4- MAX MAX 4' MAX — MAX 3' MAX 3' MAX 3' MAX • MA I9' MAX C' t4' ?' MAX ,B MAx 4' MAX 1/ ' x 2' TAPLES EEE t4DT 5) B ln6' i 14, j '—Hnx 15' MAX ER Is ❑ C. 13' 19' i4A1 MAX is. MAX i 43 1 /16' 15' MAX TOP OF ODOR TO 4 D L a KVIXSET pEAOBM ' MOREL 6" SERIES OR MARUX OEAOBOLI 164' KODCL •81:0' 22' 15' MAX MAX DLO OC. A A BO MAX ' KVtKSCr LOCKSCTJ 1 15' MAX \ MODEL OLe00 SERIES LDEKs[1 KOOD . .C. Ku�Iro ]I ]AS' f 1, O ON Is 15' MAX % O.C. 1 MA �1� 6- AX MAx�MA% 9 1' MAX MA , r r `HnX • 4' MAX 7 MAX 3- MAX MAX NOSES: 3MAX 3' MAX • VOOD BUCKS BY OTHERS. MUST BE ANCHORED 4'' MAX MAX 4' MAX —MAX, ROPERL•T TO TRANSFER LOADS TZ THE STRUCILME. ) THE PRECEDING DRAVINGS ARE INTENDED TO OB x 1. 3/4' F.H.V.S UALIFY •THE FOLLOVINGANSTALLATIONS. 3J PER SIDE FROM V000 FRAME RED TRI'A MIN WERE DOOR 7S1EM IS ANCHORED TO'A HINIMIM TV11 BY VDOD L/ v JAMB INTO THRESHOLD PENING. -MASONRY OR CONCRETE CONSTRUCTION WERE RA 13UTSVINU LJL OUISVING 30R SYSTEM IS ANCHORED TO A MIMI" NO BY tRUCTURAL VOOD BUCK. MASIINRY OR CONCRETE CUNSTRUCT•ION VNERE MR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE t MASONRY V TH Olt VITNOUT ANON -STRUCTURAL tE VOOD �CK. IIN VATCReNLYSUR DT&IRAFUIR V?A VAIC� DD `IItATIDI DUIREYEM( IS )tCDCB + RCQUIM lNI IS &I RA[ ON ,BY All ANCHORING SCREVS BE IID VITH APPROVED AS COMOLYING "I 11, I +z IN '3/16 112' EMBEDMENT INTO V20M SUBSTRATEMIT '. 3/l6' PFH lAPCONS'VTTH 11/2' MINIMUM EMBEDMENT x � DJUTMFCp�ItuBUILOUIOc�F OAT J1J11 - TO MASONRY. s IMIS SMALL BE INSIALLCD ONLY AT LOCAIIONS PROfECIED Of A CANOPY OR By UNIT MUST BC INSTALLED VITH 'MIAMI-DACE COUNTY PROVED' SHUrTERS OVER)" SLKM THAT TIC ANGLE BEWEEN U[ EDGE Or. CANOPY 02 MWiG ID SILL IS LESS THAN 15 MOtEES. IPILCSS WIT IS IMSIALLED IN pA001 tc IfAOL Cr.7,J 1 IHREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES N�R-HAVIASLE AREAS VNERE IME LMI AND It; AREA ARE DESIGNEO'TO BUILDIN CODE CO.MPUA.-C_CPFGP 0 DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER UDILIRAIMIL ACCEPTANCE NO.Or-of/Y. tr LATEX SEALANT TO 'BE APPLIED AT SIDE BY SIDE MBS AND SIDELITES wa awn rmvw oa DDDR/SIDEIITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELINE BASE ��y I r 1NERS ARE COPED AND BUTT JOINED,AO UUM In• Z Z l tXo 1011DOORS SMALL BE PRE -PAINTED. VITH A VAtER-BASED EPDXY RUST IBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.9 TO 12 HIL FRAMES SMALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ PRENUR WIRY sysilms -EW-r 31JH�E TER-REMCIBLC VMITE PRIMER VITH A DRY FILM THICKNESS Or BO TO 12 MIL v L znun T I OE. Saa urn li GLAZING DETAIL OUTS WING OTHER CONFIGURATIONS . NNW VILLIW B�4 I 6B ]i4. CKICRI�t GRAB LAtCK CAULK Imo— MAX CKTCRITR a bR Ili IUTQtIQt 112 smml�orac�+�LTwcrnalTrE u EiLAS' - Bl6I15 BIUS t p� mcL R S BITE 9 PREPR T IiROLCMSIWI _ 1/B' fEV1�IRCB GLASS 8lAp1N$C00.,CW.'RL:110E sLmT®t ACCE?WXE l'0 1- 0:1 1 .4," mama JR 1-•101 E•W-0 STCCi. 2 Q 6 [>Dp IURt G 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` INTERIOR VOOD HEAD JAMB f nUMILK. EV-12 CDHHCNIS — ---- COMPRESSION VEATHERSTRIP 1 1/4' X 4 9/16' MTL. 10 BE PIN[ OR EOUIVALEI(I r WOOD STRIKE JAMB - q O KSLRErN BRA HD XS A 0 ( ALUHINUN-BUMPER THRESHOLD - EV-13 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT TOP CHANNEL PRENDUR BRAND OR EDUIVALENT - I 4 9/16' T CV-05 PREHDOR BRAND -Ill/16' - 20 GA STEEL ' Y F � �) �m1 -'� • an aAn o BASF FOAM - DENSITY 2.0 TD 2.5 BOTTOM CHANNEL WOODOCK BLOCK EV-04 PREHDOR DRANO - I II/16- 2p STRIKE STILE EV-OB 4' X 9 1/2' HTL TO BE PIK OR [OUTVIECL ALEHT EV-07 15/16' X 1 11/16• nn Tn _____ HINGE STILE - LUCK PREP FILLER, PI 4'x4' HINGE V90D HINGE JAHB 110 x 3/4' FJLWS. DID x 2' FJtV.S. rFP�IS V� VI SIDELITE VOOD STILE CB' x'2' FJtV.S. LOCKSET e10 x 13/4' F1tVS. VUUD SIDELITE JAMB 1 1/4' 22' X 64' SINGLE PAKL GLA& SIDELITE TRIM (WOOD) VUOD CASING WOOD SIDELITE HEAD IAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ' E6'X 1 V2' PAN IIEAD SCREWS PIN NAIL DOW SILICONE #995 APPRLPWAS amptym rant RM P � BY 1 PR _ OIVIADN 911 awnaxl C.,COUPt)u..OFFICE PIl AOMPUINCE Np`01-031 V. i """ °R�•U - uall 114ICK- NIL TO BE POLYETHYLEN V-15 HAGER BRAND HINGE OR EDUIVALF- E - 097 THICK (STEEL) 1 1/4' X 4 9/16' MIL. TO BE PIFQ:� COMMENT(4) SCREWS PER MINCE INTO' DOOR SCREVS ntZA l EACH SIDELITE ims 61I0 SlRillE 4' p01n1 rRpH !P "-H I5' (W- IIEREArICR RETER TO ELEVATION VIEW, FOR a DVS U5C0 AHD MAIMSEV-07 15/16' X 1 11/16' HTL TO BE PINE OR•EOUIVALENT (2T_SEREVS AT EACH STRIKE PLATE I IKSET BRAND 2D0 L CK OR HARLOC BRAND 100 LOCK SrREVS INUAH InME JAH�IKTO SI�LIIC JNI g TB' OL TFFI�Et ArtER b WVN rRm IU, SCREVS T)R[11Ai11 STRME JAKe THIN SHEL1TE JAR, 4' WI+II TRUr jur SCRCVS III t EACH HTRU T wto DOOR pm>, V-18 1 1/4'•X 4 9/16- HTL, TO BE �IBEP,14E EOUIVAL[N1 t19 riAS N OLYPRCP V-20 5/16 x 1/2• MTL. T'0 OR EQUIVALENT V-21 �m zuv u. 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT ODL-2 IV Polypropylene by ODL IB PER FRAME rD :TIFF IV Q THERE Art +' t� rWt 4 m rRan UR nu a ar II —i..—I W Juim my ►Rm _OIL : N16 A'\l31-1020-EW-0 SHEET 3 OF 6 �vlsaw EnaII B 1/4' SHIM MAX yTERIOR I 79MAX16-. 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020—EW-0 SHEET '2 OF 6 1 1/4' DOW SILICONE #995 hPFROVFD /o' C76F�.TUIG tNTH THE SOUTH FJ Old'' GATE PI ¢�oms� 911 suaovcT caeE counv 11cE oFr7cE PI I hCCI:yLV7^.F H7, G 1 � 0114. L � DEC a alaC► LIST 1-1020-EW-0 SHEET 4 OF 6. IREVISIUILLII[R u a• mXl 1�� VuUi� I�LJIVi IUU(tH I JUJv, " se v.• w: f.F::;�v�,u :tiL1YIHGYdIH THE H� MI.. wi lWT;t FI ,IE .. MAX RrE T Yi �[��W PREMDU .._.� --- � 9111..M[F►I T r X W 31-1020-EW-p SHEET S OF 6 zlvulm tm[e u I HLK BUUK HANEL STYLES-, 36 . � M A'X 19 ®9 101 ooQ0 DUG 0I�0� 0o00Do 00 OLANK P� 6-PAIN 4-PANANELEL 9-PAHCI 10-PANEL 18-PAN[L OTHER SIDELITE STYLES 30" -I r—MAX 79 M X ' SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A • SL-698 PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 oa D. PD-IB PO-19 PD-20 PD-21 PD-22 PD•23 PO-24 ©a v 3 �QO nn. ®®e 0 o ei FLUSH 8-PANEL CRUYSOUCK q 4 0 0❑ IZ PANEL 4-PANEL Y%SUII . ETCB 5-PANEL CYCBROV 5-PANEL V/SCROLL CYEBRDV Q 0 SL-69C SL-25 SL-53 SL-30D SL-40 SL-90A on o0 00 �a QQ PD-9 PD-10 PD-11 PD-12 PD-13 9 [pi A. 1 PD 25 PD-26 PO-27 PD-28 PD-29 . PO-]0 �©� n0� 0�� • 09U �0 00 1 00 �� 000 r noo o Q ❑0 U� PO-35 PD-36 PD-37 , PD-38 PD-39 PD-40 PD-41 PD-42 W. I.. I PO-43 PO-43A PD-438 SL-90B SL-90C SL-308 f Sl-JOC S1-70 SL_00 QQ �❑ Qd PO-14 PD-15 PO-16 PO-17 N Z PD-31 PO-32 R PO-]] PD-34 fir �i i uriaui'. •" J I J I L-I'IJ 31-1020-E a rolls Is661 SHEET 6 OF 6 uYam unre Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO2401 24 138 CROWN COLONY WAY ORLN-CRC GTNA4 LEFT Fax (407) 321-3913 FL PE # 50068, GEORGETOWN A 4 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: 37 Layout 10-17-00 H 1-9-02 Roof Loads - VT 4-11-01 H1 1-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 J 1-9-02 A 1-9-02 11 1-9-02 Al 1-9-02 J1A 1-9-02 A3 1-9-02 J 1 B 1-9-02 Total 33.0 psf A4 1-9-02 J 1 C 1-9-02 A5 1-9-02 N001 J1D 2-9-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A6 1-9-02 J2 1-9-02 A7 1-9-02 J3 1-9-02 B 1-9-02 J4 1-9-02 B 1 1-9-02 J5 1-9-02 62 1-9-02 J6 1-9-02 63 1-9-02 J 7 1-9-02 C 1-9-02 C2 1-9-02 C3 1-9-02 D 1-9-02 D 1 1-9-02 D2 1-9-02 D3 1-9-02 D4 1-9-02 D5 1-9-02 E 1-9-02 INV # DESC QNTY DATE: FEB 2 5 2003 18331 EHUH26 9 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 18336 EHUH28-2 1 SEAT PLATES 141 26-0 24-0 19-4 50-0 k Ms FEB 2 5 2003 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° �s the responsibility of the installerfbuilder, building contractor, licensed contractor, ectororerection contractor) toproperlvreceive, unload, store, handle, install and 'ace metal plate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are tsed upon the collective experience of leading technical personnel in the wood ''r��d uc � sJ N4i1 .C.rh�l.n4 oy��ii "tc774 6':'+iL9�M:} h "Y� ' 1RI�I�C��Do o area a din ' i3in$ F i s'I%�Iorl'�' Abe ��-_a_...._._.��dl�b�ji1. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833.6900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright 0 by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. 6TORAGE russes should notbe Inrough terrain or�un ; y sswhich could cause e truss. Frame 1 r -f WARNING Do not attaoh ca'bles,'chalns or ' )''f. r4'W,A n f �.,,r,s _ I i Y.1h RMINC Dottotlifts7pge�i sse�y�tF1 p„r hooks to the web mem:ers r ;r� iI+ems ,4itMu�� I a 53• I ' �n,;greatsr thanj3A'Ibhe pectki h��t1h t„ �1r4F I � . a x� k1`N:L(• � u a�)<, k III, �;f " 60' i FIN =CNANICAI I' or less\ less\ STALLATI0N`' or less � Approximately A Tag j PP Y pprox'-ately Tag Line ' :truss length r': truss length Line Truss spans less than 30'. b CAUTION"! e,njporzirybracing shown in I ,;; trusses wt�t';slrnllar` conf(gurations,,ICo;i bracing aq,ap gempht is desired ,The el Recomrnend�tl Design': Specrf�cafioii „fof Trusses; DS8 89;and tri some`cases{det'i CR'OUND'RACIN BUIL®ING 1NTER1" , G r�oLnd brace I \ .vertical (GBV) I-lToo Chord m� ma.y G ® ND".BRAI,Cl..NG-''BUiLDINd''E,\fTE,RIO Top-Chhord .� GBV Typical vertical attschmenlF 41 �_. �_:- I \� � End Wall Plan „ t Bloclun2 Ground Bra - verticals (GBV) � Ground brace.�-- o; ! 4 diagonals ( Bp) Q'�If \ yl I�YV II'S Ground brace Ii�t �lr lai �,5�r � Ii4tiaPnYHf��, . Strut (ST) �ntal tie member with a (HT) y`9rues of bra, oup of trusse (EB) Frame 2 11 Top chords that are laterally braced can buckle togetherand cause collapse if thero lano diago- net bracing. Diagonal bracing should benailad to he underside of the top chord when purling are attached to the topside of the top chord. Over 28' - 42' 3, Over _Over 60' I SI )F- Douglas Fir -Larch iF - Hem -Fir Continuous Top Chord Lateral Brace —� Required t 10' or Greater Attachment Required - 12 4 or greater SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. -11 I PIII t lF� r IXh lll;l''99jjpppp �(� i'�k I Ill I ,I I��iy� I II a I"illil� IIIIIi�"41I',^�I�jlx�H'i'rIllilldl ti }(u 11�; �' 4 i! III7J1'�Y� d1r{+i e9�1. I ii TOP; CrHORDi�i1 i1 �I� I TOP CHORD 606:6N4t_ BRACE' i�Ii� I �li Al ��t1�(pp�,11J�" y'I ��MINIMUM . ll illll I aTERAL BRACE I S�ACING.(DBg} SSPAN b,h lu'(?ITCHf �'7y�l'' $PAC;ryI�N��G LhB�S)I Ilin�� lil''ll'19i #trusses ' ilrc CII�II✓,�IWimiGL�iih�l�jl;llN'litlrl b�Fylbi ! ua'tl�IHI4I�JY�IN�III�il�lliIl?i;�'�'llill U to15 Over 32' - 48' I 4/12 6' 10 7 Over 48' - 60' 4112 5' 6 q Over 60' See a registered professional engineer tJr - uuugias rir-Larcn SN - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous ToD Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Gre Attachme Required ,,,1PITCHE®7TRUS37 Frame 3 ir' SCISSORS TRUSS- or greater i ! ,r r' : I`, I1. IILpp IIII IIII h�'I IIIP �� III ll�l I��PV'IIII�III SPAN '` I'I'I'I Ldlll;Ildh�o��I�4ulu!I�I�I�III�II��I I''I ! l I�h�l l 'il �Ii� III I�II�p rq II �I I ' 'lllJ� l' 141 I I III I N' I �i Jlfi I' � � (IlllIllllill MIN PITCH 1� ��u�Nll ll�nw,Ihul�'�II�I 1' I III7111II�IJ�1,{� MUM III 'lull 111�4I1 I{ II I �j I lu411��1r��lll.��llllp�i!II�I�I��INI1rl�f�fl.��lu ti III III .II II j�:l I �Il illIIII 61i1�111111 I; g',II� �lllllll�iu� i U�,uhlll II "IlgOiTCHORD !IIIUIb Jnp VII-' ; 11 E�LI��I�CE' SPAC(NG(LB5/lll�(fl I plil I I I,tll.l hl !I;lil��t II'C INIiI Ilt�nl l li n I O IBTTOM CHORD dI IIdbNA'L BRACtE, IuI ISPACING'(DB�)i n I, I �1�111MP� tnJsses] � ,psi F��I Up to 32' 4112 15 20 15 Over 32' - 48' 4112 15, 10 7 Over 48' - 60' 4.12 15, 6 4 v�biY�J ,rI vi7J ,,jr, j., lr tl t i MO ''y�'I�'•E'1fj7i;•juf�ih� i I': frRltl jrilil� �'1 r4*�y'�,,.��I,.4i1',�•p•,(i1.t?A'}�,h t I kl it p�I'+ir.T .J,_ � �:: ? ' �- � Y- I!!�:'j•y. 1r1�t1F: I'd 1� �'li Y,rt�'- i ,f( f°i Fil':I' :• �,li';;}y,7u � � 1 ' � I � , $:. r:.r ,b(c,'.. • ;I+r ryL! y lwy i v �j .{t.IF II'' tli 7h4 '4 ;yu6?'7.!,�{�.•,i-+��r' li!=� � A�I�xV{it'f!�'�1}�•2+t`r'�rjr7'�_S`'��I':+,�;(zi!:iK�,r r ll..°� Si r" a , A �r ! J� �� .+p+t'„a rr, e.q t6 fL•r IIr ,0 Y ' e pl,tp r `rrz�v'Iy�t�Jitstji�la 'F�rT, • • li • I'=3p`nT,A;I'1,�1 {!I'1��Hi4yt��1.�1 �(''f Ib1�IH�J'��i,�,(Ir. tfl4 �f'' '=1�1.-�: t:�%`,.tj}.i !.r�,"rFt�tv.. 1. i • � ! • --- a .S'r' +) �I'Irf+�'7;h7 II ;�,I , r_ i..-I :,i �.•,.<z��n: _ _ I. I 1 t I I r4 I t I Y I- IT ♦ j Cross JraG;ng repeated at each enCi:of tf18�' II. .1,. Lf i rlr hll ,,I rJr1F Y1 ,(•,1`� I ,I �_ �o i I„ /� bud ing and a: 20' `rntervafs. I I I N{ I` t S I rL�rO tl J�N 1{Ti �•I �. t I I , , �.- >. Lr_.r J WPC rrAei O '! I ' ' � // arl / jF lb U. u t i �r,•,y i I �i ' !� �t 41yi 31M `� 115� t�rl ' y it II I 'LI � 1 • � ci +. - �I n , � ro � I • COI1 11ILJOUS ater8} (7raCEngl Specified r o it - - '¢j / f4 \ I frLISS englCleerl[IG eI' I� ti iJ•.1 a. � • r1 r i r 1r3 s+1 � t! !) r-J1 r [ r �, ,s l �;, > - r � arh � I - •yf 4��t>a n�fisJS{i�l, I rIt ll +lJ�i INllll I .t I vJr�,�,rl r r>> ,i,l I� J,Y ��}rfi�`JI 1 ,r t I I ---------------- "TO )-`Ii S,il ryll�. ' w-r Jr ,4 fl ro l^'F �l'� e t r • I II II - .�;�.•b-0'�IPSI� 4i �Pti, iiFb, A r.rl ,i a.�l . d,, L - .^ I bl I �115.1 "iMt'T i II ! I Ig k it l 7r t J a 1: lr 1 .v, '. •�' 4) 1 ,VEB MEMBER,PLANEI,I�� s a tCl ;3 m!iFfu2 ;��, "` �IJ1, �n,taz- . II�III II IL 't n 1'dl I�IpPI,I MS( L U ,k t,l -•L I I, �: I � I _ t � ! )tl. Ill I l I .f t f �F9 � C�rIE JmL p�. I�I'7 is 1�. l�i Irtll�{I�{t:�F� �tl , '� � n i � �' I� u ,fl I• .'� d 1 'itl, IL -'1r' , P. ' `f �I { II �11 YG -� r IiJ�i�'- ti.-1 V. srlw`r Ih..aYn+�iS -XFr F4k�"1+�,Hf . jl.?I f�.l1M1 �h f, mS. 1 d ql, ydi 4. W b t i TY .+IF I I � ► I, P, '''II �II� N I -: Up to 32' Over 32' - 48' Over 48'- 60' Over 60' ' 1 1 i ( I 11 MUMI �� 1 1 lu 4 I jD�yEpP�TH.�I��I (II��%.u�i�IlliC'4�I�I(IIIIUIfI� 30" 42" 48" See a rN�l I TiOp C ORQ ��q I UIII M I Im pII IIATER L��BRACEStlAlt'�II lI I I�Inqu I Ij 1 �. I II lI SP C'I''fJ I'G(dLjBsj AI�W�IIIpd��iti(�((SWXiI'IIGI��lliil�. 8' 6' 1 5'1 registered professional nuuii im ud � Dj�tq�0 A�LIBRA IGI D8'u)iih, qqIIII II II III 971 qs, lI ml 5 n�i I rusises Ip�IGIi'' lI n9';P/D'Fli�llll: SIP F / H F:pl 16-7 10 6 4 4 2 engineer he end:. I'�.. +71 45'3 Jt.. t_ll C L'T •.: 7iV7.. diagonal race,-..,,. fore camil evered 91 trusses must t placed on verticafv wetisc(n'bne with '" the sup°porf'' :` iyh Top chords that are laterally braced can buckle togetherand causecoliapeeifthereianodiago. y7 nal bracing. Diagonal bracing should be nailed id to the underside of the top chord when puriins aro attached to the topelde of the top chord A �r<vfA wryK �,a ,xlr� IL}t 1 Sri �K Af SiAy%. L*r odathNareiatenllybraoadcanbuokleaaran'hia llapeeHthiadiego-ing. Diagonalbcinplwuldbenalled nderside of the topchord wheched to the topside of the top chord. Continuous Top Chord Lateral Brac Required 10" or Greats � I T Attachment Required �Dgs) y" 2 C iL 30" or greater. X 5 t�vJt Y„ V i I fi�, �y1�y �L l• Continuous Top Chord \\ Lateral Brace Required I 10" or Greater Attachment_�� / Required II III III. nII 'I+IdIIII I' I I I� II''I �,I 'll III4II•$I'I III I TOP CNORDII I III�II II III I lllrf II 'I.III�Ii�r�Illb'IIIIITOB 11111 I I,i II I I CHORD �I DIAGONAL' BRACE FMIhIIMUM LA:TCRAL bRAC SPADING (DBS) rll -I PITCH SPACING(LBS) [w trusses] I� SP'DF I'SPF/HF U ;o 24' 1 3/12 I 8' I 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' I 3,112 DF- Douglas Fir -Larch HF- Hem -Fir 6' 6 4 istered professional englnser I ,, SP- Southern Pine i c• SPF - Spruce -Pine -Fir b� y@� Diagonal brace also required on end verticals. To: chorda that are laterally braced can buckle toge!herand ca uaecollapae it there ionodiago- r.c bl ing. Diagonal bracing allouId be nailed :ae miners lde of the top chord when purling are attacnld to the topaide of the top chord. ie,C)NO TRUSS PLUMB II l I Truss I Depth II D(In) I i ,JI 12 9 3 or 8. greater All lateral braces lapped at least 2 trusses. Continuous Top Chord A{, stt�tp F �u�rf'�II' Lateral Brace �_, A.f(1 �. Required 1, +l t r 10' or Greater -- isoi.LL�K--� I tR jet-ry')I ply+r,'� % In.}�'Ifi� 1 r p II Ir, 7 ,rf/fir Attachment i tr I' +¢ rIFt r Required —/ \' WARNIl l' NG i-ailure°to'fiollowthese'r,=carnlmendationsco•'uldresuliirti j evere-fie s©real injury or dam3ge to trusses or buildings. I` Lesser of D/50 2" .lNS-T ALLATIQN Ti ®LERA.NCES1. 12" 1/4" 1' 24" 1 !2 I 2' 36" 48" 1" 4 60" 1-1/4" 5' 72" 1 1-1 /2" 1 6' Sq— 1-1-3W 7' 96" 2" g, 108"_I 2., 9' BOW Lenuth L(in) Lesser of L/200 or 2" L(in) --ai I L(in) li I I ......................................... . J� Lesser of L L/200 or 2" i, or L(in)'h'200 L(fi)' Maximum Plumb 50" 1/4' I 4.2' Misplacement Plumb 1/', 8.3' Line i SW 3/4" 12.5' L(in) :•"L/200" L(fl) ..I 200" 1 " 16.7' 250" 1-1/4" 20.8' 300" 1-1 /2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES, �i 1� t= �?(,�' sr'as +y=1y� e '"-�- -aw ,x'� D, _-E,h�le�,".31�z�: •�71�. a� '� •7�a�f»�`FG� ��I ��a s � .�7�+�.� " �„>�•u� � `"r i�',IMh'rl rs - c IF"(i.,U..,.r...-....a_. _r ard.. _ r.^.-al '.. - � , � V4 ��T�1!'?• _ � p , . I � r L . M� 1�..� I .�' :..,, � t .`SA�r _ �iii�iLF4�V Frame 6 MARONDA SYSTEMS WO: VALLEY SET TI: VT QTYA DESIGN INFORMATION This design is for art Individual building component and has been based an InlanoaUon provided by the ellenL The design", disclaims any responsibility for damages a5 a result of faulty or L.-'-tInformation. specNcauons and/or designs hmnished to the U— designer by the client and the comtiness or accuracy of this Information as It may relate to a spe- cfle project and accepts no r-ponslbWty or exercises no control with regard In fabnca- Uon. handling, shipment and Installation of trusses. This (Hass has been dolgned as an Individual building component In accordance with ANSI/ -I'll 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When reviewed for approval by die 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. pmJ"c spttUt .Uons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assmnes camprsslon chords (lop or bottom) me cooWm- usly braced by sheathing unless otherwise speelfhed. Where bottom chords In inulon are not fully bnced IatemUy by a properly applied rigid telling. Wey should be braced at a madmum spacing of 10'-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 fabdcallon, the fabricator shall review this drawing to verify Unit this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ved- 11-Uon. Any dLscrepancles are to be put in willing befom cutting or faba—Uon. Plates shall not be Installed over knotholes, knob or distorted grain. Members shall be cut for light filling word to wind bearing. Con- nector plats shall be located on both faces of the truss welt nails fully imbedded and shall be s)m. about the Joint unless otherwise shown. A 5.4 plate is ;i wide x 4' long. A 6.8 plate is 6- wide x 8- long. Slots (holes) run parallel to We plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate Sizes are mInimrrm slzc lased on the Ionec shown and toy need to Increased for ce,tain hand- Ungand/or .-Uou stresses. Tlas truss is not to be fahrleaterl 'Ali' the retardant treated lumber cad s olhernbc shown. For addrtooal Information an Quality Cuntml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and creclton recommendations are to be followed In ace -dance with -Handling hastaehhg R Uracn�, HIB-91. 7lvsses aze to be handled with particular cue during banding and bundling. &Uvery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm. Man and for —Lsth,g lateral forces shall be designed and installed by others. Careful band - ling is essential and .—ton bracb,g b always required. Normal precautionary action for trusses requlrs such temporary bracing during Installation between trusses to avoid toppling and dombnaing. The supervision of erection of Trusses shall be under the control of persons e<perictimd in If he meta nation of trusses. Prufesslunal advice shall be sought if needed. Concentration of "O'b "ton Inds Beater than the design bads stall not be applied to frusss at any Ume No loads other than the - weigfd of to eredors'lull be applied to Irus— on. after all fastening and bracing is cutpleted. MONO VALLEY VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES (TYP.) SUPPORTING TRUSSES 11 11 II 11 SUPPORTING TRUSSES II II ITYP.) VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. (e) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (I) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE / 2x4 t 2x4 . OR 6x6 OR 4x6 3x6 VALLEY MEMBERS AT t 4x6 3x6 4x6 t 4x6 24 - O.C. (TYP) DIAGONAL WEBS OR REQUIRED WITH SPANS 2x4 GREATER THEN 28-0-0 3x6 2x4 VARIE9 2x4 iL UP TO 1 12 0-0./ 30 2x4 2x4 20 2x4 4x10 2x4 3x6 2x4 2x4 30 3x6 OR 3x6 OR 2x4 t 4x6 OR ]4x6 MAX. 6-0.0 O.C. (TYP) i 2x4 MAX. 6.0-0 O.C. (TYP) I I MAX. TRUSS SPACING BELOW = 48' O.C. 44 SPANS UP TO 60-0-0 DOI TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: •2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8- LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SIiONVN PLATES.ARE TL20 GA '1'ES'1'E1) PER ANSI/TPI 1-199S Cont. Support WARMING: READ ALL NOTES ON THIS SHEET. �M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORD, FL. 32771 Bracing showti on ULLs drawing Is not election bracing, wind bracing, portal bracing or similar bracing which is a part of One building design and which must be -mildaed by the building deslgueL Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral suplwtt of truss membchs only to reduce buckling length. Pia islotu must be TOMAS PONCE P.E. made to anchor 4 teml bracing at ends and specified locations determined by the ImUdhng designer. Additanal bracing of the overall sL-.tme may Ix rcqub.d. isee III13 of TPII. LICENSE #0050068 Cr— Plate Institute, 3PI. Is located at 583 D'Onofto Drove. Madison. Wisconsin 53719). 1890 GREENBROOR Lr.OViEDO.FL32766 Deiign: Afaidr Analysis JOB Aitll: Studs ® 6-0-0 O.C. Eng. Job: Dwg: Dsgnr: TLY Cbk: 'I'C Live x6.0 psr 'I'C Dealt 7.0 psi 11C Live 0.0 per BC ])call 2.0 psf 'ro'I'AL 25.0 per Truss ID: VT Date: 4-1.1-01 DurFac - Plt: 1.25 . O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:06.29.00- 8302- 3; Nrc• rr. cam HIP BLOCKIN MARONDA SYSTEMS DESIGN INFORMATION This drsigii fs for an Indnddual buildutg emrlpan ..t rued hos been based on hJomla tion provided by tiles client_ The designer disclaims any r p.—IbUity Idar ga �.s r, .null or faulty or Inconeet hJonnaton. speciIi_u.os and/or dvlgns IurnbhM to the buss designer by the client and the euarectr,ess or accuracy of tills hdno ooaua,. as It mmy lelnte ta spe- edle project and aeeepLs no tesponsibtlih• or eaereiso no control lvith ,,,gaud to Gbrba- llon. IhandlhnV, shipment and Ins1a1L lion of I'__ -I hb 1-- hat been ,I—lg„,d — an b,dlvldua) building component in aeco,dance ntlh ANSI/•ITI 1-19p5 and NDS-9710 be Inc•rrponted as part of the building design I•y a Bwhling Designer 1,Wstercd archil-t..., In olessl... I enghscal, %Vl, inced for -ppl 1 by the bulkllug designer,ev, the de -sign I,mdings silo newt be checked to be note that the data shown are In agleemu t with the Ion] building codes. 1-1 climatic r ds I., Ivbtd or so— heads. pr Jact speclllotlons or spedal opplicd loads. Untess shown, truss has not been designed for storage or occupancy loads. The design assumes eompresslan chords (lop or bottom] are conllnu- ty bro-d lay skean l ,g -I- ath—vise spelined. W11tic bottom chunls In tension arc not fully braced hlerally by a properly applied rtgkf ecuing, they should be bn,evl nt a macbnwn spaeb,g of IQ-O- o.,:. Connect., plates shall be monufaelured host 20 gauge hot dipped gaba.ued steel nroeth'I ASTnI A 653. Crade 40. unless whenvlse shorn. FABRICATION NOTES Prior to fab.lc+ton, the labilc,tor sh.11 rerfew m this dwu.g to ,•ertry tlot tills dra,ving is In conlormmiee with the labricobds plans and to —11- Unwng , ponslbibty tar such cerl- r—tlnn. My di_crcpan.I- are to be put In aailblg before c.M.p. or 1.1ni-llml. PLdo shall not be Insmfled or er knotholes. knots Or dL. ned plain. NI n.bels shall be cut for tight lilting ww ood to oraf bcadug. Con- %clnr pI no shall he located o„ both faces of the loss Mitt nails fully Imbedded and shall be slap, 'bran file joint unless otherwise shoran. A 5x4 plate Is 5- wide x 4- lung. A 6x3 plate Is G- uide x fl- luug. Slots (holes) nm parallel to the plate length specified. Doable c.L- on wa.b 1 umbers shall coed at the codruld of the webs mdess ithc—I,. shmvrl. Conncdor plate sizes are mhlbnunh sires hased on the Irnccs shown and may need to Ix I;—sed for cetmin hand- ling and/or greet bn stresses. Phis truss Is not to be fabricated ivlUn I,,c ,dandanl treated lumber olden oUtemtse shmen. For eddlUonal udan nauon m, Quality C..Uu1 refer to ANSI/TPI l- I.99`,r PRECAUTIONARY NOES AIt brnadng and ectlon —e ..nendaUom are to be follmvcd In accvidmlec ,alh -Handling_ Inst.alih,g A bracing. HIB-91. Trures are to be handled with particular -Ie dulb,g banding and buudWlg. ddrvcry and installation to avoid damage. Tnnpomp- and P_...,enl bong for holding masses In a slmlgns- bt and plumb p Uton and for rest-W1g lateral I—- strati be dolgned and Irutalled by othco. Careful hand- ling is csentbl and c,e Lon bmcing is .1—y, tcquircd. Noltnal precautionary action (or lrussv ncquirrs such lempwary bunting during hnslalbllon between trusses to atold toppling and don.It-o g. Tile sopcmI,I , ,d sett'. of I.-- shall be under the cown,l of persons eaperlcn..d hI the lnslallaUmn of trusses. Professional advice shall be sought If needed. C.neentrati n ,( eonstractia„ Lads greater Ian,, the dogm lands shall not be applied la 11 u95e. nt n„y lime. No Lodi vibe., Man the weight 6 the "echo" shall I.- appbe•1 Ili !,asses nnlll tiller nil la.^.lenlml; and bmcing is eumplrted. HIP GIRDER WO: HIPDETAIL TI: HIP BTY:1 2x BLOCKING ADDED TO TOP a`1ORD OF STEP HIP TRUSSES 1-0 SHORTEN. OSB NOT TO EXCEED 24 "O.C. 0 BE NAILED TO TRUSSES w/ @ 12" ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING T YPICALL. B L. 0 CK1, �Y G 1( ' O SI-1E,f71. TIIIN(G ON STEP HIPS 1lAItNING: READ ALL NOTES ON THIS SHEET. ling. Job: W IPDETAI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: HIP CONTRACTOR. DisgiRr:1'LY Chit: Date:10-20-00 40SA MARONDA WAY GRACING WARNING: �'C Live tic-u Ifs, DurFac - Lbr. 125 SANI701Zll, FL. 32771 Dractrlg shwas on 1111s1 dmwing Is lint .r Utm hmdne. lvfnd b,actnp. pndnl bmclng or It Ill, hiocbtg «hkb Is a port of the building do ign end ,clddl 'IBC Deail 7.(I Iltir DUI Fae - PI}: 1.25 (407) 321-00&1 Fax (407) 321-3913 .lust be conslJer :J by t t build'ung design.. Dmdng shin.• is for t'tcml snp��th.f tnrss ,ncmtxis oidy t•, ,edmcc bucklhlp length. lloelhlns must Le made to aSC Live 0.11 Iry[ O.C- ShaClllg: Zd Qr, TOMAS PONCE P.E. LICFNSF arrehor bleral bnch,g al ends and 5pce114:d Inenllous detumh,ed by the bu Odb,e, designer• Addit... Ib,acmg.lLite s.•e 11 t.uctun, o.,•bere,lrired. (seeHHl-9f a(Tptl. S" I3C Dead 10.0 Design Cliteiia: TPI N005(X)68 1990 GREENDROOK UT.0V1EMFL9276G 11113 ttgscmn1. 537i41. ("uss Plate Insetnte.lPl. Is loralcd at 333 ti•Uu,ddo Ddve Iisr Code DesC: Pui�(•n: Almri.r Annlrlie JOf± :;I71J.• far cis /,(,F,'Vt.!!CS(' Itl�l• LVCIf�C':S I'U'rr\L, 33.11 )sC 00- 558- 29 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design Is for an Individual building component and has been based on Inforrnatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or bcorrect Informalton, specifications and/or designs furnished to the I- 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 exerclses no control with regard to fabrica. tion, handling, shipment and Installation of busses. This truss has been designed as an lndlvldual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enginecd. alien reviewed for approval by the building designer. the design loadbmgs 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 spccincallons or special applied loads. Unless shown. truss tins not been designed for storage or occupancy loads. The design asstunes compression chords (top or bottom) are conllnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting AST%I A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vcrffy that this drawing Is m conformance with the fabricator's plans and to realize a continuing responsibility for such ven- flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be baswi ed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be synn. about file Joint unless othe-ise shown. A 5x4 plate Is 5- wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Sluts (holes) rim parallel to the plate length specified. Double cuts on web members shall "meet al the centrold of the webs unless otherwise shown. Connector pL to sizes are nmininmum sires based on the forces shown and may need to be increased for certain hand. bng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectlun recommendations are to be followed In accordance with "Handling Installing A Bracing'. III11-91. Trusses are to be handled with particular rare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding truss" In a straight and plumb pos. Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and crecllon bracing is ah ays required. Normal precautionary action for trusses requires such temporary bracing during Inslapation between trusses to avoid toppling and dominoing. The supervision of erectfon of Trusses shall be under the control of persons e perienced In time tns"Il atfon of trusses. e Professional advice dvicshall be sought if needed. Concentration of construction loads greater than the design I- shall not be applied to trusses at any time. No loads other than the welghl of the erectors shall be applied to trusses until alter all fastening and bmcing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 92# MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.59" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.29" RMB = 1.15 9-9-2 0-4-7 i78 FAO 3.00 I WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. wind Case- ASCE 7-98, MWFRS/CBC, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 244# 4Y6 TI: A QTY:3 ==============Joint Locations=============== 1) 0- 0- 0 5) 23- 9-12 9) 26- 8-13 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 3) 12- 1- 4 7) 35-11- 8 11) 9- 2- 3 4) 17-11- 8 8) 35-11- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 -244 -57 BOT PIN 35- 7- 8 1233 0 -92 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -3629 0.73 2- 3 -3431 0.74 3- 4 -2546 0.53 4- 5 -2546 0.53 5- 6 -3439 0.74 6- 7 -3640 0.71 0 1 3.00 ..BC...FORCE ... CSI 12-11 3281 0.99 11-10 2956 0.77 10- 9 2959 0.77 9- 8 3292 0.98 1V 3X8 9-4-3 0-4-3 080 17-4-0 17-4-0 1 1186# 7.50" 11 10 9 8' 1233# 8.0011 35-11-8 � 1-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (RO-11-11) ■ scale = 0.1813 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GBEENBKOOK Cr.0%1ED0.FL92766 Design Afalrir Analysis YVAKriliNks: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ifracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bmctng which Is a pan of the building design and which must be considered by the building designer. nraclog shown is for lateral support of truss members only to reduce buckling length. Pnwislons must be made In anchor lateral bracing at ends and specified loci lions deterr"ined by the building designer. Additional hracbng of the overall structure niay be required. (See HIB-91 of TP0. frrnss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. %I.dLson, Wisconsh, 53719). JOR PATH: C:17'EE-L0KU0BSIG12,I4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: A Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA TICS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclncations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this hdonnatlon as It may relate to a spe. c flc pro)ect and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, prefect specifications or special applied loads. Unless shown. Iruss has not been designed for slnmge or occupancy loads. The design assumes compresslon chords (lop or botloml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced al a maxlmon spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting AsTNI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dewing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven. f1©lion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight filling woof to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide. x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for cenaln hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information no (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with -Handling Installing @ Bracing'. 11I11-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pennanent bmcing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and hlstalled by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hstallalion between trusses to avoid toppling and dombmoing. The supen•Islom of crectlon of trusses shall be under the control of persons experienced ism the installation of trusses. Profess lonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any Ilme. No loads other than the weight of the erectors shall he applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 BOT CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 57# MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D=-0.40" T--0.77" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.27" RMB = 1.15 9-4-3 0-4-7 0-7 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# TI: A] QTY:4 ======-=======Joint Locations=======_======= 1) 0- 0- 0 5) 23- 9-12 9) 26- 8-13 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 3) 12- 1- 4 7) 35- 9- 8 11) 9- 2- 3 4) 17-11- 8 8) 35- 9- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1183 243 -57 BOT PIN 35- 8- 4 1179 0 -57 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3742 0.86 12-11 3372 0.92 2- 3 -3494 0.69 11-10 2986 0.77 3- 4 -2565 0.52 10- 9 2978 0.77 4- 5 -2565 0.52 9- 8 3339 0.95 5- 6 -3472 0.71 6- 7 -3711 0.93 17-11-8 17-10-0 1 2 3 5 6 7 f 0 4X6 3.00 L 3.00 Y.1U 9-4-3 0-5-3 060 17 4-0 17-4-0 1 11 10 9 8 1183// 7.50" 1179H 2.50" i.- 35-9-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1872 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CF.0%1EU0.Fl-327GG Design: mllrarir Analtsis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for talent support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1-1I13-91 of TPll. (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:17'EE-LOAl1OBSIG7Z14 Eng. Job: Dµ'g: Dsgnr: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 PSI` TOTAL 33.0 Truss I D: A 1 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS.' 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclahto nny responsibility for damages as a result of faulty or incorrect htfomtalion, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this mformotlun as It may relate to a spe- cific project and accepts no responsibility or a.<ercises no control with regard to fabrlcm- tlon. handling, shlpmat and Installation of Inisses. This Inrss has been designed as in individual building component In accordance with ANSI/Till 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer [registered architect or professional engineer). R9ten reviewer) for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied lads. Unless shown. truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unlcss 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 gahanlzed steel meeting ASTNI 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 confunnance with the fabricators plans and to realize a continuing responsibility for such ven- Ileallon. Any discrepancies are to be put In writing before tuning or fabricallun. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wand bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenimld of the webs unless otherwise shown. Connector plate sizes are ndnintum shoe based on the forces shown and nay need to be btcreased for certain hand- ling and/or crcctlon st resxs. This truss Is not I. be fabricated with fire retardant treated =her unless otherwise shown. For additional inf Irmadon on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES NI 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 poi. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand. dng Is essential and emclion bracing Is always required. Nonnal precautionary action for trusses requires such temporary bracing during hnslallalion between trusses to avoid toppling and don-l-ing. The supcwtsion 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 lads greater than the design loads shall not be applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Ls completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 69# Support 2 107# MAX LIVE LOAD DEFLECTION: L/999 L=-0.3911 D=-0.40" T=-0.79" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.58" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 9-3-2 0-4-7 0-7 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, MWFRS/C&C, V=125 nph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt - 1. Bldg Type= L= 50.Oft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 232# .TC... FORCE ... CSI 1- 2 -3616 0.71 2- 3 -3453 0.68 3- 4 -2687 0.54 4- 5 -2445 0.36 5- 6 -2687 0.54 6- 7 -3461 0.67 7- 8 -3627 0.70 ..BC ... FORCE ... CSI 15-14 3264 0.98 14-13 3023 0.81 13-12 2374 0.69 12-11 2375 0.69 11-10 3026 0.81 10- 9 3276 0.97 TI: A3 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 6) 24- 5-12 11) 18-11- 8 2) 5-11- 1 7) 29-11-15 12) 17-11- 8 3) 11- 5- 4 8) 35-11- 8 13) 16-11- 8 4) 16-11- 8 9) 35-11- 8 14) 8- 8- 3 5) 18-11- 8 10) 27- 2-13 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1185 -232 -69 BOT PIN 35- 7- 8 1233 0 -107 BOT H-ROLL 16-11-8 2-0-0 17-0-0 1 2 3 6 7 811 F 6.00 5X8 5X8 3X8 Y,1D 3X8 3.00 Il 300 _ 8-10-3 0-4-3 17-4-0 17 4-0 1 14 13 1 11 10 91 1186N 7.50" 1233# 8.00" 35-11-8 L,1-0-0 (RO-11-11) EXCEPT AS SIIO%N'N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1813 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREENBROOK L-r.0NED0.FL32766 Design: Afafrit Arudysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on [his dmwing Is not election bracing. wind bracing. portal bracing - shnflar bracing which Is a part of the building design and which roust be considered by the building designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. Provi, Ions must he made 10 anchor lateral bracing al ends and slecined locations determined by the budding designer. Additional bracing of the Overall structure may Le required. [See HIB-91 of TPI). rrruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEEdAKUOBSIGI2,14 Eng. Job: WO: GT2A4 D%vg: Truss ID: A3 Dsgnr: TLY Cllk: Date: 1-09-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 11CS: 11.28.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by (he client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furlshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to n spe. cific pMecl and accepts no responsibility or exercises no control wilt, regard to Nbrtcn- tion, handling. shipment and Installation of trusses. This truss has been designed as an (ndivldual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ,s pan of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for appmral by the budding deslgl-. the design loadings shown must be checked to be sure that the data shown am In agreement with the local building codes. local climatic records for wind or snow loads. project specillcalions or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously braced by sheathing unless olhemise specified. Where bottom chords In tension are not rutty braced lalemlly by a properly applied rigid ceiling. they should be braced at a niminium spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabilcalor shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put In willing Wore cutting or fabrication. Plates shall not be installed over knotholes. knots or distnned grain. Members shall be cut for light filling w•oorl to wood hearing. Con- nector plates shall he located on both faces of the truss with nails fully imbedded and shall be sysn. about the Joint unless otherwise shown. A 5.x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mInboom sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mconmmndalfons are to be followed In accordance with -I landling Installing & BmclnK'. HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding imsses In a straight and plumb f - ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dornbmoing. The supervision of erection of busses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the ernlors shad be applied to trusses unit] after all fastening and bracing IS completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,6 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 108# Support 2 68# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.32" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.15 9-3-2 0-4-3 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 B1ph, It = 15.0 ft, I = 1.00, Exp.Cat-B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# ..TC... FORCE ... CSI 1- 2 -2137 0.48 2- 3 -1997 0.40 3- 4 -1560 0.35 4- 5 -1845 0.34 5- 6 -2331 0.34 6- 7 -2684 0.53 7- 8 -3497 0.67 8- 9 -3674 0.68 ..BC ... FORCE...CSI 16-15 1853 0.63 15-14 1631 0.47 14-13 1923 0.46 13-12 2254 0.58 12-11 3046 0.81 11-10 3324 0.95 TI: A4 9TY:1 -====--=======Joint Locations=============== 1) 0- 0- 0 7) 24- 6- 4 13) 17- 0- 0 2) 5- 3-15 8) 30- 0- 7 14) 14-11- 0 3) 10- 1- 8 9) 35-10- 0 15) 7- 8-12 4) 14-11- 0 10) 35-10- 0 16) 0- 0- 0 5) 17- 0- 0 11) 27- 3- 5 6) 19- 0- 0 12) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 -231 -108 BOT PIN 35- 8-12 1174 0 -68 BOT H-ROLL 17-0-0 2-0-0 1, 16-10-0 I 2 3 4 7 8 g 5X8 4XG JAU Imo- 74-8 3X8 12.00 II 3.00 8-10-3 0-5-3 060 14-11-0 4-1-0 16 4-0 116 15 12361/ 8.00" 14 13 12 11 p 1 1175# 2.50" -0-0 35-10-0 CdS�Vr�41 A Es (s) 2x4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 YYAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A4 CONTRACTOR. Dsgnr: TLY I Clik: - Date: 1-09-02 4005 MARON DA WAY BRACING WARNING TC Live 16.0 psr DurFac - Lbr: 1.25 SAN FORD. FL. 32771 Bmcbmg shown on this drawing Is not enrtlon bracing. wind bracing, portal bmring or sI nllar bracing which is a pan of the bulldbmg design and which must be considered by doe budding deslgicr. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0004 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. provisions must be BC Lire 0.0 psr O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bmchmg at. ends and spec10ed ]-ifons determined by the bulldlug ee designer. Additional bracing of the overall structure may be required. (SHIB-91 of„ran. 11c ❑coil 10.0 1 ,sf Design Criteria: TPI LICENSE #0050068 fuss Plate Institute. Till. Is 1-ted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Cr.OVIEDOXI-32766 TOTAL 33.0 psr V:12.03.01- 12876- 5 Design: Alduts Aruafesis JOB PATH:C:I7FF-LOA:VORSIC12A4 HCS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been (used on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by lhr, chenl and the correctness or accuracy of this Information as R may relate to a spe- clffe protect and accepts no responsibility or exemises no control with regard to fabrita- tIon, handling. shipment and Installation of trusses. This truss has been designed as an Indh'lduaI building component In accordance with ANSI/TPI 1-1995 and NUS-97 to be Incorporated as part of the building design by a Building Designer (registered archllecl or professional engineed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads. pmjcct specifications or special applied lads. Unless shown, thus has not been designed for storage or occupancy Inds. The design assmnes compression chords (lop or boltorn) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied dgld 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 AS NI A 653, Grade 40. unless otherwise. shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is m conformance with the fabricator's pLius and to realize a continuing responsibility for such veri- n[ation. Any discrepancies are to be put in writing before cutting or fabricatlon. plates shag not be bnst Iled over knotholes. knots or distorted gratin. M_,bers shall be cut for tight fitting woof to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syln. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web mcnnbers shall meet at the cenlrold of the webs unless otherw-t- shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. ThLs taus Is not to be fabricated with fire retardant treated lumber unless otherwise stimm. For additional information an 9ualit-v Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing i3 Bracing", HI9-91. 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 resislmg lateral forces shall be eleslgned and installed by others. Careful hand- ling Is essential and ciection bmcing Is always requred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppling and dominating. The sup-tslon of erection of trusses shall be under the control of persons experienced in the Installation of lasses. Prof -tonal advice shall be sought If needed. Concentration of construction lads greater than the design lads shall not le applied to trusses at any (ime. No lads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 102# Support 2 140# MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tie 0.58" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 8-3-2 0-4-7 0-7 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/CRC, V=125 oph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 204# ..TC... FORCE ... CSI 1- 2 -3579 0.71 2- 3 -3488 0.62 3- 4 -2920 0.53 4- 5 -3198 0.49 5- 6 -3198 0.49 6- 7 -2921 0.53 7- 8 -3498 0.62 8- 9 -3592 0.70 ..BC ... FORCE ... CSI 16-15 3220 0.95 15-14 3139 0.78 14-13 2625 0.67 13-12 2626 0.67 12-11 3143 0.78 11-10 3234 0.94 TI: A5 QTY:1 =======--=====Joint Locations=============== 1) 0- 0- 0 7) 25- 9-12 13) 17-11- 8 2) 5- 3- 1 8) 30- 7-15 14) 14-11- 8 3) 10- 1- 4 9) 35-11- 8 15) 7- 8- 3 4) 14-11- 8 10) 35-11- 8 16) 0- 0- 0 5) 17-11- 8 11) 28- 2-13 6) 20-11- 8 12) 20-11- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 -204 -102 BOT PIN 35- 7- 8 1233 0 -140 BOT H-ROLL 14-11-8 6-0-0 15-0-0 1 2 3 5 7 8 9 6 0000 -6 00 5X8 2X4 5X8 3X8 4Au 3X8 3.00 1 3.00 W080 174-0 174-0 1 15 14 13 12 Il 10 1186N 7.50" 8.00" 123411 ie 35-11-8 � 1-0-0 j (110�-11-11) EXCEPT AS SHOWN PLATES ARE T1.20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1813 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.OI1ED0.FL327GG Design: Alivir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dewing Is not erection bmcing, wind bracing, portal bracing or similar bmcing which is a part of the building design and which must be consldercd by the building designer. Bracing shown is for Literal support of tnus members only In reduce buckling length. fhovislons nmst be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemB structure may le required. ISee 11I13-91 of TPI). frniss PLite Institute. TI'I. Is located at 583 D'Onofrlo Drive., Madison. "'Is-isbn 53719). JOB PA771: CATEE-LOKIJOBSIG7244 Eng..Job: D%vg: Dsgnr: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 Truss ID: A5 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS• 11.2.7.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A6 QTY:1 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 coarposite result of nmltiple loads. 1) 0- 0- 0 6) 25-10- 4 11) 21- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 5 7) 30- 8- 8 12) 15- 3- 8 provided by file client. The designer disclaims 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. 3) 10- 2- 2 8) 35-10- 0 13) 7-11- 0 any responsibility for damages as a tesuh of Y faulty or incorrect information. speciicaumis WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 rnph, 4) 15- 0- 0 9) 35-10- 0 14) 0- 0- 0 and/or designs furnished tothe truss desfgner h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 5) 21- 0- 0 10) 28- 3- 6 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type= L= 50.Oft, W= 35.8ft, Truss ----MAX. REACTIONS PER BEARING LOCATION ----- ofthis bnfo.nlatfon as It may relate to a spe- Support 1 141# in END zone, TCDL= 4.2psf, BCDL= 6. Opsf X-Loc Vert Horiz Uplift Y-Loc Type clfic project and accepts no responslbdlfy or p Support 2 101# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 0- 4- 0 1236 -203 -141 BOT PIN lion, handling, shipment and Installation of MAX LIVE LOAD DEFLECTION: Support 1 203# 35- 8-12 1174 0 -101 BOT H-ROLL trusses. This truss has been designed as an L/999 Individual building component In accordance with L=-0.29" D=-0.30" T=-0.59" ..TC... FORCE... CSI ..BC... FORCE... CSI ANSI/TPI I-1995and NDS-971.1.fncorpomted MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2131 0.48 14-13 1848 0.63 as part of the building design by Building T= 0.35" 2- 3 -1986 0.42 13-12 1634 0.48 Designer (registered architect orprofessional enginemrl• When reviewed for appromvavaIby the MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1541 0.37 12-11 1569 0.45 budding designer, the design loadhlgs shown T= 0.17" 4- 5 -2572 0.52 11-10 3162 0.87 .lost be checked 1. be sure that the data shown 5- 6 -2944 0.51 10- 9 3280 0.92 arc in agreement with the loch building codes, RMB = 1.15 6- 7 - 3525 0.62 local chinatic records for wind or snow loads, 7 - 8 -3636 0.68 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The dcslgn assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords ill tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-(- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS-Mi A 653, ] S_O_O 6.0.0 14-10-0Grade 40, unless othcrwi- shown. 1 2 G FABRICATION NOTES r- 3 G o0 -� 7 8 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to 5X8 4X6 realize a continuing responsibility for such veri- ficauon. Any discrepancies are to be put In writ Ing before cutting or fabrication. plates shall not be Installed over knotholes, knits or distorted grain. Membersshall be cut 3X4 3X4 for tight fitting wood to wood bearing. Con- nector plates shall be lorateri on both faces of the truss with nails fully Imbedded and shall be sum. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.KS plate Is G 8-3-2 6X8 J12 6�8 7-10-3 wide x 8- long. Slots (holed run parallel to the plate length specified. Double cuts on web 6 men I— shall nleet at the -ntrold of the webs unless otherwise shown. Connector plate sizes 0-4-3 0-5-3 are minimum sizes based the forces sh 3X4 and rimy need to be increased d for certain hanan d- ling and/or erection stresses. This Iniss is not to be fabricated with fire retardant treated lumtxr unless otherwise zhmvm. Far additional 3XG 3X4 6X8 3-7-0 -5X6 information on Quality Control refer to 1�, ,� 77 3X8 ANSI/TPI I-1995 Imo- 7-0-0 "1 PRECAUTIONARY NOTES All bracing and erection recommendations are fo be followed in accordance with-Iandling Installing R Bmcing". HIM 1. Trusses arc to be handled with particular cart during banding and bundling, delivery and Installation to avoid damage. Temporary and p mianenl bracing for holding trusses in a straight and plumb pos- IHon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing h ahvays required. Normal precautionary action for trusses requires such temporary bracing during lost a nation between trusses to avoid toppling and dominoing. The supervision of erection "f trusses shall be under the control of persons experienced in the installation of lrsses. Professional advice shall be sought If needed. Concenlrallon of construction loads greater I an the design, loads shall not Ix: applied to Irsses at any Ilene. No loads oll a than the aclght of file erectors shall be applied to trusses unlil after all fastening and bracing is completed. %.53 JI 3.00 060 15-3-8 5-8-8 11 144-0 11 14 13 1 I1 10 191 1236a 8.00" 1175# 2.50" 1-0-0 35-10-0 Cd%A ) A"ES (8) 2X4 EXCEPT AS SIIOIVN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 LiMaronda Systems 4005 MARONDA WAY SANFORD. 11. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0I'IED0.FL32766 WFIKNIN(a: 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 broOng, wind bmeing, portal bracing or shnlbir bracing which Is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of Irss members only to reduce buckling length. provisions must be made to anchor lateral bmeing at mils and spect0el locutions determined by the budding designer. Additional bracing of the overall structure may be required. (Sce IIIB-91 of - PII. rrrc Plate Institute. TPI. Is located at 553 D'Onofrlo Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss ID: A6 Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 Psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA TOTA1, 33.0 psf V:12.03.01- 12878- 5 t.:rlEC-r,l/AVVU3Wf✓14 11CS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer dlsclaimus any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss dmigrer 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 exemises no control with regard to fabrica. Lion, handling. shipment and Installation of trusses. This truss has peen designed as an Individual building cornponenl In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer Ireglstcmd architect or professional eng(neerl. When reviewed for approval by the building designer. the design loadings shown must In checked to be sure that the data shown are in agreement will) the local building codes. local climatic records for wind or snow loads. P-J-1 specifications or special appUed loads. Unless shown, 1n155 has not tern designed for storage or occupancy loads. The design assurnes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specked. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabd©tor shape review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ven. I)callon. Any dlscrepaneies are to be put In writing before cutting or fabrication. Plates shall not be.. installed over knotholes. knots or distorted grain. Menmbers shall be cut for light fitting wood to wood hearing. Con- nector plades shall be located on both faces of the truss with nails full)• Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6- wide x 8" long. Slots (holes) run pamllel to the plate length specified. Double cuts on web nlcnmbcrs ee shall mt at the centroid of the webs unless otherwise shown. Connector plate sizes are mininmm sizes based on the forces shown and may need to be Increased for certaln bond. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated m luber unless otherwise shown. For additional infomration 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 & Bmcing-. H113-91. Trusses are to be handled with particular, care during bonding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resistbmg 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 d"minohng. 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 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. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,3,4,5 WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design is the ccniposite result of multiple loads. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Ecp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.32" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-2 0-4-3 WO: GT2A4 WE: IX4 continuous lateral bracing attached with 2- 10d nails each member where shawn.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 346# Support 2 293# 5X8 3X6 2X4 5X6 4-5-2 _91 12.00 17-10-6 '116 15 14 13 1236# 8.00" 11-0 (R0_II_-,) I 35-10-0 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. LICF,NSF #0050068 1890 GREENBROOK Cr-OVIEDO.F-L3276G Design: Mafrit Analysis 1VkkKNINtj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a par of the building design and which must be corlmd-d by the building dr-signer. Umchug shown Is for Lateral support of truss members only to reduce buckling length. RovWons must In 'trade to anchor lateral bracing at ends and specWed locations determined fry the building designer. Additional bracing of the overall structure may be. required. (See III8-91 of TPI). (Russ Plate Institute. TPI. Is located at 583 D'Onoido Drive. Madison. Wisconsin 53719). JOB PA771: CATF.F-LORUOBS7GM14 TI: A7 QTY:1 -==--------===Joint Locations=============== 1) 0- 0- 0 7) 29- 3- 5 13) 17-10- 6 2) 6- 9- 4 8) 35-10- 0 14) 13- 0- 0 3) 13- 0- 0 9) 35-10- 0 15) 6- 9- 4 4) 17-10- 6 10) 29- 2- 9 16) 0- 0- 0 5) 20-11-12 11) 22-10- 8 6) 23- 0- 0 12) 20-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 -175 -346 BOT PIN 35- B-12 1174 0 -293 BOT H-ROLL ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -2123 0.51 16-15 1835 0.60 2- 3 -1717 0.46 15-14 1833 0.47 3- 4 -1585 0.36 14-13 1473 0.40 4- 5 -2942 0.44 13-12 2240 0.63 5- 6 -2943 0.51 12-11 2800 0.69 6- 7 -3168 0.84 11-10 3336 0.85 7- 8 -3671 0.66 10- 9 3315 1.00 Q 1 3.00 6-10-3 0-5-3 5X6 3X8 1175# 2.50" scale = 0.1819 Eng. Job: W T A4 D%vg: Truss ID: A7 Dsgnr: TLY C": Date: 1-09-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 QC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi V:12.03.01- 12879- 5 NCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B 9TY:1 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 D composite result of multiple loads. 1) '0- 0- 0 6) 29- 2-13 11) 13- 1- 0 component and has been based on Information provided by the client. The designer disclahns 2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 6- 8- 3 7) 35-11- 8 12) 6- 8-15 any responsibility for damages as a result of WEBS: 2x4 SP #3 eontinuousl y braced unless noted otherwise. 3) 12-11- 8 8) 35-11- 8 13) 0- 0- 0 faulty or incorrect information, specdlmtlons WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, 4) 17-11- 8 9) 29- 2- 1 and/or designs furnished to the truss designer h = 15.0 ft, I - 1.00, Cat.=B, Kzt = 1.0 �P • 5) 22-11- 8 10 ) 22-10- 0 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type= L= 50.0ft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- Ifthis Information as It may relate to a spe- cific project and accepts no responsibility or Support 1 297# in END zone, TCDL= 4 . 2 sf , BCDL= 6 . 0 sf P P X-LOC Vert HOriz Uplift Y-LOC Type control with regard to fabrica- Support 2 344# 0- 3-12 1186 -177 -297 BOT PIN Ilan, handling, shipment and installation of Lion. handling. li MAX LIVE LOAD DEFLECTION: .. TC... FORCE ... CSI ..BC... FORCE ... CSI 35- 7- 8 1233 0 -344 BOT H-ROLL trusses. Tills truss has been designed as an L/999 1- 2 -3599 0.68 13-12 3242 0.96 Individual building corponent In accordance with L=-0.39" D=-0.41" T=-0.80" 2- 3 -3175 0.82 12-11 3273 0.80 ANSI/TPI I-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -2813 0.49 11-10 2969 0.82 as part of the building design by. Building Designer (registered architect or professional T= 0.55^ 4- 5 -2815 0.48 10- 9 3284 0.80 engineers. Whenrevlewedforapprovalbythe MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -3178 0.81 9- 8 3255 0.95 building designer. the design loadings shown T= 0.27" 6- 7 -3612 0.67 must be checked to be sure that the data shown are In agreement with file local building codes. RMB = 1.15 local climatic records for wind or snow loads, project speclllcallons or special applied loads. Unless shown, truss has not been designed for storage or mcuµincy lands. 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 latemlly by a property applied rigid ceWng, they should be braced at a maxtmurn spacing of 1 o'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review tills drawing to verify that this drawing is in conformance wmh the fabricator's plans and to male a continuing responsibility fur such 1. ficatlon. Any dtscreµancies am to be put In wilting before cutting or fabrication. Plates shall not be Installed over Wwtoles, knots or dlstoried grain. Members shall he cut for tight fitting woad to wood beating. Can- neclor plates shall be located on Loth faces of Lite truss with nails fully Imbedded and shall be syan. about the Joint unless otherwise shown. A 5x4 plate H 5- wide x 4- long. A 6.a8 plane is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may raced to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with Bre retardant treated lumber unless otherwise shown. For additional information on Quality control refer to ANSI /TPI 1-199s PRECAUTIONARY NOTES All bmcing and erection reconmundatlons are to be followed Ira accordance with -Handling Installing & Bracing-. HIB-91. Trusses are to be handled with particular cam during banding and bundling, delivery, and installation to avoid damage. Teinporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The sopen•ision of erection of trusses shall be under the control of persons experienced In the Installation of t usss. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to Incases at any thuc. No loads other than the weight of the erectors shall he applied to trusses until after all fastening and bracing Is completed. 7-3-2 0-4-7 _L I 12-II-R 10-0-0 13-0-0 I 2 1 4 6 7 -6.006.00 5X6 3X4 5X6 0 T-u 3X8 ' U 3X8 3.00 11 3.00 6-10-3 0-4-3 0-7 12-5-8 9-9 0 12-5-8 1 1 12 11 10 9 g 1186# 7.50" 1234# 8.00" 35-11-8 1-I(R -0 1 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TES•CED PER ANSI/TPI 1-1995 scale = 0.1813 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgftr-. TLY I Clik: Date: 1-09-02 4005 MARONDA WAY TIC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL.. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. tonal bracing or similar bmcing which Is a pan of file building design and which must be considered by the bu6ding designer. Oncing I'C Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss mennbcm only to reduce buckling length. Provisions must to BC Live 0.0 pest O.C.Spacing: 24.0" h g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bracing of file overall structure may be required. (see HIB-91 ofrpn. BC Dead 10.0 p•tif Design Criteria: TPI LICENSE #0050068 Truss Plate Institute. Till, is located at 583 D'Onofrio Drt-, Madison, Wisconsin 53719). Code Dese: FLA 1690 GREENUROOK Cr.OVIEDO.FL72766 TOTAL 33.0 psP V:12.03.01- 12880- 5 •--••e •.••�•�• ,•,,�•��, wa rnurr L:Iree-LVAVUb3ILj1M4 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B1 QTY:1 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 D composite result of multiple loads. 1) 0- 0- 0 6) 30- 3- 5 11) 18- 0- 0 component and has been based on Information 2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 5- 8-11 7) 36- 0- 0 12) 11- 1- 8 rovided by the client. The designer disdains any responsibility for damages as a result of WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. y 3) 11- 0- 0 8 36- ) 0- 0 13) 5- 9- 7 faulty or incorrect lnfommllon.specifications 2x4 SP #2 4,6 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, 4) 18- 0- 0 9) 30- 2- 9 14) 0- 0- 0 and/or designs furnished to thetrussriesign- WEDGES: 2x4 SP #2 h = 15.0 ft, I = 1.00, Ecp.Cat.=B, Kzt = 1.0 5) 25- 0- 0 10) 24-10- 8 by the client and the correctness or accuracy Bldg Type= Let 50.Oft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Information as R may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in END zone, TCDL= 4.2psf, BCDL= 6.Opsf X-Loc Vert Horiz Uplift Y-Loc Type clflc project and accepts no responsibility or exerctses no control with regard to fabrin- Support 1 345# 0- 4- 0 1233 -147 -345 BOT PIN lion.handling. shipment and Installation of Support 2 347# TC... FORCE... CSI ..BC... FORCE... CSI 35- 8- 0 1233 0 -347 BOT H-ROLL trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: 1- 2 -3563 0.66 14-13 3203 0.93 individual building component In accordance with L/975 at JOINT # 4 2- 3 -3372 0.65 13-12 3242 0.81 ANSI/TPI1-1995and NDS-97tobeIncorporated L=-0.43" D=-0.44" T=-0.87" 3- 4 -3571 0.68 12-11 3002 0.67 as pan of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 4- 5 -3571 0.68 11-10 3002 0.67 Designer (registered arch heel or professional engineer). When reviewed for approval by the T= 0 . 53 ^ 5- 6 -3372 0.65 10- 9 3242 0.81 building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 6- 7 -3563 0.66 9- 8 3203 0.93 must be checked to be sure that the data shown T- 0. 26" arc In agreement with the local building codes, local climatic records for wind or snow loads. RMB = 1.15 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes comp-slun chords (top or bottom) are Continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipl-I golanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is to conformance with life fabricators plans and to realize a continuing rnpunsibllity for such veri- ❑nllon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knot-s 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 syrn. about the joint unless otherwise shown. A 5x4 plate Is 5- wide .x 4- long. A 6x8 plate Is 6" aide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mhnlrnwn sizes based on the forces shown and may need to be increased for certain hand. ling and/or ercctlon stresses. This truss Is not to be fabricated with fire retardant treated Imnb er unless otherwise shown. For additional unfonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and crecllon recommendations are to be followed in accordance with 'Handling InstaWng & Bmctng-. If B-91. Trusses are to be handled with particular care during binding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and Installed by others. Careful hand. Ling is essential and erection bracing Is always required. Norinal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of ercctlon of irosses shag 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 lands other than the w<Ight of the erectors shall be applied to trusses until after all fastening and bracing is completed. r 6-3-2 0-4-3 11-0-0 14-0-0 11-0-0 I 2 4 6 7 Q 5X6 2X4 5X6 0 f-0 3X8 yslr 3X8 5-10-3 0-4-3 3.00 1 1 3.00 0-8 0 -I080 10-5-8 13-9-0 10-5-8 ll' 13 12 I I 10 9 8 1234N 8.00" 1234N 8.00" 1-0-0 � e (RO-11-11) 36-0-0 1� 0-0 I (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1763 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A4 Maronda Systems (])A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: Bl CONTRACTOR. BRACING WARNING: Dsgfnr: TLY Chi:: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY 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 SANFORD, FL. 32771 321-0064 Fax which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support truss to buckling length. BC Live 0.0 O.C.Spacing: 24.0" P g• (407) (407) 321-3913 TOMAS PONCE P.E. of members only reduce I'rovislons must be made to anchor lateral bracing at ends and epeclfled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC Dead 10.0 psi S p-f Design Criteria: TPI LICENSE #0050068 frross plate Institute. TPI. Is lucned at 583 D'Onofno Drive, lladisnn. Wisconsin 53719). ,..1 Code Dese: FLA 1890 GREENBROOK Cr.O"EDO.FL32766 I TOTAL 33.0 psf V:12.03.01- 12881- 5 uesign: AfWar Almfyns JOB PA771: C:ITEE-L0KU0RSiG'M4 I1CS: 11.24.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the clienl. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spc- ciflc project and accepts no responsibility or -relses no control with regard to fabrica- tion• handling• shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow laalds. project specifications or special applied lands. Unless shown. Iruss has not been designed for storage or occupancy loads. The design nssmnes connpression 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 m irman spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped g' hanUed steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or ilLstorted grain. Members shall be cut for light filling wood to wood hearing. Con- nector plates shall be located on troth fares of the truss with malls fully mnbedded and shall be syan. about thejolnt unless oth -Ise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- vAdc x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sues are mbnbnum sues based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control rder to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All braoing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing". III6-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and emcdon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dombroing. The superasion of ercc"on of musses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall in applied to trusses until after all fastening and bracing Is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 345# Support 2 347# MAX LIVE LOAD DEFLECTION: L/834 at JOINT # 4 L=-0.50" D=-0.5111 T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 r 5-3-2 U 4-3 7- WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI 1- 2 -3545 0.75 2- 3 -3510 0.71 3- 4 -4106 0.74 4- 5 -4140 0.65 5- 6 -4139 0.75 6- 7 -3509 0.71 7- 8 -3546 0.76 ..BC ... FORCE ... CSI 14-13 3192 0.89 13-12 3143 0.69 12-11 4150 0.88 11-10 3142 0.70 10- 9 3193 0.89 TI: B2 QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 6) 27- 0- 0 11) 21- 0- 0 2) 4- 8-11 7) 31- 3- 5 12) 15- 0- 0 3) 9- 0- 0 8) 36- 0- 0 13) 9- 1- 8 4) 15- 0- 0 9) 36- 0- 0 14) 0- 0- 0 5) 21- 0- 0 10) 26-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1233 -119 -345 BOT PIN 35- 8- 0 1233 0 -347 BOT H-ROLL 9-0-0 18-0-0 9-0-0 I 2 4 5 7 8 6.00 5X6 3X4 6X8 SX6 Q v dr-v 3X8 -ij A 3X8 1 4-10-3 0-4-3 3.00 JI 3.00 0-8 8-5-8 11 17-9-0 8-5-8 1 13 12 11 10 9 123411 8.00" 1-U-00 �� 36-0-0 1234// 8.00" 100 (RU-11-11) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 r (Ro-I1-11) scale = 0.1763 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: B2 CONTRACTOR. Dsgnr: TLY C": Date: 1-09-02 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FI-. 32771 Bracing shown on this drawing is not ereotlnn bracing, wind bracing. portal bracing or smillar bracing which is a Bart of the building design and which must In considered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for 4 feral support of truss n hers only to reduce buckling length. Prowislons m roust be 13C Live 0.0 psi O.C.Spacing: 24.0" p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specllted locations delennbned by the building designer. Additional bracing of the overan 0 structure may be required. (See IIIB-91 of BC Dead I o.o Psr Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1690 GREENBR00K Cr.0ylED0.F1.32766 I -TOTAL 33.0 psi V: 12.03.01- 12882- 5 Design: blaihr Andlrsis JOB P,177/: C:ITEE-LOKVOBSIG1Zi4 HCS: 11.28.01 I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B3 QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. 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- edic project and accepts no responsibility or rses no control with regard to fabri tbn, ac-a- handling, shipment and Installation of trusses. This lass has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as fart of lire building design by a Building Designer [registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for atomge or occupancy loads. The design assumes compression chords (top or bottom) are canlinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid "ding, they should lie braced at a maximum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahantzed steel meeting ASPAI A 653, Grade 40, unless .0-v1se shown. FABRICATION NOTES Prior to fabrication, the fab0calor shall raiew this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a contlnuing responsibility for such veri- Ilratlon. Any dise-p-el- are 1. Ix put In writing before culling or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fining wooil to wood tearing. Con- nector plates shall be located on both faces of the truss with nails fully inabedded and shall be sym. about the joint unless otherwise shown. A 5.4 pL Ie Is 5' wide x 4' long. A 6x8 plate is 6' wide .e 8- long. Slots (holes) con parallel to the plate length specified. Double cuts on well mcmbcm shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based tin the lorces shown and nwv need to be Increased for certain hand- [Ing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional udormation on Quality Control refer to ANSI/Till 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accoidance with "Handling Installing & Bracing. HIB-91. Trusser are to be handled with particular care during handing and bundling, delivery and Installation to -Id damage. Temporary and pem.anenl bracing for holding trusser in a straight and plumb fws- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- [Ing Is essential and erection bmeing Is always required. Normal picv-rutf.u-y action for trusses requbes such lernpomry bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of personas ecpericneed in the installation of trusses. professional advice shall be sought If needed. Concentration of con oad ,WcUon loads greater .bar,the design loads shad not be applied to trusses at any lime. No loads other than the weight of the erectors shall Ica applied to trusses until alter all lastcning and bracing Is c nplctcd. TOP CHORDS: 2x4 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 2,3 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8,10 2-PLY TRUSS! fasten w/3"X 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/846 at JOINT # 6 L=-0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.15 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, If = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 13611l Support 2 1359) .TC... FORCE ... CSI 1- 2 -4717 0.17 2- 3 -4920 0.23 3- 4 -6526 0.19 4- 5 -13489 0.32 5- 6 -13189 0.50 6- 7 -13189 0.38 7- 8 -9074 0.43 8- 9 -7656 0.38 ..BC ... FORCE ... CSI 18-17 4164 0.41 17-16 4175 0.41 16-15 4427 0.41 15-14 8939 0.79 14-13 13485 0.86 13-12 8724 0.58 12-11 7096 0.82 11-10 6861 0.81 ==---------===Joint Locations========_______ 1) 0- 0- 0 7) 29- 0- 0 13) 21- 8- 0 2) 3-11- 4 8) 31-11- 3 14) 14- 7- 0 3) 7- 0- 0 9) 36- 0- 0 15) 12-11- 4 4) 12-11- 4 10) 36- 0- 0 16) 7- 0- 0 5) 14- 7- 0 11) 31-11- 3 17) 3-11- 4 6) 21- 9- 8 12) 28- 9- 0 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 29- 0- 0 TC Vert L+D -46 29- 0- 0 -46 37- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 29- 0- 0 BC Vert L+D -20 29- 0- 0 -20 36- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2520 -93 -344 BOT PIN 35- 8- 0 2516 0 -346 BOT H-ROLL 2-I'LYS I2.L'QUIRrD 7-0-0 22-0-0 1, 7-0-0 I/ 1 2 4 5 6 8 FE9 10X10 6X8 6X8 IOX10 1OX10 3-1-12 _I r-mil 12.00 1 -6.00 3.00 4.\D T 04_3 3-10-3 12-11-4 D.-7-1 14-2-0 L, . 6-7-0 118 17 16 15 l4 13 I 11 � 1.0 2520# 8.00" 2516# 8.00" 1-0-0 11 - 36-0-0 1100-0- CdAft t'�-1-) P AfES (4) 2X4 t 430# 430N (' RO-11-11) EXCEPT' AS S110NVN PLATES ARE TI O GA TESTED PER ANSI/Till 14995 scale = 0.1763 WARNING: READ ALL NOTES ON THIS SHEET. Eng. soh: W T2A4 1'(!M1aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`t'g: Truss ID: B3 CONTRACTOR. Dsgitr: TLY Clik: Date: 1-09-02 BRACING WARNING: TC Live 16.0 I>sr DurFac - Lbr. 1.25 4005 MARONDA WAY BMeingshownonthisdrawing1,noter-tionbraring,windbracing.portalbracing-suullarbracing TC Dead 7.0 psr DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a pan of the budding design and which onisl be considered by the building designer. Bracing shown is for lateral n Iniss buckling 11C Live 0.0 )SI O.C.Spacing: 24.Qn h g (d07) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. sat of mcmt- lint to reduce length. Provisiuns must Ix PP" y g gt made to anchor late.,] braring at ends and sferdied locations detnmined by the building dcstgner. Additional bracing of the overall structure may be iequbed. (See HIB-91 of TPfI. �`` Dead 1 �.� 1 1 )Sr Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrico o Drive, Madison, Wisconsin 53719). Code Dese: FLA 1890 GRFENBIIOOK C .01IE1>0.FL327G1 T O I•A 1, 33.0 psF V:12.03.01- 12923- 9 Design: Afmri.l Analysis JOB PATH: CATF-F-LOA'11JOBSIG72.14 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C 9TY:1 -1 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infonnallon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of lids Infonnallon as It may relate to a spe- ctfle protect and accepts no responsibWly or exercises no control with regard to fabrica- tion. handling. shipment and Installation of l rvsseThis truss has been designed as an Individs.ual building component In accordance with ANSI/TPI 1.1995 and NDS-97 10 be incorporated as part of the building design by a Building Designer (registered architect or professional rnglnced. When reviewed for approval by the building designer. the design, loadings shown must be checked to be sure that the data shown arc In agreement with the 1-1 building erodes. local climatic records for wind or snow loads. protect spc lfic-nions or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) arc continu- ously braced by sheathing unless utherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should Ile. bm.cd at a maxinurn spacing of 10'-0" o.e. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fibrImtor shall review this drawing to verify that this drawing is in conformance with Lite fabricators plans and to realize a continuing responsibility for such verl- neatlon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully bnbedded and shall be sym. about the Joint unless otherwise shown. A 5.4 plate 1. 5" vide , 4" long. A 6.c8 1A to Is 6" wide x 8" long. Slots (holes) nun p arnittl to the plate length specified. Double cuts on web embers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mbdnuun sizes based on the forces shown and may need to he increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on (quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recmn uendalions are to be followed In accordance with "Handling Installing & Bracing". HIB-91. Tmsses 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 rest,%ung lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is ahrays required. Normal precautionary action for trusses requires such temporary bracing during mstaBatlon between trusses to avoid toppling and dondnoing. The supervision of erection of trusses shall be under the, control of persons experlcnced In Ute Installation of trusses. Profess lonall advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to I— at any time. No loads other than the weight of the ermlors shall be applied to trusses until after all lastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,8,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 332# Support 2 307# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" Ij__I;�IW11111r7 T 6-3-2 0-4-3 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "To brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, i = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ==- - ===Joint Locations=====-==-====== 1) 0- 0- 0 7) 30- 4- 4 13) 15- 4-10 2) 5- 9- 4 8) 35-10- 0 14) 11- 0- 0 3) 11- 0- 0 9) 35-10- 0 15) 5- 9- 4 4) 15- 4-10 10) 30- 4- 4 16) 0- 0- 0 5) 18- 0- 0 11) 24-10- 8 6) 24-10- 8 12) 18- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1234 160 -332 BOT PIN 35- 8-12 1175 0 -307 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -2133 0.47 2- 3 -1831 0.37 3- 4 -1815 0.36 4- 5 -3574 0.59 5- 6 -3588 0.64 6- 7 -3042 0.59 7- 8 -1248 0.36 ..BC ... FORCE ... CSI 16-15 1849 0.63 15-14 1847 0.46 14-13 1587 0.41 13-12 2547 0.76 12-11 3103 0.81 11-10 1363 0.46 10- 9 26 0.22 11-0-0 k 24-10-0 111 Ilk l 2 4 5 6 7 86.00 5\8 4X6 2X4 6X8 3X6 3X6 3X4 5-10-3 GX8 SX14 3X6 3\6 2X4 3X4 SX8 2-7-6 2X4 fe 6-10-14 -D 12.00 I I 3.00 154-10 2-7-6 6-10-8 10-5-8 16 15 14 13 1 11 10 9 1235# 8.00" 1176# 2.50" C0 ti1 0 0 35-10-0 ) A ES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C17.0VIEU0XI-32766 : 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 bracing. port.] bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of muss mcmnbers only to reduce buckling length. P... Islons must be mule to anchor lateral bracing al ends and specified locations determined by the building designer. Add Tonal bracing of the overall structure may he required. (See III13-91 of TPII. (Truss Plate Institute. TPI, Is lu-ated at 583 U'Onolrio Drivc. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss ID: C Dsgiur: TLY Cltk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 13C 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:12.03.01- 12884- 5 Design: Mardr Analysis JOB PIT11: C:ITFF-LOKU0BSIG7744 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. Tire designer disclaims any r-ponsibWty for damages as a result of faulty or Incorrect Infonnatlon. 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 e 15es no control with regard to fabrim- Ilon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns 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 shorn must he checked to be sure that the data shown are In agreement with the local building codes. local chmatle records for wind or snow lads. pmjmt specifications or special applied lads. Unless shown. truss has not been designed for storage or occupancy lads. The design -nines compression chords (top or bottom) are continu- ously braced by sheathing unless othenaise specified. Where bottom chords In tension are not fully braced laterally by., 1 r 1l ty applied rigid ceiling. they should be braced at a maxiulurn spacing of 10`0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASFN A 653. Grade 40. unless otherwise shown. FABRICATION NOTES ['nor to fabrication. the fabricator shall rcwiew this drawing to vertfy that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven- fial ion. Any discrepancies are to be put In writing Wore cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Member shall be cut for tight fitting wool to wood bearing. Con- nector plates shah be located on both faces of the truss with nails fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A fix8 plate la 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional irduunatlm I on guaifty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed In accordance with 'Handling InsaWng 8r BraeIng". IIID-91. Trusses are to be handled with particular ore during handing and bundling. delivery and Insal atlon to avoid damage. Temporary and permanent bracing for holding tosses In a straight and phunb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation be trusses to avoid loppWlg and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the bnsaltatiun of trusses. Professional advice shah be sought if needed. ConcenlmUon of construction lads greater than [Ira design lads shall nut be npplled to trusses at any lbne. No lads "(her than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is contpleled. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3,4 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,10 2-PLY TRUSS! fasten w/3"X 0.1201t nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/847 at JOINT #10 L=-0.50" D=-0.52" T=-1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.35" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.17" RMB = 1.00 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 On open jacks (no webs) across center and Hip Jack Truss framed to BC Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt = 1.0 Bldg Type=Encl L= 50.Oft, W= 35.8ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1342 Support 2 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4812 0.26 14-13 4241 0.39 2- 3 -6311 0.20 13-12 4268 0.36 3- 4 -6795 0.24 12-11 6395 0.53 4- 5 -12748 0.37 11-10 9275 0.90 5- 6 -8659 0.64 10- 9 12682 0.94 6- 7 -8572 0.39 9- 8 -68 0.46 2-1'LYS IZEQU1RED TI: C3 QTY:2 ========-=====Joint Locations=============== 1) 0- 0- 0 6) 28- 9- 0 11) 19- 4- 0 2) 7- 0- 0 7) 35-10- 0 12) 12-10- 2 3) 12-10- 2 8) 35-10- 0 13) 7- 0- 0 4) 19- 4- 0 9) 28- 9- 0 14) 0- 0- 0 5) 20-11-12 10) 20-11-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 35-10- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 35-10- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2485 100 -340 BOT PIN 35- 8-12 2594 0 -300 BOT H-ROLL 7-0-0 28-10-0 1 3 4 5 6 7 6.00 6X12 8X10 5X8 4X6 RYIn two -- 2-11-4 �~ 12.00 II 3.00 T 3-10-3 1 P9 I k, 0-6-0 19-4-0 7-I 7-9-4 6-7-0 14 13 12 11 10 ' g 2486# 8.00" 1-0-0 2595# 2.50" 35-10-0 C(Afti- 1 A •ES (4) 2X4 430# EXCEPT AS S11OWN PLATES ARE. TL2 CA 'TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: C3 CONTRACTOR. BRACING WARNING: Usgnr: TLY Chk: Date: 1-09-02 4005 MARONDA WAY 'TC Live 16.0 psr DurFac - Lbr: 1.25 SANFORD. FL. 32771 Daci ng shown on this drawing is not erection bracing. wind bracing. portal bracing or smdlar bracing which Is a part of the building design and which must Ix considered by tine building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss inembem only to vice buckling length. PrealLslons must Ix BC Live 0.0 psf O.C. S wain Spacing: 24,0u TOMAS PONCE P.E. made to anchor Lateral bracing at ends and specif ct! locations deterrnmed by We building designer. Additional bracing of file overall Structure raw be required. (see 11111-91 arTPU ., RC Dead 10.0 O 1 Sr Design Criteria: TPI 9 LICENSE #0050068 (Truss Plate Institute TPI. Is mated at 583 D Onofno Drive. Madison. Witcm.ln 53719). Code Dese: FLA 1890 GREENDROOK Cr.0V1ED0.FL327GG TOTA A 1., 33.0 psr V. 1 2.03.01 - 1 2 90- rwn rnrn: 6:irLL-LUAUUrg1l,1L44 TICS: 11.28.01 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design 1s for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect bdunnation, specBlmtlons and/or designs furnished to the truss designer by the client and the correctness or accuracy If this bdurnation as It rnay relate to a spe- cific project and accepts no responslbWty or e<erclses no control with regard to fabri - llon, handling. shipment and Installation of trusses. This truss has been designed as an indn•Idual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Lobe incorporated as part of the building design by a Building Designer [registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the Inca) building codes. local climatic records far wind or now lads. project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords [top or twttaml 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 rna Kimurn spacirag of 10'-0- u.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricatlou, the fabrcalor shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reap- a continuing responsibility for such veri. flralion. Any discrepancles arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be tocated on both faces of the truss with nails fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots (holes) run pera8el to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fumes shown and may need to be increased for certain hand. ling and/or erection stresses. This truss H not to be fabricated with fire retardant treated lumber unless othe-U,, shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection iccomntendations are to be followed In accordance with "Handling Installing h 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 pns- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and ercolon bracing Is allays required. Nonnal precautionary action for trusses requtres such temporary bracing during bbslallation between trusses to avold toppling and donrmoing. The supervision of craUn oof trusses shall be under the control of persons c perienced In Ure installation of asses. professional advice shallbe sought if needed. Concentration of construction lads greater than the design lads shall riot be apphed to trusses at any time. No loads other than the weight of the ercct.. shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 64.Oft, W= 26.Oft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.20" D=-0.21" T=-0.41" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 3X10 0 WO: GT2A4 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the couposite result of multiple loads. 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 4 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 3663 Support 2 4679 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -14286 0.60 12-11 12671 0.58 2- 3 -14336 0.84 11-10 12476 0.96 3- 4 -9984 0.44 10- 9 12423 0.96 4- 5 -9987 0.64 9- 8 12969 0.96 5- 6 -14293 0.81 6- 7 -14485 0.85 2-PLYS REQUIlt.ED 6 0000 112 11 6783a 3.00" id 2595 EXCEPT AS SHOWN PLATES ARE, TL20 GA ESTER PER ANSI/TPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBRt—K Cr'_011-1 an —1— 6X8 1 UA I.0 26-0-0 to 26-0-0 1-1995 YYHK141Nl rt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or shnlhr bracing which Is a part of the huflding design and which must be considered by Lite building designer. Bracing sit—, Is for hleml support of tress members only to reduce buckling'length. Provisions must be nude to anchor hleral bracing at ends and specified locatfons determined by the building designer. Additional bracing of the overall stiuct.,c may be required. (see IHIB-91 of TIT). (Truss Plate Institute, TPI. Is located at 583 D'Onofr , Drh•e. Madison. Wisconsin 53719). TI: D QTY:2 ==============Joint Locations==========_==== 1) 0- 0- 0 5) 18-11- 4 9) 18-11- 4 2) 3- 6- O 6) 22- 6- 0 10) 13- 0- 0 3) 7- 1- 8 7) 26- 0- 0 11) 7- 1- 8 4) 13- 0- 0 8) 26- 0- 0 12) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 26- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 1- 8 BC Vert L+D -610 7- 1- 8 -610 26- 0- 0 Concentrated LBS Location BC Vert L+D -2595 7- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 6782 -164 -42 BOT PIN 25- 8- 0 8664 0 -44 BOT H-ROLL 11 OX 101 Eng. Job: Dvvg: Dsgnr: TLY Clik: 6-10-3 04-3 3X8 �- 3X10 8664# 8.00" scale = 0.2577 Truss ID: D Date: 1-09-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 11C Live 0.0 psr O.C. Spacing: 24.01, BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTA1, 33.0 tier 1/•113 no n1 1-1 Design: Afnidt Anvlpris JOB P.1771: C:ITEE-IOKIJOBSIG72•14 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclahns any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumtshed to the truss designer by the client and Lite corectness or accuracy of this Inforrrwllon as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fibrim- tlon. handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer Ireglslered architect or professional engneerl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind ors- loads. p-Ject specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design asstmes cornpression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a mmin urn spaclirg of 10' .0" o.e. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reviewv this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing relp-sibWty for such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be InslaBed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wool bearing. Con- nector plates shall be located on both (aces of the truss with nails fully imbedded and shall be sym- about theJoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 plate is 6' wide x 8' long. Slots (holes) run parallel Io the plate length 3pect0ed. Double cuts on web embers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are d :ininwm sfzcs based on the forces shown anmay 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 show7m. For additional Information on Quality CoW of refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erectlon recommendations are to be followed In accordance with "Handling Installing la Bracing-, Id18-91. 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- Illon and for resisting lateral forces shall be designed and InslaBcd by others. Careful hand- ling is essential and erection bracing i5 always rniutred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and doorm.ing. The supervision of erectlon of trusses shall be under the control of persons experienced bra the Installation of trusses. Professional advice shall be sought if needed. Concentm""' of construction loads greater than the design loads shall not be applied to musses at anv time. No loads other than the weight of lire erectors shall be applied to trusses until after all laslening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 76# Support 2 81# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.20" T=-0.39" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 7-3-2 0-4-3 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the conposite result of multiple loads. wind Case- ASCE 7-98, MWFRS/C&C, V=125 fiph, It = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 64.Oft, W= 26.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf TI: D 1 QTY:5 ==============Joint Locations=============== 1) 0- 0- 0 5) 26- 0- 0 9) 6- 8-11 2) 6- 8-11 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 3- 5 4) 19- 3- 5 8) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -164 -76 BOT PIN 25- 8- 0 904 0 -81 BOT H-ROLL .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2433 0.43 10- 9 2190 0.63 2- 3 -1817 0.37 9- 8 2199 0.56 3- 4 -1817 0.37 8- 7 2199 0.56 4- 5 -2433 0.43 7- 6 2190 0.63 13-0-0 13-0-0 1 2 4 5 O 4X6 ie 13-8-0 3.Xs - 3.00 JI 3.00 T 6-10-3 0-4-3 T 080 -�e 12-4-0 124-0 10 904H 8.00" 9 7 904# 8.00" 1 0 0 26-0-0 11-0-0 cdmvltit;�) AT S (16) 2x4 (r ao-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2393 WAKNING: READ ALL NOTES ON THIS SHEET. Eq. Job: T2A4 Lmaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: Truss ID: D1 - CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 1-09-02 4005 MARONDA WAY TIC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing.,I-71 on this drawing Is not erection bracing. wind bracing. portal hraclng or similar bracing which is a fart of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss menders only to reduce buckling length. Prurlslons must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and sp-I ied locations determined by the building designer. Additional bracing of the overall structure may be required. (S111B-91 of TPl) BC Dead . 100 sf P• Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Aladlsun, Wisconsin 53719). Code Dese: FLA 189O GREENBROOR MOVI EDO, FL32766 TOTAL 33.0 psf I V:12.03.01- 12888- 6 �- ..m,,,. t- nuvo,uv,UIM 11CS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the chenI. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or e mIses no control with regard to fabrica. Lion. handling. shipment and Installation of :misses. This truss has been designed as an IndlviduaI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as fart of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that lire data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project. specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop 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 al a maxhuum spacing of 10'-0- o.c. Connector plates shall he manufactured from 20 gauge hot dipped galvanized steel meeting ASPM 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 confouma rice with the fabric tors plans and to realize a continuing responsibility for such ved. fiattlon. Any discrepancies are to be put In waiWng before cutting or fabrication. Plates shall not be Installed over knotholes. knoll or dzi istorted grain. Pizs shall be cut for light filling woad to wood tearing. Con. nector plates shall be located on bath faces of the muss with nads fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.x8 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 ttnlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based an the form sham and nay need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lunnber unless otherwise shown. For additional Information on Quality Control refer to ANSI/"IPI 1-1905 PRECAUTIONARY NOTES All bracing and erection recommendations are to to followed In accordance with': candling Insta llIng& Bracing. HIB-91. Trusses arc to be handler) 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 posy Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dumtmitog. The supen-tslon of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentrollon of construction loads greater than the design loads shall not be applied to trusses at any (fine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,5 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 262# MAX LIVE LOAD DEFLECTION: L/999 L=-0.05" D=-0.05" T=-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 7-3-2 0-4-3 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 64.Oft, W= 26.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1438 0.42 10- 9 1241 0.35 2- 3 -1009 0.38 9- 8 1238 0.42 3- 4 -1009 0.38 8- 7 1238 0.42 4- 5 -1438 0.42 7- 6 1241 0.35 TI: D2 QTY:3 === -=========Joint Locations=============== 1) 0- 0- 0 5) 26- 0- 0 9) 6- 4-12 2) 6- 4-12 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 7- 4 4) 19- 7- 4 8) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -164 -262 BOT PIN 25- 8- 0 903 0 -262 BOT H-ROLL 13-0-0 13-0-0 1 2 4 , 4X6 J ND 3X6 M M 26-0-0 10 9 8 7 6 904# 8.00" 1-0-0-0 904N 8.00" (RO-11-11) I 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, Fl_. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICLNSF. #0050068 1890 GREEN6ROOK CT.OVIEDOYL:Itrnn 6-10-3 0-4-3 I (RO-ll-11) scale = 0.2393 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: W T A4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D2 CONTRACTOR. Dsgnr: TLY Clik: I Date: 1-09-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing H not erection bracing. wind bracing, portal bracing or sfinllar bmctng TIC Dead 7.0 psf DurFae - PIt: 1.25 which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss mrs embeonly to reduce buckling length. Provisions most be BC Live 0.0 psf O.C.S 24.Urt Spacing: made to anchor lateral bmehig at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TI'q(].0 psf Design Criteria: TPI (Truss Plate located le Institute. TPI, is loted at 583 D'Onof io Drive. Atadican. Wisconsin 53719). ,.19 Code Desc: FLA TOTAL 33.0 psf V:12.03.01- 12889- 6 t_:urr- uA vuMiul U14 11CS: 11.23.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D3 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the==============Joint Locations=============== This design Is for anIndividual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 7- 4 9) 14-10- 4 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assurned to be 2) 6- 4-12 6) 26- 0- 0 10) 11- 0- 0 provided by the cBem. The designer disclaims 2x4 SP #2 4 continuously braced unless noted otherwise. 3) 11- 0- 0 7) 26- 0- 0 10) 6- 4-12 any y or hi lbWty for damages as a result of WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS C&C, V=125 faulty or lncorccl lnfommllon, sleclflcatlons / mph, 4) 15- 0- 0 8) 19- 7- 4 12) 0- 0- 0 and/or designs furnished to[tic truss designer h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclienlandfhecorecfrlmsoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type= L= 64.Oft, W= 26.Oft, Truss X-LOC Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 1 263# in END zone, TCDL= 4.2 sf, BCDL= 6. 0p sf 0- 4- 0 904 -140 -263 BOT PIN rifle prcJecl and ii—pis no responsibWty or p Support e mtses no control with regard to fabrics- MAXLIVE LOAD DEFLECTION: 25- 8- 0 903 0 -262 BOT H-ROLL tlon, handling, shipment and installation of ..TC... FORCE... CSI ..BC... FORCE... CSI trusses. This truss has been designed as an L/999 1- 2 -1423 0.35 12-11 1225 0.31 individual building component in accordance will' L=-0.05" D=-0.05" T=-0.10" 2- 3 -1106 0.32 11-10 1222 0.31 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -969 0.19 10- 9 941 0.23 ns part of the budding design by a Building T= 0. 04" 4 - 5 -1103 0.32 9- 8 1222 0.31 Designer (registered reviarchewed or proval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -1423 0.35 8- 7 1225 0.31 engineer). "'hen revlewerl (or approval by the building designer, the design loadings shown T= 0. 02" must be checked to be sure that the data shown RMB = 1.15 are In agrcernent with the local building codes. local clunatic records for wind or snow loads. PmJecf specifications or special applied loads. Unless shown, tnus has not been designed for storage or occupancy loads. The design assumes compression chords Itop or botlorn) arc continu- ously braced by sheathing unless otherwise specified. Where bottorn chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced al a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASFM A 653, 11 _p_U 4-0-0 11-0-0 Grade 40, unless otherwise shown. 1 2 5 FABRICATION NOTES G —� Prior to fabrication, the fabricator shall review -6.00 this drawing to verify that this drawing is in con fom'ance witin the labricalor's plans and to 4X8 4X6 realize a continuing responsibility for such veri- ncallon. Any discrep ancles are to be put In writing before cutting or fabrication. Plates shall not be Installed mcr knotholes. knot% or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 3X4 3X4 neelor plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about Lite Joint unless otherwise shovm. A 5x4 plate is 5' wide x 4' lung. A 6x8 plate is 6' 6-3-2 5-10-3 wide x 8' long. Slots Tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs 0-4-3 unless %enthi- shown. Connector plate sizes 0-4-3 are minbmun 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 3AG 2X4 6X8 3X8 2X4 3XG Information on quality Control refer to 3X6 3X6 ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and —lion recommendations are to be followed In accordance with "Handling Inslauing A BracbnfHIB-91. Trusses are to be handled with particular care during handing and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pan - Min, and for resisting lateml forces shall be designed and ins tatted by others. Careful hand- ling Is esscrival and erection bracing is always required. Normal precautionary action for trusses requlres 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 conslructlon loads greater than the design loads shall not be applied to trusses at any th". No kinds other Ilan the weight of the erectors Shall be applied to Incases until after au fastening and bracing is completed. 2G-0-0 l2 11 l0 9 8 7 904k 8.00" I-0-0 904N 8.00" (R0-1 ill) I �e 26-0-0 EXCEPT AS SHOWN PLA'l`ES ARE TL20 CA 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. LICFNSL #0050068 1890 GREENBROOK Cr-0VIE130.t't327nn 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 bmcbng or sindi'r bracing TC Dead 7.0 psf 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 menders only to reduce buckling length. Provislons must be BC Live 0.0 psf made to anchor lateral bracing nt ends and sperl0ed locations determined by the building designer. Additional bracing of file overall structure may be requknl. 15cc I1IB-91 of Till).P BC Dead l U.0 tin frnus Plate Institute. TPI, is located at 583 D'Onufrio Drive. Madison. WIsconsin 53719). TOTAL 33.0 psf (RO-1 1-11) scale = 0.2393 Truss ID: D3 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA —'s" ".", fir n iUv VAIII: L:I1tt-LUXUUHSIG1M4 TICS: 11.28.01 DESIGN INFORMATION This design Is for an individual building cornponenl and has been based on Infonnatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. cific pmJect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneeri. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow loads, pmJect specifications or special applied loads. Unless shown, gnus has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are cmutnu- ously braced by sheathing unless otherwise specified. Where bottom chords I, tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a n—inurn spacing of 10'-0" o.c. Connector plates shall be manufactured front 20 gauge hot dipped gahanlzed steel meeting ASTAI A 653. Grade 40. unless otherwise sl—n. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In confomtance with the fabrimiur's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or labrication. Plates shall riot be 1nsL (led met knotholes, knots or distorted grain. Members shall be cut for tight fining wind to wood bearing. Con. nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5a4 plate is 5- wide x 4" long. A 6x8 plate is 6" wide x 8- long. Slott (holes) run parallel to the plate length specified. Double cuts on web menders shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are n,lnlmwn sizes based on the forces shown and may need to be increased for certain hand- bng and/or erection stresses. This toss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonmatfon 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 A Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Ternpoenry and permanent bracing for holding trusses In a straight and plumb pas Ilion and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling is es —natal and erection bracing is always required. Nonnal precautionary action for trusses requtres such temporary bracing during (nsLallation between trusses to avoid toppling and dominomg. The supervision of erecuon 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 I ban the design Iwds shall not be applied to trusses at any line. No I-ds other than the weight of the erectors shall be applied to louses until alter all (aslening and bmcing Is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 263# Support 2 262# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ter 0.02" RMB = 1.15 5-3-2 0-4-3 TY� I WO: GT2A4 WE: MULTIPLE LOADS -- This design is the cen>posite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 64.Oft, W= 26.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE...CSI 1- 2 -1433 0.26 2- 3 -1249 0.24 3- 4 -1090 0.23 4- 5 -1090 0.23 5- 6 -1249 0.24 6- 7 -1433 0.26 ..BC ... FORCE ... CSI 11-10 1247 0.50 10- 9 1162 0.48 9- 8 1247 0.50 TI: D4 QTY:1 ===-==========Joint Locations=============== 1) 0- 0- 0 5) 17- 0- 0 9) 17- 0- 0 2) 4- 9- 4 6) 21- 2-12 10) 9- 0- 0 3) 9- 0- 0 7) 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -114 -263 BOT PIN 25- 8- 0 903 0 -262 BOT H-ROLL 9-0-0 8-0-0 9-0-0 1 2 4 6 7 6.00 "1I 904# 8.00" 4X6 3X4 4X6 2 11-0-0-0 (110-11-11) I 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FI.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.Ft32766 navom Af—i, .L„/—;d YYAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bmcing, portal bracing or similar bracing which Is a part of the building design and which mist be considered by the building designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. 11 m•isfans must be made to anchor Lrleml bmcmg at ends and specified locations detenumed by the building designer. Additional bracing of tie overall structure may be. required. (See HIB-91 of TPI). [Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Eng..Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Lire 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf 4-10-3 0-4-3 3XG -- 904# 8.00" 1-0-0 (RO-11-11) scale = 0.2393 T A4 Truss ID: D4 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:12-03.01- 12891- 6 TICS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of tilts Irdurmailon as it may relate to a spe- clfle protect and accepts no responslbWly ar emism no ennlrvl with regard to fahrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/Tpl 1.1095 and NDS-97 to be Incorporated as part of the building design by a Building Designer (regtsteied architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that lire data shown are In agreement with the lord building cafes. local climatic records for wind or snow loads. pr J-t speeincations or special applied loads. unless show". muss has not been designed for storage or occupancy loads. Tire design assumes compression chords (top or boltoml are continu- ously braced by sheathing unless of envue spec fled. Where bottom chords in tension are not fully braced laterally by a prolerly applied rigid ceiling, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manula t—ed 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 verily that this drawing is In conformance with are fabrcatues plans and to rallze a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed met knotholes, knas or distorted grain. Meunbers shall be cut for tight filling wood to wood bearing. Con- nector plates shall be lusted on both faces of the truss with malls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4' long. A 6x8 plate is 6" wide x li long. Slots tholes? run parallel to one plate length spmUled. Double cuts on web members shall meet at the "mrold of Ole webs unless otherwise shown. Connector plate sizes are minimum sizes teased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This buss Is not to be fabricated with fire retardant treated lumber unless olhcnws shown. For additional Wormallon on Quality Conaol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with *Handling Installing & Bracing% HI13-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnstallation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pose Ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Wig is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during istallaaon 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 stall be sought if needed. Concentration of construction twits greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing 1,completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 rmplh, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 64.Oft, W= 26.Oft, Truss in INP zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 4-3-2 0-44-3 Y MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNFCTION PER SCHEDULE: Support 1 972 Support 2 Dff ..TC... FORCE ... CSI 1- 2 -3452 0.50 2- 3 -3395 0.37 3- 4 -3066 0.84 4- 5 -3066 0.84 5- 6 -3395 0.37 6- 7 -3452 0.50 ..BC...FORCE ... CSI 11-10 3025 0.71 10- 9 3634 0.94 9- 8 3025 0.71 TI: D5 9TY:1 ==============Joint Locations===========_=== 1) 0- 0- 0 5) 19- 0- 0 9) 19- 0- 0 2) 3-11- 4 6) 22- 0-12 10) 7- 0- 0 3) 7- 0- 0 7) 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19- 0- 0 TC Vert L+D -46 19- 0- 0 -46 27- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19- 0- 0 BC Vert L+D -20 19- 0- 0 -20 26- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1799 -88 -263 BOT PIN 25- 8- 0 1799 0 -263 BOT H-ROLL 7-0-0 12-0-0 11 7-0-0 1 2 4 6 7 M 4X6 3X4 dV6 111 10 1800# 8.0011 11-0-0-0-1 (R0-11-11) I 3EXCEPT AS SHOWN PLATES ARE'1'L20 GA ISIEW PER ANSI/TP1 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0v1EDOSI-32766 Oeiign: ,Udlrir Aimlysis 26-0-0 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or siniar bracing Mitch N a part of the building design and which must be considered by the building designer. Placing shown Is for lateral support of truss members only to reduce buckling length. Pr"•Lslons must be made to anchor intent bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of'rpn. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wis—In 53719). JOB 1'A771: C.'1'1'EE-LOKUOBS)G17A4 Q n T 3-10-3 0-4-3 YT� 1 8.001, �1800# 100 430fi (R0-11-11) scale = 0.2393 Eng. Job: WO: GT2A4 D%vg: Truss ID: D5 Dsgnr: 7'LY Cllk: Date: 1-09-02 TC Live 16.0 psr DurFac - Lbr. 1.25 'CC Dead 7.0 psf DurFac - Pit: 1.25 BC live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA roTAL 33.0 psr V:12.03.01- 1279 - S HCS: 11.28.01 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design is for an Individual building component and I'as been based on Information provided by the den" The designer dbclainns any responsibility for darnages as a result of faulty or inconect Information. specifications and/or designs furnished to the truss designer by the client and lire correctness or accuracy of this lid-1 tton os It may relate to i spe. cUk project and accepts no responsibility or exerelses no control with regard to fabrica- tion. handling, shlpmenl and Installation of lnusses. Tas b his truss heen designed as an Individual building corponent in accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as Part of the building design by a Building Designer (registered architect or professlonaI englneer). When mvlewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local clinnalic records for wind or snow loads. project specin-Uons or special applied loads. Unless shown, tniss has not been d-tgned for storage or occupancy loads. The design assumes compression chards (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords [it tension are not fully braced laterally by a properly applied rigid ceding. they should be braced of a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dgnped gahanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in cart ort-nee with the fabricator's plans and to realize a continuing responsibility for such ver- ficatlon. Any discrepancies are to be put fir writing before cutting or fabrimUon. Plates shalt riot be installed over knotholes. ot kns or distorted grain. Mennbers shall be cut for light fining wood to wood bearing. Cnn- ector plates shall he located on both faces of the truss with nails fully bnbedded and shall be sym. about thcjotnt unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Sluts Iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the centmfd of the webs unless oUrcnvise shown. Connector plate sizes arc inWbnum sizes based on the forces shown and may need to be Increased for cutain hand- ling and/or erection stresses. This truss Is not to be fabricated with rue 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 Inst lung A Bracinif'. HID-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pennarnenl bracing for holding tresses in a straight and plumb pas Men and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Nornul precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoin9. The supervbion of erection of trusses shall be under the control of persons experienced In the tnstailation of trusses. Pmfesstonal advice shall be sought If needed. Cuncentmtlon of construction loads greater than the design loads shall not be applied Io trusses at any time. No loads other It- the weight of the ,ectors shall be applied to trusses tmlil after all fastening and braebng Is completed. TOP CHORDS: 2x4 SP #2 171LLER BOT CHORDS: 2x4 SP #2 WEB: 2X8 SPI12 WEBS: 2x4 SP #3 This truss is designed to bear'on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 107# Support 2 249# Support 3 249# Support 4 98# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.001, T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Left and Right End verticals designed to withstand 125 MPH wind. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Part L= 64.Oft, W= 19.2ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 22 0.05 16-15 0 0.04 2- 3 66 0.56 15-14 103 0.10 3- 4 -733 0.56 14-13 -80 0.11 4- 5 -733 0.56 13-12 459 0.17 5- 6 66 0.56 12-11 459 0.17 6- 7 22 0.05 11-10 -80 0.11 10- 9 103 0.10 9- 8 0 0.04 TI: E CITY:1 =-============Joint Locations======_======== 1) 0- 0- 0 7) 19- 3- 0 13) 6- 8- 0 2) 1- 0- 0 8) 19- 3- 0 14) 2-10- 8 3) 2-10- 8 9) 18- 3- 0 15) 1- 0- 0 4) 9- 7- 8 10) 16- 4- 8 16) 0- 0- 0 5) 16- 4- 8 11) 12- 7- 0 6) 18- 3- 0 12) 9- 7- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 8- 0 138 -114 -107 BOT PIN 6- 8- 0 544 0 -249 BOT H-ROLL 12- 7- 0 544 0 -249 BOT H-ROLL IS- 7- 0 138 0 -98 BOT H-ROLL 9-7-8 9-7-8 1 2 3 5 6 7 0 0 5X8 - - 1-3 0 jxu- 5%R 2X4 12.00 I F'-M I�ei Lr 2.uo �1-U-0 1-10-8 13-6-0 I '16 1'5 114 13 12 139# 16.00" 544# 16.00" 1-0-8 19-3-0 GAB0;1 S�rt� PLA 'ES (40) 2X4 C/L: 6-8-0 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 11 544# 16.00" C/L: 12-7-0 Over 4 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brnetng shown on this drawing Is not erection hraotng, wind bracing. portal hracbtp or similar bracing which Is a part of the building design and which muss Ix cartsidered by lire building designer. Bracing shown Is for lateral support of tniss members only to reduce buckling length. Pme"tons must be made to anchor lateral bracing at ends and sf,milied locations delemnbned by the building designer. Additional bracing of lire overall structure may be required. (See IIIB-91 of TPI(. rhuss Plate Institute. TPI. Ls located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). 139# 16.0011 108 (R L-0-4) scale = 0.3141 Eng. Job: W T A4 Blvg: Truss ID: E Dsgnr: TLY Cbk: Date: 1-09-02 TC Live 16.0 psf 'rc Dead 7.0 psf RC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 nsf uurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrir Analysis JOB PA771: C:ITEE-L0KU0BS1GT2A4 HCS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on i lonnation provided by the ebent. The designer disclaims any responslbwty for damages — a result of faulty or Incorrect im doretlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this idonnation as it may relate to a spe. ci nc project and accept no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an mdlvidual building component in accordance with ANSIMI 1-1995 and NDS-97 to be Incorporated as part of the huddmg design by a Building Designer (registered architect or prolessionai engineer). When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special appbed loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing wJess ah.—L— 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.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shaU review this drawing to verily that this drawing is in eordonnarae with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in arming before tuning or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both fates of the taus mill naUs fully Imbedded and shall be sym. about the joint unless oUenvise shown. A S.x4 plate Is 5- wide x 4' long. A 6x8 plate is 6" wide x 8- long. Slots IholmI run parallel to Elie plate length specified. Double cuts on web members shall meet at the centroid of the webs unless all-4- shown. Connector plate sizes are minimum sues based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabrcaled will, fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tnbe followed In accordance with "Handling W Ilang @ Dmcinr, MU-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb po 1. Ition and for resisting lateral forces stall be designed and installed by others. Careful hand- ling is essential and erection braemg U always required. Normal precautlunary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons e<pedenced in the bulall .on of lrusso. Professlonal advice shall be sought If needed. Concentration of construc0on loads greater than the design loads shall not be applied to tnass- at any line. No loads other than the weigh( of the erectors shall be applied In trusses until after all Easterling and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 116 Support 2 225 MAX LIVE LOAD DEFLECTION: L/999 L=-0.0211 D= 0.001, T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4-3-5 0-3-15 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 64.Oft, W= 9.9ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -391 0.47 5- 4 -516 0.59 2- 3 -55 0.40 TI: H 9TY:4 ==============Joint Locations========------- ______ _______ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 102 -131 BOT PIN 9- 9- 0 417 0 -99 BOT H-ROLL 9-10-13 1 2 3 r 24 00� 0-1 215f1 11.31" 150 1 (R1-4-12) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing Is not erection hradng, wind bracing. portal bracing - shnllar br—Ing SAN FORD, FL. 32771 which is a part of the hudding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Pruvtsions must be made to anchor lateral bracing at ends and nimcdled locations detennb,ed by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See 11113-91 of ITU. LICENSE #0050068 (17rts5 Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOR C .OVIEI)D 32766 3-9-15 417// 2.50" scale = 0.4912 Eng. Job: WO: GT2A4 Dwg: Truss ID: H Dsgur: TLY Citk: Date: 1-09-02 TC Live 16.0 psr DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 11C Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr I V_ 1 .0101- 12798- 1 11CS: 11.28.01 DESIGN INFORMATION This design is for an individual building component and has been based on infommatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Wcortecl Wforialion, spcclfcatlons and/or designs furnished to the truss deslgner by the client and the carrecUness or accuracy of this Bdonnation as It may relate to a spe- cific project and accepts no responsibility or =clues no control with regard to rabrica- Uon, handling, shipment and tnslallatlon of trusses. This truss has been designed as an tndh•Idual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by a Building Designer (registered architect or prufesslonal enpgneet). When reviewed far approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied Iwds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced b terally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.e. Connector platys shall be manufactured from 20 gauge hot dipped galvanized steel in"Ung ASTAI 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 confornnanee with the labricators plans and to realize a continuing responsibility for such ven- Uration. Any discrepancies are to be put In willing before cutting or fabilcation. Plales shall not be installed over knothoies. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con. nector plates shall be located on both faces of the Inns with halls fully Imbedded and shall be syan. about the Joint unless otherwise shown. A 5.4 plate is 5- wide x 4• long. A 6.8 plate Is 6- wide x 8- long. Slots (hots) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for cerlaW hand. ling and/or erection stress. This truss Is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional infuriation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Insmliing & 6racW9'. HIB-91' Truss are to be handled with particular care during banding and bundling, delivery and histallaUon to avoid damage. Temporary and pennanenl bracing for holding truss In a straight and plumb pos- ition and for resisting Lateral forces shall be designed and installed try others. Careful hand. Wig is essential and erection blueing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between truces to avoid toppling and dorninoing. The supervision of erection of truss es shall be under the control of persa— experienced In the installations of trus. Professlonal advice shall be sought d needed. Concentration of construction load, greater than the design loads shall not be applied to truss at any time, No Iwds other than the welghl of the cieclors shall he applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x6 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 rrph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type=Encl L= 50.Oft, W= 9.9ft, Truss in INT zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 0-345 WO: GT2A4 WE: 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 114 Support 2 227` TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 785 0.52 5- 4 -943 0.74 2- 3 -55 0.36 TI: H 1 QTY:1 --============Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 3- 3 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 211 114 -130 BOT PIN 9- 9- 0 420 0 -100 BOT H-ROLL 9-10-13 1 2 3 r 4.24 2.12 1 0-11-5 I S I 211# 11.31" 1-6-2 1 (RI-6-0)e 9-10-13 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 1990 GREENRROOK C .OVIEIXJ. PI__'1»rn Design: Afairit Annlysis VVAKr41r4 is READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bmctng wldch is a part of the building design and which nest be. considered by the building designer. Bracing shown is for lateral support of truss members only to reduce bucklhlg length. prwislons must be made to anchor lateral bmcWg at ends and specified locations determined by the building designer. Additional bracWg of the overall .1 uctum may be required. (See flIB-91 of TPI). Reuss Plate Institute., TPI, is located al 583 D'Onofno Drive, Madison. Wisconsin 53719). WE 064 1 4 421# 2.S0" Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf IIC Live 0.0 PSI` BC Dead 10,0 PSI` TOTAL. 33.0 Dsf 2-4-0 scale = 0.4873 Truss ID: H1 Date: 1-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB R4711: C:17£E-LOKUOBSI171244 TICS: 11.28.01 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J QTY:18 DESIGN INFORMATION This design b for an mdl%ldual building component and has been based on Information provided by the chenl. The designer disclaims any r-ponsibWty for damage as a result of faulty or Incorrect Information. specifications and/or design fumisheA to the truss designer by the client and the correctness car....ey of this information as It may relate to a spe- ctnc project and accepts no responsibility or exe¢bes no control with regard to fabrica- tion, handling. shipment and Installation of busses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the deign 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 lads. project specifications or special applied lads. Unless shown. truss has not b— designed for storage or occupancy loads. The design assumes compression chords (top or bottom] are conllnu- 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 rnanufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cede 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy, that this drawing Is In confoman- with the labncators plans and to realize a continuing responsibility for such vert- fiallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed Over knotholes. (mots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate Is 6" wide x 8- long. Slots lholes) ram parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum siws based on the forces shown and may need to be increased for certain hand. Itng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on (duality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are m be followed In accordance with 'Handling InslaWng & Bracing', HIB-91. Trusses arc to be handled with particular mrc during banding and bundling, delivery and Installation to avoid damage. Temporary and pennanenl bracing for holding trusses In a straight and plumb pm - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Nunnai precautionary action for trusses requires such temporary bracing during Instalation 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 shad be sought If needed. ConcenlraUon of construction lads greater than the design lads shad not he applied In trusses at any time. No lads other than the weight of the erectors shall be applied to tenses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/576 at Mid -panel # 1 L=-0.15" D=-0.14" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 103# Support 2 63# ==============Joint Locations=============-= 1) 0- 6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 150 44 -63 TOP PIN 0- 4- 0 274 58 -103 BOT PIN 6-10-12 82 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -69 0.43 4- 3 -2 0.40 Ilk 7-0-0 L 1 2 F—G 00 Attach %%ith (2) IN oe-NaflS ICI 3-10-3 4-3-2 0-4-3 Attach with (2) 3X4 10d Toe -Nails I I II 7-0-0 L Il 4 3 275N 8.00" 151# 2.50" 1-0-0 1.7-0-0 83# 1.50" (RO-11-11 C/L: 6-LO-12 EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/TPI 1-1995 O\'cr 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1800 GREEN HROOK Cr.OVIEDO.FL327W : READ ALL NOTES ON THIS SHEET. I Eng. Job: scale = 0.4929 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Dsgffr: TLY Clfk: Truss ID: J Date: 1-09-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection hnebng, wind bmehng. portal bracing or sindlar bnoing TC Dead 7.0 psr DurFae - Plt: 1.25 which is a part of the building design and which must be considered by the building designer. Bncing shown Is for lateral truss In buckling length. Provisions to 11C Lt\'e 0.0 tin O.C. Spacing: 24.0" support of mcnibem only reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer' BC Dead 10.0 p fps r Design Criteria: TPI Additional bracing of the wend structure may be required. (See Hrn IB-91 of,. Code Dese: frruss Plate Institute. TPI. Is located at 583 D'Onolrto Drive. Madison, Wisconsin 537191. FLA TOTAL. 33.0 psf V:12.03.01- 12896- 7 Design: Almric Anoljais JOB PATH: C:17EE-LOKIJOB.SICr'TZ44 TICS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 QTY:12 DESIGN INFORMATION This design Is for an Individual building component and has been based an information prodded by the client. The dstgner dlscbans any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the them and the correctness or accuracy of this Wommlion as It may relate to a spe- rNc project and accepts no responsibility or exercises no control with regard to fabricr- lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NOS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are I. agreement with the local building codes. local climatic records for wind or snow loads, p jmt specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) am continu- ously, braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid telling, they should be braced at a maximurn spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeling ASTNI A 653. 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 fabricator's plans and to realize a continuing responsibility for such veri- ricatlon. Any discrepancies are to he put In willing before cutting or fabrication. Pules shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight titling wood to wood tearing. Con- nector pb t s shall be located on both faces of the truss with nabs fully Unbedded and shall be sum. about the joint unless otherwise shown. A 5.x4 plate is 5- wide x 4' long. A G.xS plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length speeded. Double cuts on web niernbers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlmurn sits based on the forces shown and may need to be increased for certain hand- ling and/or erection stress. This truss is not to le fabricated with fire retardant treated lumber unless otherwise shown. Fur additional Infomnatlun on Quality Control refer to A,`1S1/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with"Handling InstaWng & Bracing'. U1B.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 to a straight and plumb pos- Ilion and for r-Ming Wend force shall be Aeslgned 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 dommoing. The ,upenision of emctfon of trusses shall be under the control otruf ssespersons experienced In the Installation of . Professional advice shall be sought d needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any line. No loads other than the welgl" of the erectors shall be applied to trusses untll after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 rrph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 50.Oft, W= 7.0ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/567 at Mid -panel # 1 L=-0.15" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-2 0-41-3 _Y_ Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be )Harked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 102# Support 2 63# =--===========Joint Locations=============== 1) 0- 5- 5 3) 7- 0- 0 2) 7- 0- 0 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 45 -63 TOP PIN 0- 4- 0 274 59 -102 BOT PIN 6-10-12 82 0 0 BOT H-ROLL ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.44 4- 3 -36 0.40 7-0-0 Ik 2 Q 2-3-3 1-7-0 1 3.00 0-8-0 I 64-0 � 4 31 275a 8.00" 151# 2.50" 1-0-0 a 7-0-0 82# 4.50" (RO-11-11 C/L: 6110-12 EXCEPTAS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. Dsgitr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Lire 16.0 psf SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is a plan of the building design and which must to considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral suplon of truss members only to ordure buckling length. Provisions roust be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detennlnel by the building designer. Additional bracing of Lite overall structure may be required. (See HID-91 of TPII. BC Dead 10.0 psf ) LICENSE #0050068 rrruss Piste Institute. Till. is located it 583 D'Onofno Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.0VIED0.FL377GG TOTAL 33.0 psf Attach vi-ith (2) 10d Toe -Nails Attach with (2) IOd Toe -Nails scale = 0.4929 Truss ID: J1 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 1.1rrrx". nuuru uiluyirr 'Ubl Y.9)r1: f,:UhF.-LUAUUHMIG1144 11CS.• 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlwL uns any responsibility for dmnages as a result of faulty or Incorrect lnfomtatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Irdurnalion as it may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). R9ten reviewed for approval by the building designer. the design loadings shown nmst be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occu pane• loads. The design assumes compresslon chords (top or bottom) are continu. ously braced by sheathing unless othentise 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.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ved• ficulon. Any discrepancies are to he put In writing before cutting or fabrication. Plates shag not be utsw ter f m— knotholes. Mots or distorted grain. xlc abcm shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sysn. about the joint unless otherwise shown. A 5.4 plate Is 5• wide x 4- long. A 6.8 plate Is 6- wide x 8- long. Slots (holes) run paranel to the plate length specified. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and ntay need to be increased for certain hand- ling and/or erection stresses. This tross Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconuirendations are to be followed In accordance with -Handling Installing R Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and perrnxnenl bracing for holding trusses In a straight 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. Nomwl precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and daminoing. The supervision of erection of trusses shall be under lire control of person experienced In the Installation of trusses. Professional advice shall be sought V needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No Inds other than the wclght of the erectors shall be applied to trusses until after all fastening and bracing Ls cmmpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 76# Support 2 86# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 4-3-2 0-4-3 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 nigh, h = 15.0 ft, I = 1.00, Exp.Cat—B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf TI: J 1 A QTY:1 ==============Joint Locations========_====== 1) 0- 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 279 113 -76 BOT PIN 6-10-12 228 0 -86 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -126 0.60 4- 3 -32 0.45 7-0-0 Ilk 1 2 F6-0 0 012 3.00 I 0-8-0 �I I 6-0-8 4 31 0-0 280# 8.00" 228# 2.50" 1- (RO-11-11 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA 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 I890 GREENBROOK CF.OVIEDO.Ft32766 2-4-1 scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W T A4 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J 1 A CONTRACTOR. Dsgllr: TLY Chk: Date: 1-09-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. porml bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 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 nternters oniy to reduce buckling length. Vrovlstrrns rnust be BC Live Q.O psi f'laeln O.C. S24.Urn Spacing: made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. QC Uead 10.0 Pti f Design Criteria: TPI (rross Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:12.03.01- 12898- 7 .,.,11... .. - wo r-nrn: L,:uCe-1.VAVV1%3IUI.A9 HCS.- 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: JIB QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responslbillly for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infonnatlon as It may relate to a spe. cific project and accepts no responsibility or exemises no control with regard to fabrica- tion. handling. shlpnnent and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as part of the building design by., Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown re in agreemmril with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottoml arc continu- ously braced by sheathing unless otherwise specified. NRnere bottom chords in tension are not fully braced laterally by a pmperty applied rigid cc8ing. they should be braced at a a bruin spacing of W-W o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized sleet meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricalurs plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall Inc located on both faces of the truss with nails Rally imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6.<8 plate Is 8' wide x 8- long. Slots (holes) nin Parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on lire forces shown and may need to tx Increased for certain hand- ling and/or erection stresses. This taus Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are II be followed In accordance with 'Handling InstaWng & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installalion to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Nonnal precautionary action for trusses requbes such temporary bmctng during Installation between trusses to avoid "PI'd"g and dominoing. The Super islon or erection of I--- shall Ix under the control of persons experteneeth d In e Installation of trusses. Professional advice shall be sought u needed. Concentration of construction loads greater than the design loads shall not he appbed to I— at any time. No loads other than the weight of tyre erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 HORIZONTAL CONNECTION PER SCHEDULE Support 1 221# Support 2 221# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-2 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -129 0.18 6- 5 343 0.19 2- 3 235 0.22 5- 4 289 0.18 ==============Joint Locations=============== 1) 0- 5- 5 3) 7- 0- 0 5) 5- 1- 8 2) 5- 1- 8 4) 7- 0- 0 6) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 83 221 0 TOP PIN 0- 4- 0 157 -221 -61 BOT PIN 6-10-12 257 0 -98 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 61# Support 3 98# L 7-0-0 L 1 2 3 6 0000 3.00 1 3X4 Attach with (3) 10d Toe -Nails Attach Nvith (4) 10d Tom Nails O8�e— 4-5-8 1-10-8 11 G 4 158N 8.00" 83# 2.50" 1-0-0 257# '�.50" 7-0-0 (RO-11-11 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 B CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SAN FORD. FL. 32771 Bracing shown on this drawing Is nor erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 321-oocta Fax which is a Part of the building design and which must be considered by the building designer. Bracing shown is for lateral su rt tss bucklinglength. BC Live 0.0 f O.C.Spacing: 24.On P g• (407> (ao7) 321-3913 TOMAS PONCE P.E. of ru mm ebers onlyto reduce P—tirlons must be made to anchor Lateral ibr acing at ends and spec8led locations delemimd by the building designer. Additional bracing of the overall structure may be required. (See 11111-91 ofTP0. BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 (rm%s Plate Institute, TPI. Is located at 583 1) Cnofrio Drive. Madison. Wisconsin 537191. Code Dese: FLA 1690 GREENBROOK Cr.0VIEDO.F1.32760 I TOTAL AL 33.0 psf V:12.03.01- 12899- 7 uaign: almrts nrtruysis JOB PATH: CA7EE-L0KU0BSIGPA4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J I C QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclahns any responsibWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this information as It may relate to a spe- cific pmjmt and accepts no responsibility or exercises no control with regard to fabria- tlon. handling. shipment and Wsmllanon of trusses. This truss has been designed as an individual building corfnponent In accordance with ANSI/TPI -1995 and NDS-97 to be Incorporated as part of, lie building design by a Building Designer (registered architect or professional englneerl. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow lads. project specifications or special applled lads. Unless shown. truss has not been designed for storage or occup,inc-v lads. The design assumes compression chords hop or bottout) are contlnu- ously braced by sheathing unless otherwise speethed. where bounrn chords In tension are not fully braced laterally by a properly applied rlgld telling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured Imm 20 gauge hot dipped g.Ka ized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that IhLs drawing is In confomence with the fabricator's plans and to realize a continuing responsibility for such veri. Heatlon. Any discrepancies are to be put in writing before cutting or fahnation. Plates shall not be Installed over knotholes. ..is 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. aloud the Joint unless olherwlse shown. A 5x4 plate is 5' wide x 4' long. A G,8 plate is 6' wide x 8- long. Slots fliolesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes txtsed on the forces showri and may need to be Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with nee retardant treated lumber unless othervise shown. For additional lInromtation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed in accordance with "Handling InstaWng tQ Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plutrib pos- Man and for resisting lateral forces shall be designed and installed by others. Careful hand - Wig is essential and erection bracing In always required. Normal preautlona y action for trusses requires such temporary bracing during installation between trusses to avoid toppling and donrmoing. The supervision of erection of trusses shall be under the control of persons experienced In the InsinBalion of trusses. Professional advice shall be sought If needed. Coneentmllon of construction lads greater than the design lads shall not be applled to trusses at any Ume. No loads outer than the weight of the erectors shall be applied to trusses unit] after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-2 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coarposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt - 1.0 Bldg Type= L= 50.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -327 0.12 6- 5 508 0.14 2- 3 240 0.13 5- 4 451 0.15 =_ ===Joint Locations=======__====== 1) 0- 5- 5 3) 7- 0- 0 5) 3- 1- 8 2) 3- 1- 8 4) 7- 0- 0 6) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 6-10-12 162 187 -50 TOP PIN 0- 4- 0 175 -187 -68 BOT PIN 6-10-12 160 0 -41 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 68# Support 2 50# Support 3 41# L 7-0-0 L l - 2 3 r 6.00 3-2-13 0-7-6 t Attach with (3) 10d Toe -Nails Attach with (3) 10d Toe -Nails 3.00 I 0-8-0 2-5-8 3-10-8 6 4 176# 8.00" 162# 2.50" 1-0-0 7-0-0 160# �.50" (R0-11-11 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 SupporLs scale = 0.4929 (Maronda Systems 4005 MARONDA WAY SANI-ORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0V1ED0.FL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drautig is not erection bracing. wind bracing. portal bracing or si nllar bracing 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 nest be made to anchor lateral bracing at ends and specified Inatlons detennined by the building designer. Additional bracing of the overall structure may be required. (Sec H113-91 of TPII. Truss Kite Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 D%vg: Truss ID: J 1 C Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:12.03-01- 1290n- 7 uesign: Afmru Armrystf !OH PAHI: C':ITF.B-LOKUORSIG72A4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: Jl D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =--===========Joint Locations=======_===____ This design La foran Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 7- 0- 0 5) 1- 1- 8 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 1- 1- 8 4) 7- 0- 0 6) 0- 0- 0 provided bythe client. The designer disclaims continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- - anyresponsibWtyfordamagesasaresultof faulty or bicorect Information• specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, X-Loc Vert Horiz Uplift Y-Loc Type and/ordesignsfumtshed toIt'.trussileslgner Support 1 40# h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt - 1.0 0- 4- 0 279 69 -40 BOT PIN by tire clicrt and tire conecmess oraecuracy Support 2 43# Bldg Type=Ene1 L= 58.Oft, W= 7.Oft, Truss 6-10-12 228 0 -43 BOT H-ROLL of this information as it na-v relate to a sPc- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2psf, BCDL= 6. Opsf clfle protect and accepts no responsibility or L/730 at JOINT # 2 e.<ercisesnocontmlwith regard tofabnca- shipment and of Intl L=-0.10" D= 0.00" T=-0.11" ..TC...FORCE ... CSI ..BC...FORCE ... CSI MliaThig, lntsses. This nests- has been designed as an designed MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -242 0.24 6- 5 -109 0.30 Individual building component In accordance with T= 0 .14" 2- 3 -119 0.57 5- 4 0 0.31 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as pan of the building design by a Building T= 0 . 13" Designer (registered architect or professional englneetl. 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 lord building codes. local climatic records for wind or snow loads. protect specficatluns 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 confirm- 7-0-0 ously braced by sheathing unless otherwise ^ — specified. Where bottom clients In tension are 1 1 2 3 not fully braced Literally by a property applied rod telling, they should be braced at a O maxbnurn spacing of 10'-O" o c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. 2X4 Grade 40. unless otherwise shown. FABRICATION NOTES I Prior to fabricaton. the fabricator shall review this drawing to verify that this drawing is In confonnance with the fabricatur's plans and to realize a rnnttnuing reiponsibWty for such verl- neatlon. Any discrepancies are to be put lit will big before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut 3-8-13 for tight fitting wood to wood hearing. Con- 4-3-2 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sync. about the Joint unless otherwise shown. A 2X4 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x 8" long. Sluts (holes) run parallel to 04-3 the plate length specified. Double ants on web members shall meet at the centmld of the webs 1 unless otherwise shown. Connector plate sizes arc mbnbnum sizes based on the forces shown � — — and may need to be bicreased for certain hand. ling and/or erection stresses. This I— is not 3X4 5XGp-1'6 2X4 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 NI bracing and emctlon recommendations are to be followed In accordance with "Handling Installing A Bracing, HIB-91. Trusts 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- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and crecllon bracing is always requlred. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erectkr of trusses -half be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentmdon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors sli:ill be applied to trusses until after all festenbng and bracing is completed. 3.00 0-8-0 Plate Height 5- 5-10-8 = 0-1-6 6 4 280N 8.00" 228# 2.50" (RO-1 1-11 7-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICC-NSE #0050069 1890 GREENBROOK Cr.0V1EDt3.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgiu•: TLY Chk: BRACING WARNING: TIC Live 16.0 psr Bracing shown on Orb drawmg is not cmcllon bracing, wind bracing• portal bracing or similar bracing TIC Dead 7.0 psf 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 menders only to reduce buck hig length. Provisions must be BC Lire 0.0 sf p made to anchor lateral bracing at ends and specilled locations deternlned by the building designer. BC Dead mo r Additional bracing of the overall structure may be required (Sec HIB-91 of Till). In (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madbnn. M-onsin 53719). TOTAL 33.0 scale = 0.4929 Truss ID: J 1 D Date: 2-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mania Analysis JOB PATH: C:ITFF-LOKVOBJ1125A1PHIG1244 11CS: 12.19.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J2 QTY:8 I DESIGN INFORMATION Thls design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or bncorect Information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or robes no control with regard to fabrim- Ilon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as par of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow, loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or lottoml are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally 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 sleet meeting AS NI A 653. Crude 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 mallze a continuing responsibility for such ven- flcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, ..isor distorted grain. Afernbers shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- lung. A 6x8 plate Is 6- wide x 8- long. Slots (holes) n n parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Comitttor plate sizes are ndnlinuin stun 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 file retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to /W SI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations arc to be followed In accordance with "Handling Installing A Bracing'. IIIB-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 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 avald toppling and domhnoing. The supervision of erection of trusses shall be under the control of persars experienced In the Installation of lasses. Professional advice shall be sought il needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No I ds other than the weight of the erectors shall be applied to I sses until after all faster lug and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt = 1. Bldg Type= L= 50.Oft, W= 5.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-14 0-4-3 i ii Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 88# Support 2 46# ==============Joint Locations=============== 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 31 -46 TOP PIN 0- 4- 0 213 41 -88 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.23 4- 3 -2 0.21 5-1-8 Ilk 1 2 r (00 2-10-15 M 4 3 213# 8.00" 110N 2.50" 1-0-0 61# 2 50" 5-1-8 1 (RO-11-11) I C/L: -04 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 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"•g: y CONTRACTOR. BRACING WARNING: Dsgllr: TLv C1ilc: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcng or similar bracing TC Dead 7.0 psf SAN FORD, FL. 32771 which is a part of the building design and which must he considered try the building designer. Bracing BC Lire 0.0 of (407) 3_I-0064 Fax (407) 321-3913 shown is for lateral support of less members only to reduce buckling length. Provisions nest he g P• TOMAS PONCE P.E. made to anchor lateral bmcing at ends and sloclfled locations detemnled by the building designer. l bracing Addltlanal bracing of the overall structure may be required. (See IIIB-91 of TPI). BC Dead 10.0 f Ps LICENSE #0050068 ffruss Plate Institute, TPI. is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). 1690 OREENBKOOK C.'r.0IiED0.FL32764 TOTAL 33.0 psf Attach with (2) IOd Toe -Nails Attach %vllh (1) 10d Toe -Nails scale = 0.6319 Truss ID: J2 Date: 1-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afatrir Artalysis JOB PATH: C:ITE6LOBUOBSIG1'2A4 HCS: 11.28.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C2 CITY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on hdonnalion provided by the client. The designer disc,[-. any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomnalion as it may relate to a spc- clfic project and accepts no responsibility or exercises no control with regard to fabrica. lion, handling• shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the lord building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. tnus has not been designed for storage or occupancy loads. The design assumes compression chords hop 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 cetiing, they should be braced at a mminturn spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASMl A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vertfy that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such werl- fle.tlon. Any dbcrepancies are to be put In writing before cutting or labrimtion. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sy". about the joint unless otherwise shown. A 5.x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8- lung. Slots (holes) run parallel to the plate length speciffel. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnatlon on Quality Control refer to aNs /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with-Iandling Installing & Bracing'. HIB-91. Trosses arc to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and penuanent bracing for holding trusses in a straight and plumb pos- Won and for resisting laleml forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nornnal precautionary action for trusses requires such temporary bracbig during Instal lion between trusses to avoid toppling and dominotrg. The supervision of erection of trusses shall be under the control of persons experlenced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any thee. No loads other than the weight of the erectors slur 11 be applied to trusses until after all fastening and bracing Is conmpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 336# Support 2 302# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.34" T=-0.66" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.291, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 5-3-2 0-4-3 3X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf =_ ===Joint Locations=====_========= 1) 0- 0 0 7) 26-10- 8 13) 17- 6- 0 2) 4-11- 4 8) 31- 4- 4 14) 15- 4-10 3) 9- 0- 0 9) 35-10- 0 15) 9- 0- 0 4) 15- 4-10 10) 35-10- 0 16) 0- 0- 0 5) 17- 6- 0 11) 26-10- 8 6) 22- 2- 4 12) 22- 2- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1235 129 -336 BOT PIN 35- 8-12 1176 0 -302 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -2177 0.35 2- 3 -1990 0.33 3- 4 -2282 0.47 4- 5 -4448 0.71 5- 6 -4074 0.63 6- 7 -4074 0.61 7- 8 -3354 0.57 8- 9 0 0.19 ..BC ... FORCE ... CSI 16-15 1906 0.37 15-14 1739 0.35 14-13 3153 0.72 13-12 4434 0.76 12-11 3434 0.63 11-10 1321 0.43 9-0-0 k 26-10-0 Ilk I 2 4 5 6 7 8 9 0 5X8 5X6 3X4 6X8 3X4 3X8 2X4 2X4 T 4-10-3 8X10 4X6 8X10 4X6 4X6 6X12 2-1-6 AVc b- 640-14 12.00 1 1 3.00 060 15-4-10 2-1-6 94-8 k 8-5-8 16 15 14 13 12 11 0 1235# 8.00" 1177# 2.50" 1-0-0 CCf�9fL)1 A ES (8) 2X4 3540-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dµ'g: Truss ID: C2 CONTRACTOR. BRACING WARNING: Dsgiir: TLY Chk: Date: 1-09-02 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this dm wing is not erection bracing, wind bracing, portal bracing or sln8ar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 321-0064 Fax 321-3913 which Is a part of the building design and which must Im considered by the building designer. Bracing shown is for lateral support of truss members only to buckling length. Provisions BC Live 0.0 O.C. Spacing: 24.0n (407) (407) TOMAS PONCE P.E. reduce roust be made to anchor lateral bracing al ends and specifled locations determined by the building designer. Additional bracing BCC Dead 10. 0 psr PSr Design Criteria: TPI LICENSE #0050068 of the overall structure may be required. (see HIB-91 of TPn. (Truss Plate Institute, TPI. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Ci'.0VIED0.FI-32786 TOTAL 33.0 psf V:12.03.01- 12885- 5 uesign: ntrara mwqsis JUH FAI1f: C:I16(SL0KU0BSIG1214 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J3 9TY:2 DESIGN INFORMATION This design Is for all Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of tilts Information as It may relate to a spe- etfle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss Iras been designed as an indhidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer]. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied Ioeds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ee8ing, they should be braced at a n=t um spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing Is In confonnmee with the fabricator's plans and to realize a continuing responslbillty for such veri- fioon. ttAny discrepancies are to be put in writing before cutting or fabrlcatimr. Pides shall not be Installed over knotholes. I.or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be sync, about the joint unless otherwise shown. A 5.14 plate Is 5" wide x 4- long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with Ilre retardant treated lumber unless otherwise shown. For additional h funnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Insta Wftg & Bracing", HlB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pennanent bracing for holding trusses in a straight and plumb p os- [llon and for resisting lateral forces shall be designed and iutalled by others. Careful hand. Ling 15 essential and erection bracing Is always required. Nomtal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the conlml of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied I trusses at any time. No loads other than the weight of the erectors shall Ie applied to tnnsses ."if] after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 50.Oft, W= 5.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04a D=-0.04n T=-0.08n MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.0011 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00u RMB = 1.15 3-3-14 0-4-3 1 NO Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 88# Support 2 46# --============Joint Locations=============== 1) 0- 5- 5 3) 5- 1- 8 2) 5- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 33 -46 TOP PIN 0- 4- 0 213 43 -88 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.23 4- 3 -26 0.21 5-1-8 1 2 Q 3.00 I I- II�4-5-88 4 213a 8.00" 111# 2.50" 1-0-0 e5-1-8 60N 2 50° �e (R0-11-11) C/L: -0-4 EXCEPT AS SH011N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach %with (2) 10(1 Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6319 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. ,Job: 1N T A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bmcing. penal bracing or similar bmcing TIC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0004 Fax (407) 321-3913 which is n pan of the building design and which must be considered by the building deslgner. Bracing shown is for lateral support of truss members only to reduce buckling length. P—Islons must be BC Live 0,0 PSI`O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bmcing at ends and speeNed locations detenni ed by the building designer. Additional bmeing of the uverall structure may be required. (See HIB-91 of TPn. BC Dead 10.0 psf Desi n Criteria: TPI g LICENSE #0050068 (Truss Plate Institute. TPI. is located at 58.9 D•onofdo Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENOROOK I,-T.0%9EOO.R32756 TOTAL 33.0 psf V:12.03.01- 12903- 7 +vim —1— 1Cc ,VAVU6.)1NlA4 11CS: 11.28.01 JB: GEORGETOWN A 4AC: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information• specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cllle project and accepts no responsibility or exerelses no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed is an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorlomted a i tart of the budding deslgn by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are m agreement with the local building codes. local climatic records for wind or snow lads. project specifications or special applied lads. Unless showrn, loss has not been designed for storage or occupancy lads. The design asstunes compression chords (lop 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 telling, they should he bmccd at a maxbnmm spacing or 10'-0- o.e. Connector plates shall Ix manufactured froth 20 gauge hot dipped gal—ized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall aim this drawing to verify that this dmuving is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A Gx8 plate is 0- wide x 8- long. Slots (holes) run tamllel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are mhdnrum sizes based on the forces shown and may need to ke increased for certain [land. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional irformation on Quality Control refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are la be followed in accordance with "Handling InsuWn, & Bracing% HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and pennanenl bracing for holding trusses In a straight and plumb pa- Itirm ad for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bmcmg is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoung. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction lads greater than the design loads shall not be applied to trusses at any lime. No lads other than the weight of the,re,tors shall be applied to musses until after all fastening and bmcmg Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 3.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-3-14 0-4-3 WO: GT2A4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 72# Support 2 28# TI: J4 QTY:8 =-============Joint Locations=============== 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 18 -28 TOP PIN 0- 4- 0 148 24 -72 BoT PIN 3- 0- 4 36 0 0 BOT H-ROLL -.TC... FORCE ... CSI 1- 2 -29 0.18 3-1-8 11 1 2 F 6 00 3-1-8 4 3 9 148# 8.00" 67# 2.50" 1-0-0 3-1-8 37k 2450" (RO-I1-11) IC/L: 3-0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSI #0050068 1890 CREENBROOK CT.OVIEDOXI-32766 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 nap erection bmcmg, wind kmcing, portal bracing or similar bracing which is a pan of the budding design and which must be considered by the building designer. Bracing shown is for Literal support of truss members only to reduce buckling length. Pnn•L Ions must be made to anchor lateral bracing at ends and specified locatlons determined by the building designer. Additional bmcmg of the ovemll structure may be required. I -See IIIB-91 of Tpll. rrruss Plate Institute. TPI, Is [Dated at 583 D'Onofrlu Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgru: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 .BC. -.FORCE ... CSI 4- 3 -3 0.15 Attach with (1) lOd Toe -Nails Attach with (1) 10d Toe-Nads scale = 0.9038 Truss ID: J4 Date: 1-09-02 DurFac - Lbr- 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ..+� ,.e..e. w..ure�r,vn uvneiW zq•i HCS: 11.28.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J5 QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responstblbty for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the cllent and the correctness or accuracy of this information as It may relate to a spe. elfie project and accepts no responsibility or evercl— no control with regard to fabnm- llon, handling, shipment and installation of trusses. This truss has been designed as an Individual building cornponenl in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer Iregistered 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 meal building codes. local cWnalle records for wind or snow loads. project specifications or special applied loads. Unless shown, trios has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless olfic-Ise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maclmunn spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlwd steel —11rig A5fhl A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fab"m lion, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabrIcators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Installed over Wmolholes. knots or distorted gram. hiernbers shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with mulls fully t nbedded and shall be sym. about the jobs unless othemise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6- w•ide x 8" long. slots (holes) run parallel to the plate length specified. Double cuts on web embers shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes hued 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 will, fire retardant treated lumber unless othcmise shown. For additional Infonnallon on Quality Control reler to ANSI/TPI 1- i 995 PRECAUTIONARY NOTES All bracing and erection reconi nendaliuns are to he followed in accordance with "HandWng Installing R Bracing'. HIB-91. Trusses are to be handler) with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pennariem bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing it always required. Nomml precautionary action for trusses requires such temporary bmcing during installation between trusses to avoid toppling and dontlnotng. The supe"lon of erection of trusses shall be under the control of persons cep-mm,ed In the installatiun of trusses. Professional advice sitaB be sought if needed. Concentration of conslrucllon loads greater than the design loads shall riot be applied to trusses at any thee. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat—B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 3.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" Do 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 72# Support 2 28# =--===========Joint Locations=========_===== 1) 0- 5- 5 3) 3- 1- 8 2) 3- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 19 -28 TOP PIN 0- 4- 0 148 25 -72 BOT PIN 3- 0- 4 36 0 0 BOT H-ROLL ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.18 4- 3 -20 0.15 3-1-8 Ilk 1 2 6.00 1-3-9 0-7-6 3.00 I 0-8-0 2-5-8 I 4 3 148# 8.00" 68# 2.50" 1-0-0 13 3-1-8 37# 2 O" (RO-11-11) C/L: 3-0-4 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: (!!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SAN I=ORD. FL. 32771 Bracing shown on this drawing Is not erection bracing, 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 TC Dead 7.0 psf t (407) 321-0004 I=ax (407) 3_1-3)13 shown Is for lateral support of truss members on to reduce buckling length. Provisions must be m h' g gt BC Live 0.0 psf 1 TOMAS PONCE P.E. made to anchor lateral bracing at ends and spec8kd locations detenni ed by the budding designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). BC Cad D 10.0 P Sr LICENSE #0050068 (truss Mile Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK CI'.OVIEDO.1`1-32766 TOTAL 33.0 psf Attach R'ith (1) IOd Toe -Nails Attach with (1) lAd Toe -Nails; scale = 0.9038 Truss ID: J5 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesgn: marry nniapsis JUH l411l1: C:l1EE-L0KV0BS1G12A4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: ra*QA4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the cllenl. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inforration as It may relate to a spe. cific project and accepts no responsibility or retses no control with regard to fabr/ca- tlon, handling, shipment and Installation of trusses. This truss has been designed as an I ANZal building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engneerl. When reviewed for approal by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreenient with the local building codes. local climatic records for wind or snow lads. project speciflcallons or special applied lards. Unless shown, truss has not been designed for storage or occupancy lads. The design assunes compression chords (top or bottoml 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 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrh1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such ven. Oatlon. 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 baring. Con. nector plates shall be Iota led on both faces of the wss with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A SA plate is 5' wide x 4' long. A 6x8 plate is 6- wide .c 8" long. Slots (holes) run pimllel to the pbrte length specinel. Double cuts on wcb members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlmunn sizes based on the forces shown and :ray need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconnmendations arc to In followed to accordance with -Handling installing & lyracing". HIB-91. Trusses are to be handled with parucular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avow toppling and dominoing. The superviston 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 lads greater than the design lads shall not be applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses russ s until after all fastening and bracing Is connpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type= L= 50.0ft, W= Lift, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-3-14 T 0-4-3 Analysis ba;sd ofi Simplified Analog Model. MULTIPLE ?r�ADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 10# 1-0-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE 1L20 CA TESTED PER ANSUTPI (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.011IEDOXI-327416 TI: J6 9TY:8 ===== --======Joint Locations=====_==___==== 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- , X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 5 -10 TOP PIN 0- 4- 0 82 7 -57 BOT PIN 1- 0- 4 12 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 9 0.02 4- 3 -2 0.01 � 1 2 r 6.00 0-10-15 1-1-8 4 3 83# 8.00" 25# 2.50" —�— — 1-1-8 l I C/L: 1- 4 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erceliun bracing. s'lnd bracing. portal bracing or shnfla, bracing which Is a pan of the building design and which musk..: considered by lire building designer. Bracing shown is for lateral support of lass members ontv ..educe buckling length. Provisions must be made to anchor lateral bracing at ends and spe• .ed tocallons determined by the building designer. Additional bracing of the overall structure Iry be renqubed. (See HIB-91 of TPII. (Truss Plate Institute. TPI, is looted at 55' . Onofrlo Drive. Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach livith (1) lOd Toe -Nails Eng. Job: D%vg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf 11C Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5868 Truss ID: J6 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afarit Anmlvsis JOB PATH: C:I'l'EF.-Ln!.VJO.)if:1S:�ti HCS: 11.28.01 JB: GEORGETOWN A 4AC: ,r/A4 WE: TI: J7 QTY:2 DESIGN INFORMATION Thls design Is for an Individual budding mumponent and has been based on Information provided fry the client. The designer dlsclabns any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or destgus furnished to the truss designer by the client and the carreclness or accuracy of this Information as It may relate to a spe- cific pr Jan and accepts no respon.1blWy or ecerclses no control with regard to fabrim- tlon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englncerl. When reviewed for appmval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. Ioral climatic records for wind or snow loads. projecl specBlcalli ns or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are continu- ously bra-d by sheathing unless otherwise specified. Whore bottom chords in tension are :not fully braced laterally by a properly applied rigid ceiling• they should be braced at a nwshnum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gal ant-d steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabdcalor shall review this drawing to verify that this drawing Is to conformance with the fabricators plans and to realise a continuing responsibility for such veil- ficati— Any diserepaneles are to be put in witting before cutting or labriml on. PL tes shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting woof to wood tearing. Con- nector pLirs shall be located on both faces of the true with nalls fully Imbedded and shall be + afoul lhejoint unless otherwise shown. A 5.4 plate is 5- wide s 4' long. A CM plate is 6' wide s 8' long. slots (holed run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wells unless otherwise shown. Connector plate sues are minIm= sues based on the forces shown and may need to he Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Bre retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recomrriendalions are to be followed inaccordance with 'Handling 12.111ug R Bracing% HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful ),and- ing is essential and ereellun bracing Is always regnbed. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling mi and donoing. The suf—ision of crection of Inisses shall be under the control of persons espericnced in the Installation of asses. Professlonal advice shall be sought If needed. Cutzritratlon of construction Insds greater than the design loads shall not be applied to trusses al any time. No I —Is other than the welght of the erectors shall be applied to trusses until alter all l.stening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, It = 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= l.lft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-3-14 T 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 10# - ==Joint Locations========-====== 1) 0- 5 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 6 -10 TOP PIN 0- 4- 0 82 8 -57 BOT PIN 1- 0- 4 12 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.02 4- 3 -7 0.02 0-9-9 3. 0-8-0 Plate Height 0-5-8 = 0-1-6 4 3 83N 8.00" 25# 2.50" 1-11- 1 1-8 111 Z.Sprm I" (RO-ll-11) C/L: 1/L: 1- -4 EXCEP1- AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports Allach• %vllh (1) lid Toe -Nails Attach with (1) 10d Toe -Nails WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y stems CONTRACTOR. Dsgnr: TLY Clik: BRACING WARNING: TC Live 16.0 psi 4005 MARON DA WAY Bracing shown on this drawing I. not erection bracing. wind bracing, petal bracing or similar bracing TC Dead 7.0 psi SA N FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing Is for lateral truss buckling length. Provisions be BC Live 0.0 psf (407) 321-0064 Fax (407) 321-3913 shown support of members only to reduce must TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building destgnei. Additional bracing of the overal) struclune may he required. (See fIfi -91 of TPII. BC Dead 10.0 psf LICENSE #0050068 rrn. s Mate Institute, n9. Is located at 583 D'Ouofrto Drive. Madison. Wisconsin 537:9). TOTAL 33.0 1890 GREENBROOK 42I'.OVIEW.F-32766 psf Design: Afmri.r Annlvd, lee PATH: C:I7'EE-LOKUOBSIG72,I4 scale = 1.5867 Truss ID: J7 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 11.23.01 t PLOT PLAN for. MARONDA HOME5. INC. DESCRIPRON. LOT 24, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thru 76 PUBLIC RECORDS OF 5EMINOLE _ COUNTY FI Min IDYLLWILDE OF LOCK ARBOR SECTION - G LOT 5. B L O C K ' B' PLAT BOOK 21. PAGES N000 1 1'46'W 74.50' NP IURP p �5'F.E./ — — — — — — — — - 20' D.E. A g MUST BE 16" ABOVE CROW OF ADJACENT ROAD UNLES OTHERWISE APPROVED LOT 25 II.DD' O O � m CON5,�0pP � Z 4' CONCRETE ►ATIO .' O 50.00' � o 3 * (a5nl MODEL: GEORGETOWN A' (4-2) BLOCK FIN15HED FLOOR ELEVATION - 48:24 S�oDV WITH I O' x 241 CONC. PATIO WITH POOL D00R k GARAGE SERVICE DRAINAGUNPE "A' DOOR 1 I.00' 13. SD ' ...10: ?: . - 1 . 4' CONCRETE in o . OIUVE o' - N — — — — — — — — — — — — — — iIaU.E.) 500011'46"E 74.50' N CROWN COLONY WAY 500' 1 1'4G'E - b C) ui V) i N Q a 5' I a 20' GRAPHIC SCALE LOT 23 NOTES. FLOOD CERnFlCAnON 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING S00'11'/87E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: ?5' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP. THE STRUCTURE HEREON ARE BASED ON SITE ENGINEERING REAR: ? SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 7.5' J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " X '. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE. LOT 24 CONTAINS (SUBJECT TO CHANGE) 10.058 SOUARE FEET/0.231 ACRES t/- THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREWA TIONS/LEGEND: N0.-NUMBER P.T.-POINT OF TANGENCY R.-RADIUS P.I.-POINT OF INTERSECTION CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH, -CHORD P.C.-POINT OF CURVATURE ARC NTCERLINETM �%C NRNCOND�nINNERSPAD O.R-OFFICAiL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT BEARINGdt EASEMENTD.U.&SE. -DRAINAGE. pDELi � (CENTRAL ANGLE) D .E.-ORUWNAGE UTmILITY EASEMENT 1*7*A VONE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REACAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 E-MAIL: CAVONE O CFL.RR.COM THIS SURVEY NO' VALID UNLESS EMBOSSED AWFLORIDA IN THE LICEN ED SURVEYOR AND MAPPER ' ' C- � REVISION DATE ppM►NICK F. CAVt71Vf - PRESIDENT FLORIDA SURVEYOR dt MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN z-24.20 LV / Dy t it CADO FILE: CROWNCOL24.DWG W.0.2003-2035