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HomeMy WebLinkAbout144 Crown Colony Way 03-2038PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes 1 101 N Keller Rd., Ste F Orlando, FL 32810 407-475-91 12 CRC 058496 PROPERTY OWNER A" ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION Zmca^ PERMIT # DATE 6v O3 PERMIT DESCRIPTION V e- PERMIT VALUATION SQUARE FOOTAGE O%Gk4 I CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 144 CROWN COLONY WAY for which permit 03-00002038 has heretofore been issued on 6/10/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as e4, Sit., Foy %: 4 Qa& 1&.,, complies with all the building, plumbing, electric zonirig and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: ` Finaled 1 03 ; ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water ENGINEERING: Drainage MITZ5 Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE DATE APPROVAL FIRE: Inspected Sewer Lines In Sewer Tap Street Paved Street Lights Driveway FEES PAID DATE AMOUNT 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 144 CROWN COLONY WAY for which permit 03-00002038 has heretofore been issued on 6 10/03 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 a 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 6/11/03 91.93 10.33 847.00 10.33 1384.00 650.00 1700.00 D (IA ia-i OWN13R B ING OFFICIAL ATE 1 I I I 1 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION J SINGLE FAMILY RESIDENCE**** DATE: i 1-1 y -103 PERMIT #: ADDRESS: o aog v at, E u a 2 2 y I 144 cC.o YA Ce,1onq W I CONTRACTOR: PHONE #: y(j1- L) `j -Q\\a 0- d L" LW , a Uk- l J The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it.has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering 0 Fire OPublic Works OZoning ti.s OLicensin g Z\ D CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: 1 1-1 y -03 PERMIT #: © 3 - "2-03 S ADDRESS: 44 C:Y-o _or C,' I on ,_, Wau CONTRACTOR: PHONE #: LACj1- y1 J -Q\ \a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it.has been denied or approved with conditions. Your prompt attention will be appreciated. engineering Public Works Utilities 0 D.SweetT OFire i Sloes OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) X . 62*-e =/unit CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION**** SINGLE FAMILY RESIDENCE**** DATE: I I -ILA -03 PERMIT #: ADDRESS: A CYpw- C) n.- UjCcL CONTRACTOR: PHONE #: yd1- yr)J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it.has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works Utilities OFire OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) AVONE 12VG'. 300 COUNTY ROAD 427 5OUTH LONGWOOD, FLORIOA 32750-5499 1-4NO SURVEYORS TELEPHONE: (407) 630-9080 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 144 Crown Colony Way Legal Description: Lot 27, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 27. meets or exceeds the requirements set forth in the City of Sanford B,jildirg Code, Sec. 6-7 (a). Z.A '. oeIx z Dominick F. Cavone Flcrida Lsad Suaveyor &Mapper Reg. No. 2005 Lic,m.;en Bu;iness No. 5073 11-6-2003 Date Fieldwork Completed W.O.# 2003-15228 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Read the instructions on pages 1- 7. O.M.B. No. 3067-0077 Expires December 31, 2005 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. I Company NAIC Number I144CrownColonyWay CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 27 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): or ##. NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 112034 SEMINOLE FL B4. MAP AND PANEL 87. FIRM PANEL 139. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) Zone AO, use depth of (boding) 12117C 0045 E 07195 4117195 X B10. Indicate the source ofthe 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 B9: NGVD 1929 NAVD 1988 Other (Describe): B12. Is the building located in a Coastal BaMer Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction' Finished Constriction A new Elevation Certificate will be required when construcc(ion of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used forthe BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA osure) ft.(m) Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? QYes No X a) Top of bottom floor (including basement orencl d o b) Top of next higher floor — J(m) o c) Bottom of lowest horizontal structural member (V zones only) _. _ft.(m) y o o d) Attached garage (top of slab) g g o e) Lowest elevation of machinery and/or equipment u, servicing the building (Describe in a Comments area) (m E X 0lowest adjacent (finished) grade (LAG). % 7 ft. (m) z' L o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) 0 o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding infortnaf3on from Section A. For Insurance Company use: BUILDING STREET ADDRESS (IndudV@ Apt, Unit, Suite, and/or Bidg. No.) OR P.O. ROUTE AND Big NO., Policy Number t CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS Check here ifattachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) ForZone 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 _(Seled 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 asketch or photograph.) E2. The top of the bottom floor (including basement orenclosure) of the building is _ ft.(m) in.(an) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6$ with openings (see page 7), the next higher floor orelevated floor (elevation b) of the building is _ ft(m) _in.(am) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(am) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E5. ForZone AO only: If no flood depth number is available, is the topof 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 orowners 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 ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZJP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 SIGVTURf A ` DATE, TELEPHONE 407475.9112 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law orordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (orE), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of theelevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (withouta FEMA4ssued or community -issued 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 COMDUANCEfOCCUPANCY ISSUED G7. This permit has been issued for. New Constriction 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 COUNTY OF S[I'll INOL[ IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75516 DATE: BUILDING PERMIT NUM Y) COUNTY NUMBER: UNIT ADDRESS: / 1]k TRArric ZONEnZnNE: _--__-JURI1';DICTI[iV-: ( [!I.7Y_DF-SANF[|D-------_--- 3EC: TWP: RNGx PARCEL:-/ /]^ SUDDIVISION: L /IL TRACT: PLAT B[}OK: u'~- L,.. Buu.~ OWNER NAME: ADDRESS-. U / a-'=~''"=^~`^''~--/'--'=f'*«7r-r'*~-cr~,*'--------- APPLICANT NAME: ............ L/----_----------------_....... -------------------------- ADDRESS: `_________--------_-------------------------------- LAND USE CATEGORY: 001 - Single Family Detached House TYPE USEx Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BEHEFIT RAJE FBE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIGT SCHEDULE DESC. UNIT OF UNITS ROA DG ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROAD3 COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.0() LIBRARY CO -WIDE O dwl unit $ 54.00 1 '$ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,3O4.00 AMOUNT DUE 2,285.00 IATEMENT RECEIVED BY: .J7) k SIGNATURE DATE: ~/) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ***%X, DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY T*NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PE MIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVIHG SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF TUE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TOc CITY OF SANFORD BUILDING DEPARTMENT* 30(} NORTH PARK AVEHUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ITHIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF AW*, FAMILY BUILDING PERMITffT1*TffTTATTT****1)'< CITY OF SANFORD PERMIT APPLICATION Permit # C 0 - Date: May 21, 2003 lob Address: 144 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $72:702:00— Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2;01-2 p7ol •r' Construction Type: VI # of Stories: I # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0270 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone. (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone. (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: _(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. 5/21 /03 Signature o ncr/Agent Date Russell Keith Summers Print Owner/Agent's Name 5/21 /03 Signature of Notary -State of Florida Date DEBBIE TIME 9-Af_aityVj*wn My Comm Enp. 215/05 No. CC 999378 1 1 Other I.D. Owner Agent is _X_ Personally Known to Me or k, 5/21 /03 Signature o Gcirftmctor/Agent Date Russell Keith Summers Pri Contactor/Agent's Namc 5/21 /03 Signature of Notary -State of Florida Date Of rt DEBBIE TIME t u NOTARY o My Comm Exp. 2/5/05 o PUBLIC No. CC 999378 Personalty 14rown I 1 Other I.D. Contactor/Agent is _X_ Personally Known to Me or Produced ID% } _ Produced ID APPLICATION APPROVED BY: Bldg: [[f i 7_oning: Utilities: FD: Inival & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: t J ,o 9.y~l CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: _r o Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida a Address of Job: Electrical Contractor: DANIEL G. Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service /SO 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: oa By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appl' nt's Signature C0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: a J Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 144 Crown Colon WayLot: 27 Panel: 5 Mechanical Contractor: GARY CARMACK Residential ---- _____ Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number:cj3_ C;) Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: _____ 144 Crown Colony Wpy_____—Lot: 27_ Panel_-5 Plumbing Contractor: -------WILLIAM T. SELF Residential: _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential 52.00NewResidential: 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: P By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sign tore CFC057039 State License Number I loll is 111 11 Sol 11 •ot an 1111. 291 II 1o at lot •I 1g1 11 Igo •I II• I Iasi c" o U.Ul o°a t3 M O y. WYi .J.t N Z tI MY z X U. W Z Z = 10 oRIS c +0 T a, Lv a NOTI STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED h real property, and in information is provided DESCRIPTION OF PRO 144 Crown Colonv 1AI General Description of Im OWNER INFORMATION Name arid Address MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04815 PG 1417 CLERK'S # 2003078871 RECORDED 05/89/2003 12:35:12 PM RECORDING FEES 6.00 RECORDED BY G Harford OF CONIlUIENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0270 reby gives notice that improvement will be made to certain and accordance with Chapter 713, Florida Statutes, the following i this Notice of Commencement. Legal Description and Street Address) Lot 27 NY Construct a Single Family Residence Kel Orl Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address forth Keller Roa Name and address) Persons within the Statel of Florida designated by owner upon whom notice or otherdocumentsmaybeservedasprovidedbySection713.13(1), (a), 7., Florida Statutes. 200 W. 1°t In addition to himself, Owner Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date Is specified.) Sworn to and subscribed before me this Notary Public RuSSELL K IMMERS Maronda Homes, Inc. of Florida Vice President - Construction day of 2003. of r o DEBBIE TIME N PU6LgC My Comm Exp. ?/5 05 t:EKTltit:I:1 CUP1 No. CC 999378 o. M.4RYANNE MORSEon+« I.CLERK Of CIRCUIT CO UNTY. FifiRl TT PLOT PLAN for: MARONDA JMES. INC. DESCRIPPON: LOT 27, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 191 PAGE(S) 7E' thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LU I Z BLOCK 'B' I LOT LOT I BLOCK 'B' BLOCK'eAl NOD° 1 1'46,"IM 1 10.29' 5' U.E./ 9 \OO o — 9. O 20' D.E. P-49.70 O E-49.0 WJ R E> cn P CV`1a1 — — E-49.0 h lopQ° ° f« 0' 5' 10' 20 F y CONCRETE PATIO 8.0' Q jcpo i. GRAPHIC 5CALE v 1O'Od LOT 26 40.00' MODEL: NLOT28 / CHE5APEAKE 'K' 01 (3-2) BLOCK FIN15HED FLOOR uJ ELEVATION-49.15 DRAINAGE TYPE: ' A' co to A L O Z 3. A fjA1', GO' BUILDING A2 LINE 16.0' 10.00' C 1 CONCRETE R=100.00' DRIVE 1 1 °35'44' ARC= 20.24' CH.=20.20' CH.BRG.= 535002'380E BUILDING SETBACKSFRONO T JCLREAR. 205 SIDE. Z 5 O jG FSIDESTREET: 20' BUILDING LINE: 60' it LOT 27 CONTAINS Og, typ n' 4" 10,196 SOUARE FEEl/0.234 ACRES NOTES;- 1. BEARINGS ARE BASED ON THE WESTERLY LINE d• d OF LOT 27 BEING NOO11.46'w. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN F.H.A. PLOT PLAN HEREON ARE BASED ON SITE ENGINEERING P - DENOTES PROPOSED ELEVA1101V PLANS FOR THE PROJECT. PER ENGINEERING PLANS. P-IG.483. BUILDING TIES ARE TO FOUNDATION. E - DENOTES EXISTING ELEVATION E-46.94. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED PER ENGINEERING PLANS. IN THE FIELD. THIS IS NOT A SURVEY. FLOOD CERTIFICA710N THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and BASSO ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO RATE MAP, THE STRUCTURE THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, SHOWN HEREON DOES NOT LIE WITHIN S O RIGHTS OF WAY, SETBACK LINES• AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS THE 100 YEAR FLOOD HAZARD AREA. GOB/ INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD THIS STRUCTURE LIES IN ZONE X COMMUNITY PANEL NO. 120284 0040 E BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. EFFECTIVE DATE: APRIL 17, 1995, MAP REVISION DATE: SUBJECT TO CHANCE) jABBREVIATIONS/LEGEND: NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENTADIUSP.1.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE F.E.-FENCE EASEMENT D.E.-DRAINAGE EASEMENTCHORDP.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATUREARCLENGTHLB. -LICENSED BUSINESS CH.BRG- ORO BEARING S.A:U.E.-SIDEWALK & UTILITY EASEMENTF U.E.-UTILITY EASEMENT O.U.&S.E.-DRAINAGE, UTILITY &ENTERLINE A/C -AIR CONDITIONER PAD p DELTA (CENTRAL ANGLE) D. U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. ( 407) 339-3636 THIS SURVEY NOT VXUD UNLESS EMBOSSED ATM E SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AXO YAPPER REVISION DA TE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR 4 MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 5 IS ?003 LUI by NEIL CAOO FILE: CROWNCOL2ZOWG W.0.2003-6229 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 27 Subdivision: CROWN COLONY Property Address: 144 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). 0 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. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x 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. FX-1 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 368 S.F. Porch(s)/Entry(s) 19 S.F. 0 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A Mx 6. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, May 09, 2003 SIGNATURE: By or Authorized Agent) PLOT PLAN for: MARONDA -)MES. INC. DESCRIPTION: LOT 27, CROWN COLONY 3UBDIVI3ION RECORDED IN PLAT BOOK 6 I PAGE(S) 7G thru 78 PUBLIC RECORDS of SEMINOLE COUNTY. FLORIDA LOT 2 BLOCK 'B' I LOT I LOT V;o I BLOCK 'B' I BLOCK 'B' NOOO11'469W 110.29' rQA9`.0 6j O 20' D.E. P-49•70 b 49 Lu R E> E-49.0 0' S' ICY 20' v CONCRETE PATIO 8.0' Q C v o i. GltN'HIC 5ME 0 10.00' LOT 26 40.00' O MODEL: LOT 28 / CHE5APEAKE 'K' N 0. 1 (3-2) BLOCK FIN15HED FLOOR LU ELEVATION-49.15 O S ` DRAINAGE TYPE: ' A' in O 9 Z 3' p Q'1^ GO' BUILDING ems? A2 LIN 16.0' 10.00' C 1 CONCRETE R= 100.00' DRIVE 1 1.3544' ARC=20.24' CH.=20.20' CH. BRIG. = A°gp 535°02'38•E a 1 • BUILDING SETBACKS FLOOR SLAB ELEVAT FRONT: 25MUST BE 16" Wt' " 1" " REAR: 20' v • V t SIDE: 7.5 SIDE STREET. 20' OF ADJACENT ROAD UNLES` F F/ BUILDING LINE: 60• OTHERWISE APPROVED n' LOT 27 CONTAINS •Ogj / YW1" 10. 196 SOUARE FEET/0.734 ACRES NOTES: I. BEARINGS ARE BASED ON THE WESTERLY LINE d OF LOT 27 BEING N001I'46'W. F. H.A. PLOT PLAN 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN \ HEREON ARE BASED ON SITE ENGINEERING P - DENOTES PROPOSED ELEVATION G Ns PLANS FOR THE PRO.ECT. PER ENGINEERING PLANS. P-16.48 _ 3. BUILDING TIES ARE TO FOUNDATION. E - DENOTES EXISTING ELEVATION E-46.9 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED PER ENGINEERING PLANS. IN THE FIELD. THIS IS NOT A SURVEY. FLOOD CERTIFICATION BASED ON THE FEDERAL EMERGENCY qj THEUNDERSIGNEDANDCAVONE. INC. LAND SURVEYORS and MANAGEMENT AGENCY FLOOD INSURANCE MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO RATE MAP. THE STRUCTURE THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. SHOWN HEREON DOES NOT LIE WITHIN S O RIGHTS OF WAY, SETBACK LINES AGREEMENTS AND OTHER MATTERS. THE 100 YEAR FLOOD HAZARD AREA GO ANDFURTHERTHISINSTRUMENTISNOTINTENDEDTOREFLECTTHISSTRUCTURELIESINZONE ' X 7. OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD COMMUNITY PANEL NO. 120289 0040 E BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE EFFECTIVE DATE: APRIL 17. 1995. TITLE VERIFICATION. MAP REVISION DATE. j SUB.IECT TO CHANGE) ABBREVIATIONS/ LEGEND: N0.- NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.£.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARCARLENGTHLB.-UCENSED BUSINESS CH.8RG- ORO BEARING SQU.E.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY d: CCENTERLINEAlAIRCONDIIIONERPADADELTA '(CCENTRAL ANGLE) D.&U.E.-DRAINAGE h U17LITY EASEMENT SIDEWALK EASEMENT A VONE, INC. THIS SURVEY NOT ,VAUD UNLESS EMBOSSED FL THE SIGNATURE AND RAISED SEAL OF AFLORIDALICENSEDSURVEYORANDYAPPERG • REVISION DATE LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE ( 407) 830-9080 FAX 7No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 UCENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 511512003 LOT by NEIL CADD FILE: CROWNCOL2ZDWG W.0.2003-6229 r 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 fasteningmethod, if applicable. Governmental Product Approval: Agency Initials/Date Agency Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK TOP OF MULL 10 -X 3/4" TER SCREW - JAM WINDOW lx3 MULLION XFLA-26-1) lx4 MULLION RFLA-39) JAMBOW 10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL E CHART FOR FASTENERS FLA-45 MULLION ANCHOR 'CLIP 16 GA_ GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION XFLA-26-1) lx4 MULLION Oaq A-39) 3/4"MAX SEE CHART FOR FASTENERS• M&WrACTURER NAME: MASTER ' mE, # CHARLES A.. ' p, EN, F. EFLREG. ENG.. # 49121 DATE: 3/21/02 NOTES. 1) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6063 TB. OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/4O' X 1-1 2') ON EACH ANGLE LEG. THE T CON SHALL EPLACEDONMULLIONCUPCENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSIAT28DAYS. Wq ticNi A t:Qcj 4 V En 4-aco r y CQ co W RANDEX PACE 30 NOTES: 1) ALL Al OR 606 Z) WHEN ON EAC PLACEp 3) CONCRE AT 28 i CHARLES , FL REG. DATE DW SILL SH HEAD D`Y SILL 3H HEAD vi \J MR N ));1i IA1 I1'ACTURE NAIL; PACE 24- 4 2) #10 x 1-3/4' PH-SMS INTO 2 x B OR3/t6'0 x 2-3/4' TAPCON THRU I BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 FH-SMS INTO .2 z DUCKSEEELEVATIONFOR 'ANCHOR SPACING. a} Bj 10 z 1 3/4' PH -SUS INTO 2 ByBUUCKWM1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK s + STEIEL ALL a I 0- PALSIAIEk60.0 D. P... CLASS DOOR No. OP I Na OF ANCHORS ANCHORS 80. so 4) /e /6 24 e tILS75- 60- 67.E 67.6 to 9 5&7 68.7 20 9e36252.6) se.e B&9 10 6201 1q.876' 9B 46 15 6 5 90 10 ea.6' 4) e is 2! Is 10 10 OPTIONAL 16z760• to s7e` Be' BB 515 48.a 6Se fo 2 8Y WOOD BUCK 7e.6 9) 6S{ 56.{ fe 19 10 00tee ea.e2a ae 2.5) 6a6 64.6 6l.E4. 6 10 . 0t10to NMI IN PAltI;?!f>11Si5 DmmA7m4 PANG SIEE IN Fast SIZEWIDTHSTEEL REINF. ALL 10' PANELS 1 r-1 60.0 D.P. 0 WOOD gSHOWN AsREUIREDTYP. JAMB. SECTION x SHIM I 4100SIILMORMunn TRACK ns REQUIRED N OR 1. BY 2 BY BUCK MIAMI DADEzAPPiOVEDACONC. FASTENgR SEE ELEVATIONFORANCHORSPACING. NOTES: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. 2 ALLALUMINUMEXTRUSIONSAREALLOY6063-95• a - a3USEHIG ?TYPICAL 'WALL THICKNESS OF • 0OW .62- aQALITY • CAULK B 4; GLASSTHICKNESSBASEDONETAINBD[gF1900 GLASSK x X CAS. AND MAY VARY DEPENDING ON SIZE. >, PANIC PANEL 8) THE RESPONS[BILI .pOR SELECTION OF NORANDEX [ PRODUCTS TOMEETANYAPPI_iCABLg'LOCALLAWS. DEADER REQUIRE CODES. WITH TH E cHITECr, AND SILLSECTIONgU)IpR(G OWNER 'OR CONTRACTOR TYP• 1BBUCK7) CONCRETE COMPRESSIVE STRENGTH = 3.000 PS[ AT 28DAYS. tl 2BY2)mm YL GPAmm 44' TEMPERED GLASS I suDDtc GLASS DOOR RATTYE ANALYSIS CHART A DESIGN No. OF Na OF p w SIGNS LOAD CAPACIYY- PS? ANCHORS ANCHORS A 1J IIEi MGM1D;AD DICK®PaSn'VEeJOBq Go ' ti W A B e9.709. 4 3 Go 4)) 99.7 09.4 ee.7 ea. 4 24 18 6 ao e6. 7 e O 936 68. 7 IB 9 O e e I80' 2.5) 89. 7. &3 7 ea.77e. 9 eo 0 tosa" h eo B09010 f~ 4 ( eoit, so eo le to] 10 7 k ko oe' 03. 9e6. 9 ee.7 71A 24 1B 10 10 g 0° 69. 7 739 16 se• es.a esa 20 10 10 26) e9. 786.2 1p 2) 3/16' 0 z 2-3/4` to TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. K a SEE ELEVATION FOR ANCHOR SPACING. u 1 r, rnN a toKs GIB S b9$ N y r in ci X X.. I X X PANEL bl PANELPANEL PANEL tWt tl 4BYZ) u gw zvumy d NORANDER PAGE 23 8/I6.0 z 23%4' N. EMB THRU WITH A 1-1/4• M[N. EMBEDMI BY BUCK, (SHOWN) 3/16" TEMPERED GLASS ENTINTOMASONRY. SEEELEVATIONFORANCHORSPACING. PANEL ,SIZE DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME 2) #10 z I-3/4' PH—SMS INTO 2 z BUCK INCHES CAPACITY-PSF SEEELEVATIONFORANCHORSPACING. n HEAD AND SILL^-- JAMB T-1/ \ I' DTH/HEIGHT EXTERNAL INTEnuAI. v,r 30 6* x 5041. ' 53.3 361l6" 55. 8 x WI 49.8 49.8 10 16 18 6 1 30 6" x 791/2 49.7 49.7 12 18 0 22 6 38 16" x 791/2 .. 45 45 16 20 8 LOPTIONAL 12 • 18 22 8 2 BY WOOD BUCK 2) 010 z 1 3/4' PH —SUS Mm 2 BY SERIES 500 ALUMINUM SIIDTNG GLASS DOOR ALL OPERABLE PANELS FASTENERCHARTBUCKWITH1—L/2" INN. EMBEDMENT SEEELEVATIONFORANCHORSPACING. CENTRAL T')R A Ti.O•A. F. 2) 3/16.0 z 2-3/4• TAPCON OR MUMI 2 OD BUCK CALL. SIZE AiDTH IAG'I'TJg${ Nei 1 a WOOD BUDADS. PPROVED CONC. S „ / Y Alq' f'!i`A ti SEE ELEVATION FOR ANCHOR SPACING. 9 AS REQUIRED TYP. HORN IDSHIMISHOWNIMUDD TRACK A$ REQUIRED 1 BY / 2) 3/18"0 a 2-1/4• TAPCON OR MIAMI DARE APPROVED CONC. FASTENER SEEELEVATIONFORANCHORSPACING. NOTES: 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4•. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 ORT6WHTYPICALWALLTHICESSOF31USEHIGHQUALITYCAULKBHINDSWINDOWFLANGE4GLASSTHICKNESSBASEDONTABLEE1300GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE, 6) THE RESPONSIBILITY FOR SELECTION .OF NORANDEX PRODUCTSTOMEETANYAPPLICABLELOCAL..L.AWS BUILDINGCODES, ORDINANCES OR`OTHER SAFETY, REQUIREMENTSREST 'SOLELY WITH THE . ARCHITECT, BUILDINGOWNER `OR CONTRACTOR. 6) CONCRETE COMPRESSIVE STRENGTH — 3,`600 PSI AT28DAYS. 2BY2) rn c c e •mn (4HY2) rrRce& anrenox 114uhANUE)c PAGE 22 W /1-1/2! MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. IIOUBIB W/1 -1/21 MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING_ 0 ALT. FIN ATTACHMENT UNDER SHEATHING N CENi`RAL FLOMA B:Cl:A_F. MAVN.ACrURER NADH; ORS . MASTER FILE # 3 NOTES: 1) :SHIM AS REQUIRED MAX. SHIM STACK 1/4•. 2) ALL ALUMINUW EXTRUSIONS ARE ALLAY 6063-T5 3 USEHIGH@ CWVLKX IBEEHH1iD WIND00 W OFLANdF41' GLASS: TmCKNI#SS•.D'ab ON TABLE Moo GLASSCHARTS; AND a&%T"VARY D$PgIIDING ON SIZE5) 7'H ;RTR pO4SfifL1T: VOR SEl=ON OF NORANDEXPROblJCTS::TO:;AmET.:Aidy -APPLICABLE LOCAL LAWS, BUH:ADIG-.?COb9k :09DINANItES .OR OTHER SAFETYREQUIREMENTg_ It&T.'SOY, WITH THE ARCHITECT, BUB3IYNG :OYf1iER'.pR'" LEICONTRACTOR. 8) NOTS`•'INOICAYFS:THAT EE U AL.FASTENERS AT HEAD' AND SIIti;ARE"REQUIRID_ 11 ONS WINDOW FASTENER. SCHEDULE EIGHT 0. ANCHORS HEAD/ SILL N0. ANCHORS JAMB w ICHES) 5 E 45 TEB695 PSF t2 Oq SFPSFPSFto2• 2 2 2 W.. 25• T-232 3• 22 4• 2 2 2 2 2 2• 2 3 3 3 2. 2 3 3 6~ 2 3 3 4• 3 3 M w 2 2 2• 3 3 3 1 L U10X1-3/4 t'.H S.MS. W/ 1-1/2" MM. M MEDMENTSEE'. ELEVATION. FOR ' 38• 49- 6/8 62- 1 8" 8— l/8- 56* B2` 96• — 2 T3 2 2 3 9 2 2 2• 3• 41- 2• 2• 3• 3 3 3 3 3- 3 3 3 3 3 3 4 4 4 4 4 4' r o ANCHOR SPACING. 5 _ 8. 3 9 h 2 2 2-9 4 5 5-2' 6-3/4- 38' 2 3 2- 2• 4 6 0) 4 1 52-1 8' 3 3 3• 4• 3 3 4 5 4 5 114 a wl_ nu mar mra I/1y TYP. JAMB SECTION W00' D FRAME 1 s TOP AND BOTTOM) HEADER " AND SILL SECTION w t0lX 1-3/4" P.H. SALs. 2' MIN. EMBEDMENT CHARIBS',A. : " Y E WOOD FRAME SEE -ELEVATION FOR FL REG. ENO.'. 49121 ANCHOR SPACING. DATFL-.:3/97/OZ•• AIL - A DrrAIL- Ccq a DETAIL- B RIq % DrrAIL- Ccq aDETAIL- B RIq % NORANDI± X PAGE 10 Y 10 X 1-3/4" P.H. S.M.S. 11/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 TTP. 10 X 1-3/4" P.H. S.M.S. I9/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIa UFAC l RElL NAME: TYP. a Pr r ' TEII FILE # r ALT. FIN ATTACHMENT UNDER SHEATHING KFLA- 40 415/416 1.500 HEADER AND SILL SECTION WOOD .FRAME 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE' ELEVATION FOR FOR ANCHOR SPACING. WIDTH FMB SECTION 5D FRAME NOTES: 1 SHIM AS REQUIRED MAX SHIM STACK 1/4"• 2 ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-75 X 1-3/4" P.H. S.M.S. OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" . 3) USE- HIGH •QUALITY' CAULK BEHIND WINDOW' FLANGE. 1/2" MIN. EMBEDMENT 4) GLASS THICKNESS. BASED ON TABLE E1300 CLASSCRAM, ELEVATION FOR OR SPACING- AND -MAY VARY DEPENDING ON SIZE. 5) THE, RESPONSIBILITY FOR'SELECTION OF. NORANDEXPRODUCTS 'TO -MEET ANY APPLICABLE LOCAL LAWS, BUILDING •CODES; -ORDINANCES OR OTHER SAFETYREQUIREMENTS*REST SOLELY WITH THE ARCHITECT, OWNERBUILDING -:OR CONTRACTOR. CHARIRS A PA 4P,F. FL REG. ENG. 1 4912t. 6) NOTE ' INDICATES THAT EQUAL FASTENERS ATHEADANDSILLAREREQUIRED. DATE; 3/27/02 Tw. AT HEAD a a. Pl' 0.6 r(4I AIL DETAIL-C 1fSASH P/ DETAIL.=B . r; C 1 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. SHIM STACK 1/4'. 7 ANCHOR SPACING. 2; ALL ALUMINUM EXTRUSION o e / a 49 V S ARE ALLAY 8063-TSOR16WITHTHICKNESSOFLANGE3) USE HIGH QUAUTYACAULK BEHINALLDWINDOW4) GLASS THICKNESS BASED ON TABLE E1300y GLASSCHARTS; AND MAY VARY DEPENDING ON SIZE5) THE' RESPONSIBILITY FpR 'SELE&nON; OF .NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS. BUILDING CODES. ARDINAH(CES OR"OTHER SAFETYREQUIREMENMiRESTSOLELYWITHTHEARCHITECT; BUILDING OWNEFC-OR CONTRACTO[t . 6) A PRESSURE TREATED: WOODEN':BUCK-:OR MARBLESILLSHALLBEADDEDUNDER'THE PRODUCT TOFULLYSUPPORTUNIT., THIS: :SUPPORT SHALL BE FIRMLY01 ATTACHED INTO MASONARY'AND SUPPORT THEPRODUCTOVERITSFULLLENGTH (SUPPLIED ate. BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- S.000 PSI ALT. HEADER SECTION AT 28 DAYS. 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT TYP. 2 BY BUCK 0 A B.O.A.F.- 3/ 18- TAPCON iT A UFA ,Q'T MM NAM: W/1-1/4- MIN. EMBEDMENTAlokjAle)'Ellel E SEEELEVATIONFORANCHORSPACING) MASTER ffLE #+ e"e 10 F. H. S.M.S. W/1- 1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0 .ANCHORS WIDTH(INCHES) HEAD/ SILL. NOTE JAMB INHEIGHT) INCHES) 3SEE60 35 45-60 PS PSFPSFPSF22• 2 2 26-12" 2 2 53-1 B' 3 3• 2 2 719—8' 2 Z• 3 28_12' 30-1/4. 2 2.— 2 3 4•— 2 3 19-1/ 8" 2 2• 28-1 2 50-5/8" 2 2' 3 3 37- _`353-1 8" 3 4•— 3 3 19-1 8" 2 2 2• 3 4 83" 2_ 2`_ 3 4 37 3• 3 4 3 7 4 19-1 1 22.. 3 4 ja- 28-_'L2_ 76-3/4- 2 21 3 4. 37" _ 2 3• 3 53-1 8" 3 UAl UNtt VMM s n e- I , 24- Oaf A IF DETAIL- C DETAII-B NORANDEX PAGE 9 3/16" TAPCON WITH A OMM,N. 1-1/4' MIN. EMBEDMENT A SEE ELEVATION FOR ANCHOR SPACING. d d d d 4 4 a' D] 10 F.II. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENTSEEELEVATIONFOR ANCHnR svAPM, T v NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONSORHTYPICALWALLREALLOY6063—T5 3) USETHIGHTQUALI YCAULK BEHIND WICKNESNDOW F6LANGK4GLASSTHICKNESSBASEDON. TABLE E130ONs0 GLASS IZR5) THERESPONS1BHd77 FOR SE NDINGANDMAYVARYDEPELECTION OF NRANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLY L BEFIRMLYATTACHEDHEDINTOMASONRYANDSUTUNIT. THIS SUPPORT PPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH — 3,OD0 PSIALT. HEADER SECTION AT 20 DAYS. TYP. 2 BY BUCK NTIiAL FLORMA B.O.A.F. MANUFA'`J",R 3/I6" TAPCON--IL 0 W/1 ELEVATION MIN. M13EDMENT MASTER , .SEEOR # FOR ANCHOR SPACING. 4 I CALL SIZE WIDTH A ^. 1 BY BUCK C 2 BY BUCK "' TYP. JAMB SECTION 1/4- sIIIM 1 BY 2 .BY BUCK MAX (BOTH JAMBS) SEE NOTE 6 CHARLES A PAC P. E. FL REG. ENG: 1'40121 DATE: 3/21/02 10 F. H. S. hLS. W/1-1/2' MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1e rea- ae u DETAIL -A DETAIL— C SASH 41 I-DETAI— B ti C M I A M I•DADE IN PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefersoll, P.O. Box 76 Pittsburgh ,KS 66762 AIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE •CO,%vIPLIANCE OFFICE MI-7R0-DADE F1.AGI•.I:It 13U11.1)INC; 140 WEST FLAGI.L•:It S.I*W:1'1% S1)1.11: 1603 MIAMI, 1'I OMDA 33130-1563 305) 375-29U I FAX (3()5) 375-21)l)S c:o-,•i c-rou t.tc:t:titi,c: ,:c-r,c) 3U5) 375.2527 I:IN(.iUS) 375•23 55 co rru c-rolt i•:Nr c)uc•F:Ir r• I)r•,s,c)N 3Us) 37S•2—'JUG, FA\ (.1U5) 375-2,m, 111"MUM, c:O.\ I'IMI. MN ISION Your application for Notice of Acceptance (NOA) of: (3Us)37s.2902VAN (1Us)372.6339 Entergy- 6-8 S-W/E Inswing O1)adue Double w/sidelites Residcuti:Il Insulated Stccl Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Ivlliterials and'Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: CountyBuildingCodeComplianceOffice.(B000) Linder the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the useofsuch 'product.. or material immediately. BCCO'reserves [lie right to revoke this approval; if it is determined .by BCCO that- Phis product or material fails to meet the requirements of the South Florida BuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTAN' CE NO.: 0.1-031.1.24 ,r EXPIRES: 04/02/2006 Raw Koangucz Chief Product Control Division THIS IS THE COVERSHEET. SEE ADD.IT10NAL P.1GES FOR SPECIFIC AND GF.N ERAI, CON DI -PIONS BUILDING CODE &•PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by. -tile BCCO and approved by the Buildin,, CodeandProductReviewCommitteetobeused. in Miami -Dade County, Florida under tile• conditions set forthabove. APPROVED: 26/0i/2001 ff_ lct_ /L; Francisco !. Quintana. R.A. Director N iami-Dade Counts' Building Code Compliance Offict: 1is04500011pc200011templateslnotice acceptance cover page.dot Internet mail a(Idresx:'))0stntastcbuildinhcndeonline.com lfumcl,a e: dirtgcocJconti'nc com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES =lnril 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CO.NDIT'IONS I. SCOPE 1.I This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of'Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter ? ). do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entcrbv 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E\1'-1, Sheets 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•daied 7/29/97 with revision C dated 01/11 00, bearing the Miami -Dade County Product. Control approval scamp 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 appiies to single unit applications of pair of doors and sin -lc door only, as shoe--n inapprovcddra« ings. Single door units shall in6lu.de all comlioncnts described in t1 c active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the ankle bct%vccn the edge of canopy or overhang to sill is less than 46 degrees. Unless unit is installed in non -habitable areas where the unit and the area arc dcsitncd to accept watcr•inliltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall•be installed in strict compliance %vith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit NvilI require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a pernizincnt label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permil shall be accompanied by copies of tlic following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or. the South Florid, ILlilding Code SFBC) in order to properly cvaluatc the installation o 1i s stem. Manuel crcz, P.E. Product Con r6i— xaniincr Product ntrol Division Prcmdor Entry Systems ACCEPTANCE NO.:. 01-0314.24 APPROVED JU.N 0 5 20101 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be perntanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in tite 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 longcr the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, iilcluding thc'corrcct installation of the product. d. The cnginccr who originally prepared, signed and scaled the required documentation initiallysubmitted, is no longer practicing the engineering profession. 4. Any revision or change in tiic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by thisoffice. S. An* y of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County,, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. ifany portion of theNoticeofAcceptanc: c is displayed, that it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc forinspectionat* the job site at all time. Tile engineer needs not-rescal the copies. B.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal ofAcceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE Manuel LCC( rez, P.E., Product ontre = . tntiner Producntrol Division 3 PREMDOR (ENTERGY BRAND) DOUBLE / DOOR WITH SIDELITES IN WOOD- FRAMES WITH A BUMPER THRESHOLD (INSWING) lo . I'I A• a`Y=but [YI cY,I+ Kic Ciouxl? 41111J" •htm'Y i . II 1/2' aWWIM CaIC INCYI I nrilrr I 37 1/ _ MAX vr• . c• wYc Irwatcs Itc .01c 7 awa 4• MA M Is, 0.C. IS• 0 AX MAX MAX ssWArotSl JAxI 17 1/F... 0L STACING171/OLS j17I/ MAX O.C. SPACING 17 I/ MAX OL STAGING jIB•IO.C. IB• s' MAX- CC. j7 1/4MAX MAX awl MAX 1' OL. 13• C. IS' MAX — MAX Mqx 1 o< 7 II/16• .. TOP G- 00 f1 ro: fay.1 TO ! Qi LCKK W CKM UrIIK Ju11 2V z 64• MAX. DLO w CKKmfl '-4 Ps' 0.4+13' 0.0 IS• OC__IS' OG 17• DC -IS' OC_ IS' OG IS• O.G MAX MaX MAX MAX MAX MAX Nnx MAX c. MAx 3• MAx MnX ' 6 a.. • MAX .. yr :Is .asrcwrc3 1ATTACH ASTRAGAL THROW BOLT IB x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 l 3/4' HMES FLATHEAD SCREWS' NOiESt IJ WCIDO BUCKS BY OTHERS. MUST BE ANCHORED - 8 z I J/4'• LONG PROPERLY,. TO' TRANSFER'.LDADS TO THE .STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO L.K. INSWInG Rx INSWING DUALIFYTHEFOLLOWINGINSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENINCL ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPROIEDA cCv+yurG .;7 inTn: STRUCTURAL WOOD BUCK. SOUTH rLfq.pA - NG CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE A c; JUTV jj'Ifl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE lmx WATER WtLrpj%ral vHERE VATER INFILIRAIION er ORMASONRYWITHDRWITHOUTANON -STRUCTURAL WZMEHI IS HEEDED s REDUIREKNr IS NOT NEEDED ONE BY WOOD BUCK v x + PaOou coNiaoLdrnslDN /1 J. ALL ANCHORING SCREWS TO BE 010 WITH X Btm r,5CODECV.VUA,JCE0a MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE PsEACCEPTMILE fiO•D 1- U 31 OR 3/16' PFH TAPCONS VITH 1 1/2' MINIMUM EMBEDMENT z UNITS. SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED A' CANOPY OR INTOMASONRY. D B OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS 1HAN 45 DEGREES. UNLESS UNIT is INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND INE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. ANDDOOR, -THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES AND DOOR C WCE tlzatlT /mOIfICAtIDYS hnvao I 5. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE Lwlcuusslm[l ¢c A 1 1 vc JAMBSANDSIDELITES. (3106fOti11 011 N1IE4 11I •oil. Idi VA 011x: a IXItP9jfAAAttchl ;~IT. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASErn.'ORNERSARECOPEDANDBUTTJOINED. 17 - SERI, yT 1. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST NHIBIT) VE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL E MOUR ' UMW N Y Y M 31-1029 -E W-1 FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ n1TTTFiardl62 SHEET l OF S ATER-REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF U TO LE MIL. R vetLE: 1E1 GLAZING DETAIL 112' GLASS BITE INTERIOR INSWING OTHER CONFIGURATIONS 11 ,(" .,:. i'°7C:3 .•y,.. ,t; .,..,,1. 3 V _ + '' I.L: F.7 0 1../"',c: / fa I„ ''I` .':N 7t-'''-e,.'s/i/./,+,.' 1' APPRMDASCMWLYIN G VAT" THE 0 .. i 2 BY WOOD BUCK 5 6 7 80 11/16' MAX INTERIOR 79 5/16' ' MAX t - 1 3 4 9/16' EXTERIOR MAILKIALS LIST ITEM W. IO DCSCRIPTION PART NUMBER CONH[NTS — 2O VUDD HEAD JAMB COMPRESSION VEATHERSIRIP CV-14 1 1/4' X 4 9/16' NIL. TD BE PINE OR COUIvnLCNI 3 4 ALUMINUM ASTRAGAL V- W- K R N RAN X A 0 (R ) PREHDOR BRAND OR EQUIVALENT- 5/8' ALUMINUM ASIRAGALUMINUM —BUMPER THRESHOLD EV—IS JPREMBOR BRAND OR EQUIVALENT —I STEELK 10P CHANNEL. EV-08 IVNLMUUR.BRAND 1 II/16' - 20 GA STEEL O N 26 94 (AT IM4 6) l S [B ITT own I DISII III mm O 10- 8 EGLYURFTHA AH IIF It - DENSITY 2.0 11) 2.5 IbS./FL' BOiipH CIIANNCL EV-0) Np -Ill/I6' - 20 (iA STEELVQOOLOCKLOCK STRIKE S11LC EV-09 IL. TO BE PINE TIR EQUIVALENT IIING£ $TILE EV-06 EI/2' 16' HTL. TO BE PINE OR EDUIVALENT LOCK PREP FILLER PLATE EV-DS 16' HTL. TO BC PINE DR EOUIVALENi 13 4'x4' HINGE EV-10 D - .050- THICK- NTL. TO BE POLYETHYLE 1/ VDOD HINGE JA)tB EV-16 HAGER BRAND MINGE OR EQUIVALENT - 1197 THICK (SIC[ IS BID x 3/4' FN.V,$, FW-13 1 1/4' X 4 9/16' MIL. TO BE PINE OR COUIVALENf 16 IlD X 2' F1tV.S. 4) SCREVS PER NINTd INtO TKICIR Tax IB' 6L IIrCREAr1ER JAN 10 L JAI{ , N tAXIN SCREVS IWIpl61r SIRTKE JAMB INTO SIDELIIE .AND. 4• Tim rRmB' = INCR[Ar TER 6) SCREVS 115113 r EACH SIDELITE JANI INTO SITELItE. 4' BOVR rRONDP• HAX 15. OC IIEREAr1ER. I DmirvgpsvnuciNN roE11 REFER 10 ELEVATION19MIDX3/4- F.H.V.S. IL-. FOR 1 Or SCREVS USED AND LTtAHONS 2) SCREVS PER HINGE INTOI9allx2' FHV.S. JAND LOCKSEi 2) SCREWS AT CACTI STRIKE PLATE 1 110 X 1 3/4' FN.V.S, KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK 0 VOOD SIDELITE JAMBt 2) SCREVS PER HINGE INTO JAMB 0. EV-19 22' X 64' SINGLE PANEL GLASS EV-20 1 1/4' X 4 9/16' HTL. TO BE PINE OR COUELNTLN' r GLASS N YPRGPYLENJSIDELITETRIM (VOUV) IVA TLO'-CLEAR TFmP[RFD (A Acc D 111 /4 • EV-21 VOOD CASING EV-22 5/16 x 1/2' A47"L. YO BE PINE OR EOUIVALEN loiBa H)L0 IE O1PINER [D 1SID• - 11 CHINS WOOD SIDELITE HEAD JAMB EV-24 r • E er S15C J,NeF s ewLNUDHs HMO NGS U 1 1/4' X 4 9/16' HTL. TO BE PINE OR IOUIVALENT LODSIDELITEBASE11/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT EV-2IVALPOLYPROPYLENEI YPROPYLENELUTEFRAME HP Polypropylene by OOL 16U. DDL-2 16 X i 1/2':PAN HEAD SCREVS 18 PER FRAI4E to X[ o 14 I r ATI R I SIDELITE STILES CV-26 ' PIN NAIL 15/16' X 1 11/16' HTL. TO BE PINE OR EDUIVALENT I• IM MAR. 4• IN'EM [BB, NA1 9' OC TltRAr1(R• OSTII W fULffliS AI11 I DOW SILICONE 0995 SIB SECTION B*— B va ,I,I__ 1 K_ APPROVEDASfASiPLYDr(, H4tM THE s PREMDDF PR L DIVISION 911 L .[TFf2sDl BUImm WOECOLtPl1JJ.' CEOFFICE PI1IS j• a 61 ACCEPTANCE NO. 1- 0 31-1029- EW-I SHEET 3 OF 6' RLVISOTI LETTER B 2 BY MOOD DUCK 1/4' SHIM MAX 3/4" n INTERIOR I 79MAX16' 80 11/16' IMAX 2 BY WOOD BUCK SECTION c'-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 Rvvxovw AS ao:Kvnm %%ft Tim sum Roam.. n -- — 1-1029—EW—I SHEET.4 OF 6 R[viss I[IT(R D OTHER DDDR .'CONFIGURATIONS pw v L r K u aw p v uC6LVS( K OSK O I M• LL V.PO Joxxn rw.. Lr JL L. w xn o U*tj: L.LL n Ip018 gigs NuIlt, rpx I[C NGIIIH15gpd:pUNLESS III. SIdAk•'FnD1cD AS GONPIYDIG WIM THE FFR: SOIRH FI MMDM C'WZ o PREMBar aRflD T aot DPASM" -911 L d11Im' BLMUDIG COME GOURWX OFF Pil ism CS. 66ACLF:W: mE w._ 0101 o?_y a P 31-1029-EW-I SHEET 5 OF 6 FEVIS@t III IN i. u lILK BUUK FANLL STYLES360 rMAX179 /S 16 00 00 B Dun ME n OF an non 0 0 an Q ono nonon BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL ID-PM1EL4-PANEL OTHER SIDELITE STYLE S 36" I r-MAX 793 16° M X J p p SL-10 SL-20 SL-30 • SL-60 SL-50 ' SL-500 SL-69a SL-69B non 7 an ' nnnn on an ao na nn PD-1 PD-2 PO-3 PO-4 PD-5 PD-6 PD-7 PD-8 D aa . fl. H HuoaBOBDDQQ FLUSH R-PANEL CROSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANELEYEBROVV/SCROLL EYEBROV 5-PAIL 5-PANEL V/SCROLL EYEBROV 0 0 SL-69C 'SL-25 SL-55 SL-300 SL-40 SL-90A SL-90B as oa on na nn PD-9 PD-10 PD-11 PD42 PD-13 PO-14 U.1m. dlut !11 111 ,, to 111 I:... II II f') .. 11 tllii L 111 1111uwiiiI•ii' iii PD-29 PO-29 11 OQBUDROD o00 0 o n90 QQ Q 0 0 Opp Opp ppp Q Q Q Q PD-35 PD-36 PD-37 PD-38 PD-39 PD-40 PD-41 PD-42 PO-43 PD-43A 0 PO-43B a . SL-90C SL-30D SL-30C SL-70 SL-80 Dn o Qo PD-15 PO-16 PD-17 O N UUp' I": V ul n Cf Pp-71 PO-32 PO Pp-J4 < , $ I I\LI7UUK CIv I IC r J 1 J I tMJ 31-1029-EW-I SHEET 6 OF 6 Rt9O®11[NtR e ,. MIAMIDADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Prernclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of NIIA,NII-DADECOUNTY, FLORID.,k METRO -DARE FL:AGLER BUILD.I,`'G BUILDING CODE CDNIPL1ANCE OFFICE M17TRO-DADS FLAGLE'k I)U11.I)ING 140 Wl's'r ri.Acim:k S'1121i1"r, sj)rr1: 1603 MIAMI, VLO1UDA 33130-1563 305) 375-2JOI FAX (305) 375-2')OS C:U\ rIL1C'1'OR 1,1M.'NSiNC; S1•:L-r1O\ 103) }75.2527 1'A .N (.1U5) 17i-25 a` C:U.\"I'ILIC.'I'UIt f:\F'UJZC:IS 11:,\"f m visjos 305)373-2966 FAL\'(.1U5)37S•2')US I'KOnCC."I' C:U.\"['ItU1.1)1'ltilO\' 305) 375-29U2 FAX (JU5) 372.6.1.19 Enter'gy 6-8 S-W/E Outswing Opaque Single rv/sidClifCs Rcsicicutial insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice (BCCO) under tilt; conditions specified herein. This NOA shall not be valid afier the expiration -date stated below. BCCO reserves the rigflt to secure this product or material at any time from a jobsite or manufacturer's plant f'or quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO reserves the right to revoke this .approval, if it isdeterminedbyBCCOthatthisproductormaterial- Ails to meet the requirements of the South FloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 d EXPIRES: 04/02/2000 Raul ttoan;uez Chief Product Control Division THIS -IS THE COVERSHEET, SEE ADDIT10NA1, PAGES FOR SPECIFIC Ai D GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIENV COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the BuildingCodeand -Product Review Committee to be used in Miami -Dade County, Florida under tile conditions setforthabove. APPROVED: 06)05/2001 3L42 1 Fnncisco J. Quintana, R.A. Director Ali;lnli-Dads: County lhiilding Code Compliance OfTcc 1\:0-45000I1pc200011tamplateslnolice acceptance cover page.dot Internet mail :Iddr'css: postnlastcr'i buildin;;codconlinc.coil) IM Ifunlct):I,,, : lttl):II11'15'15'.l)UIl(IIn CU(ICUnl11lC COn1 Prerridor Entry Systems ACCEPTANCE No.: '01-03I4.21 APPROVED :IUN D 5 Q, SPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. Itapprovesaresidentialinsulateddoor, as described ill Section 2 of this' Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-DadcCounty, for the locations where the pressure requirements, as dctcm'iincd by SFBC Chapter 23. donotexceedtheDesignPressureRatingvaluesindicatedintheapproveddrawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-1•Y/E Outstiving Opaque Sinale Residential Insulated Steel Door withSidelites- Impact Resistant Door Slab Only and its components shall be constructed in strictcompliancewiththefollowingdocuments: Drawing No 31-1020-EtiY-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames will, Bumper Threshold-(Outswing)," prepared by manufacturer, dated"7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptancenumberandapprovaldatebytheMiami-Dadc County Product- Control Division. Thesedocumcntsshallhereinafterbereferredtoas [fie approved drawings. 3. LIMITATIONS 3.1 This approval applies to -single unit applicatio drawings. ns ofsinglc door only, as shown in* approved 4. INSTALLATION 4.1 The residential -insulated steel door and its components shall be installed in strict compliance withtheapprovcddrawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of This unit will not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state andfollowingstatement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREN'IENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked, to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building CodcSFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con rot •xaminer Product ontrol Division Prerrtdor Entry Systems ACCEPTANCE No.: 0I-03I4:2I APPROVED JUN 0 5 EXPIRES _ April02 2006 NOTICE OF ACCEPTANCE: STAh'D.4RD CO,\'DITIONS Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently Iabcicd with the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of thisproductandtheproductisnotincomplianceNviththecodechanges. 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 I'lie requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, a d/or manufacture of the product or process shallautomaticallybecauseforterminationofthisA'eceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fce) and granted by thisoffice. 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory perfomiancc of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. I.f any portion of theNoticeofAcceptanceisdisplayed, then it shall be done ,in its entirety. 7. A copy of this Acccptancc as %vcll 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 forinspectionatthejobsiteataIItime. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for teriiiination and removal ofAcceptance. 9. This Notice of Acceptance 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' of, r'KLMJJUK .. (LN I EKbY BHANll) WUDD EDGE SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD OUTSWING) 00' MAX 4MAX 4' MAX MAX 4' MAX MAX' 3' MAX M J' MAX 3' MAX 14' J' MAX MAx E Y MAX 4' MAX- 14' OY Ift N j"—Mnx-"' 15, MAX O. C. MAX IS• MAX i' MAX 15, MAX J TOP3OF/ DOOR 01c. t v>6' : TO P 0 L. I KVIKSET DEADBOLI MOOCL cta srnlEs H OEAOeDII 164' . KO NODCLBEO' 1505E A22' MAX DLO d f KVTKSCT LOL 15• MAX KDOEL DLE00 OR o.Ic.s DC X0D o L 15, MAX•. I l jn MAX MAX N 4' MAXT-3- MAX 3' MAXNOTES. VOOD BUCKS BY OTHERS MUST BMA MAX 4' MAX MA11 X J ROPERL• T TO TRANSFER LOADS Td THE STRUCTURE THE PRECEDING ORAVINGSAREINTENDEDTOUAL(FT -THEFOLLOVINGA)MALLAtIONS. V000 FRAME CONSTRUCTION " HERE DOOR YSTEM IS ANCHOREDi0'A HINIMLRN 1V0 BY VOOp V V PENING. 4ASONRY ORCONCRETE CONSTRUCTION WERE RH OUISVING LH ObrSVING 3OR SYSTCH IS ANCHORED TO A MINIMUM TWO BY IRUCTURAL vOOD BUCKMASONRYORCONCRETE CDNSTRUCT41W mCRE IOR SYSTRTEM IISANCHOREDDIRECTLYTOCONCRETEVAICCRRrYSURRAIION VKRC VA I(p DSI`IRAlI(N iE ,BYpvOOD BUCKWITHOUTANON -STRUCTURAL MREIQAt II RE BED RCOUIRCAN( If N01 NCCICD ALL ANCHORING SCREVS TO BE IIO VITH ` NIMUM 1 1/ 2' EMBEDMENT INTO VOOD SUBSTRATE X PFH TAPCOHS'VITH 11/Z MINIMUM EMBEDMENT MA TD MASONRY. It•OIS SMALL BE WALLED ONLY At LOCAtIONS PROtECIED It A CANOPY OR UNIT MUST BCINSTALLEDVITH 'MIAMI-OADC COUNTT OVCRHAND RD IMAI TIC ANGLE REWCCM TIC EDGE OF. CAHDPT OR OVERmG PROVED' SHUTTERS TOSILLiTLESSNUN45MCREES. tMESS WIT IS INSIALLCD IN THREE STAPLES PERSIDEJAMBINTOHEADERONSIDELITES10-HAIIIARLE AREAS VHERE THE UNIT AND IK AREA ARE KSICNED' TO D DOOR. THREESTAPLESPERJAMBINTOBASEONSIDELITES. ACCEPT VATER INTDTRAIIpK LATEX SEALANT TO - BE APPLIED AT SIDE BY SIDE 40S AND SIDELITES. ODOR/SIDEL•ITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE ONERS ARE COPEDANDBUTTJOINED. I,uAmuttril m WM SMALL BE PRE-PAINIED. VITH A VATER-BASED EPDXY RUST IBITIVE PRIMER PAINT VITH A ORT FILM THICKNESS OF 0.8 TO 1.2 MIL - 'T' RAPES SHALL BE PRE-PAINIED VITH AN ACRYLIC LATEX VATER-BASED/ FRLMUR SYM IER-RC(UCIBLEVMITEPRIMERVITHAORYFILMTHICKNESSCr (LB TO 12 MIL 10Llff= 5Y T EE NOTEI5 LES A 8011/ 16, MAX j j- — MAX MAX . 08 x 1- 3/4' F.H.W.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS C011° LYII:r gT l i iin: SOUTHjgfitA OURD tlo COG= tIT J (J/ 1/ l PRODL' TC OTNOL CP.15all 0 9UILtxH CODE MMP"NCE CFF;:E ACCEATANCE I10. Q1- aJ — E 1 1020 EW-tri' SHEET I tYDa Ura 1 112' LASS BITE SECTION A - A i---;. --1 GLAZING DETAIL D U T S W I N G OTHER CONFIGURATIONS O MAtt samiR,gali C e uv- Un U J 1 0 a„ vao r rraoto voa BUIWNG CO0.t CCIC!RWtCE n. ACCE?W:CE 1Sp. O ff - 03 / v. r I G 1-• 1020-EV -0 Sr[Ei.2 Q 6 QT= Qua C 3/4• 80 11/16' MAX EXTERIOR1- l1' 79 5/16' MAX r SECTION B-B 1 1/4'• INTERIOR WOOD HEAD JA)IB PPM NUMBLN.I COHHENIS -- COMPRESSION KATNERSTRIP EV-12 1 I/4' X 4 9/16- MIL. TO BE PINE OR ------ LCNr VIMI) STRIKE JAMB ALUHINUH-BUMPER K 1+ R XS A 0 1 1/4' X 4 9/16' NIL TO BE PINETHRESHOLDIV-13 NI - PREMOOR BRAND OR EQUIVALENT EOUIVALEnr TOP CHANNEL ST CV-05 1 I//x / 9/ivPREHDpRBRAND - 111/16' - 20 GA STEEL Y F 16 E lBl/ .0 • Q n m cmt 3rte qw RI1418I1 Q ky BOTTOM CHANNEL BASF FOAM - DENSITY 2.0 10 2S lbs/Ft' EV-04 WOOD LOCK BLOCK EW-08 PREMOOR BRAND - 111/16" - 20 GA STEEL STRIKE STILE EV-07 4' X 9 1/2' MIL TO BE PINE OR EOUIVALENt HINGE STILE EV-06 15/16' X 1 11/16' HIT. TO DE PINE OR EQUIVALENT LOCK PREP FILLER, PLATE EW-09 15/16' X I H/16' HIL TO BE PIN[ OR EOUIVALCNLOCK PREHDORBRAND -THICK- 4'x4' HINGE' V-15 HIL. TO BE POLTEIHYLE HAGERBRANDHINGEOREOUIVALE' WOODHINGEJAMBA97 THICK (STET 110 x 3/4' FJLWS. 1 I/4' X 4 9/16' NIL TO BE PINE.•T, EQUIVALCNI B10 X 2' FHWS. 4) SCREWS PER H11iGE INTO BOOR 6) SCSI PS 11 I [ACM yeIIBELITCJANt INf SUCl1IE 4 LUVN rRQH PMAXHAX15' 3L IHEREAr1ER PfR1isvllglMlllRISIDELITE WOOD STILE Ev-o7 RETER 10 ELEVATION VIEW FOR s Or SCREWS USED AND LOCATIONS 68' x.2' F.HW.S. 15/16' X 1 11/16' NIL TO BE PINE OR:EOUIVALENt LOCKSEi 2)-$[REVS AT EACH STRIKE PLATE e10 x 1 3/4' FHVS KWIKSET BRAND 200 L EX OR HARLOC BRAND Too LOCK Ci) SCREWS 11imm NINq JAMB INTO SIBCUr[ 19) Ig 0L T)IMAr1ER B B' BOVH fltei fl IWVS ,,,E, l STRIrE An 1NIB SIMLIT B" ILL IH[REAr1ER E JAAB, 4 QQVa IBM 4) sCREVSIFBZaX7IEAc" Wmw fA1a eaaR .OWB 1 1/ 4 12 WOOD SIDELITE JAMB 22' X 64• PA SINGLE FatLGLASSEV-18 1 1/4• •X 4 9/16' N TL TO BE PINE [Bi EQUIVALENT I EXSIDELITETRIM ( V UUD) EV-19 EV-20 AS N 0.YPREIPY I4 5/16 x Ile- WOOD CASING' EV-2l HTL. TO BE PINE OR EQUIVALENT 1 nWOODSIDELITE NEAR JAMB EV-22 rt>Q SIRE uY slut >rwus As w'iiar.s - W000 SIDELITE BASE EV-23 1 1/4' X 4 9/16• NIL TO BE PINE OR EOUIvALENI PO LYPROPYLENE LITEFRAME 1643• OBL-2 1 1/4' X 4 9/16' MIL TO BE PIN E EQUIVALENTHP PotyproPYlenea6X11/2' PAN HEAD SCREWS b ODL Y PINNAIL 18 PER FRAME IO 0 14' tx T Af l DEWSILICONE 4995 4• U3% na4 C1 rR01 w`wl:aot.IFERATIERI6E1III mum ANBIR APFRItl rASCQ1IFknQv,anIpm L._.. L IffHFIli2T14 e{Du1¢ BPE eY JUf1 U y [ 1 Pa • 911 cauPlwccE oFrTce P11 ACM" AHCE Ho. 04- 03/I,— I s111 u.: 31-1020- EW- O A SHEET 3 OF6I[val I alien B 1/4" SHIM MAX I3_- F TTyTERIOR I 79 MAX16" 80 11/16" I MAX64' MAX DLO 1 3/4' .':' 2 BY WOOD BUCK 4 9/16° SECTION C-C EXTERIOR PLEASE SEE °GLAZING DETAIL' DRAWINGU31-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE #995 J" r'MMIo COCG!YIHG Witi J)W SOUTH F '"` yoA'"_ E fMTE PRI ray rir.o vlsloN 911 L 9vao; lG CO^E cOuxxucEOFFICE Pills AcccPTAlme Ni. 01'°1/4. LI I 1- 1020-EW-0 SHEET 4 OF G. R[ VISIDILEI I[R U 1L I '.uUul\ UUIVI IUUr\H I JUJvJ 4' tKxl Of 7FSr=•haou--cu%1Yo1OYOCn1iN twranro'y e7• ,,x WE u J' 1 PRIPRvitaCM014911 I 4lnttnxG OppE c.Ptwme OF, PliifACCEPUYCEHO.o I-o 0,=— Ire w 7 •u1x r i 1,. Ma r-a oL is• MxOG 13• "MIhe 1.7• MAXOL 17• M1OL w 6• M 71 r M; rw 4• w X o 80 0 31-1020-EW-0 SHEET 5 OF 6 u I H L K BUUK RANEE STYLES., 36 MAX 19 lX16- pp aoio 000 0 000 MAX uoo qqq BLANK111P6-PANEL 4-PANEL 9-PAHEI lo-PANEL 4-PANEL 18-PANEL OTHER SIDELITE STYLES 30" r- MAX 79 M X SL- 10 SL-29 SL-30 SL-60 SL-50 SL-508 SL-69A S1-698 00 on ®o #1# DDDD-- PD- 1 PD-2 PD-3 Po- 6 PO-7 PO-B 1- 9 oD PD- IB PO-19 PO-20 PO-21 PD-22 PD-23 PO-24 0 p©p 0 0 poi aoa ' uau o00 0 PO- 35 PD-36 PD-37 . PO-38 PO-39 PD-40 PO-41 11311 13Uia 8- PANEL CROSSBUCKoR ELUDI12- PANEL 4-APANEL OQ as nnll 5-PA1El 5-PANEL EYCBROV W/SCROLL EYEBROW 5-PANEL 5-PANEL W/SCROLL EYEBRUV d p 0 u p a SL-69C SL-25 SL-55 SL-30D SL-40 Sl-90A SL-908 SL-90C p f oD as oa ao as as P0-9PD-10 PO-11 PO-12 PO-IJ PO-14 PO -IS SL-3uB SL-3DC SL-79 PD-16 PO-17 G s O 7 1i PO- 33 SL-BD omWi[D, rRAL AFL U S Dx[SS 1DIQ Sit WrL J[L.J 4 Iris Is I iPRMOORpplptgpfIDHSIVV 9D L 011 . N Y YS M 31-10 0-EW-0 PD-42PO-43 PO-43A 1i11 [( 1 PD-43BSHEET6 OF 6 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL CHESAPEAKE K 3 6CCO2701 27 144 CROWN COLONY WAY ORLN-CRC CHEK3 RIGHT 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 buildina. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 10-9-02 Roof Loads - VT 4-11-01 U 10-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 10-9-02 A 10-9-02 L/ W 10-9-02 L/ B 10-9-02 W1 10-9-02 L/ B1 10-9-02 Y 10-9-02 L/ Total 33.0 psf C 10-9-02 Z 10-9-02 C1 10-9-02 L/ Z1 10-9-02 f/ DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 10-9-02 Z2 10-9-02 l/ E 10-9-02 L/ I Z3 10-9-02 L/ F 10-9-02 Z4 10-9-02 G 10-9-02 H 10-9-02 I 10-9-02 J 10-9-02 J 1 10-9-02 J3 10-9-02 K 10-9-02 K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L 1 10-9-02 L2 10-9-02 L3 10-9-02 M 10-9-02 INV # I DESC QNTY MAY 2003 DATE: N 10-9-02 18331 EHUH26 O 10-9-02 18330 EHUH28 P 10-9-02 18360 SKH26R 2 Q 10-9-02 18361 SKH26L 2 R 10-9-02 18363 JUS26 16 S 10-9-02 LX 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 11138 1 40-0 o z Z o- p., Iv I v u u TT b Is gl RIIR I lius HA GERSIJ 11 dx A 4PLY 2 SKH26 HANGERS \ B //(2) SKH26 HANGERS Ic I D 12 VOLUME CEILING4E 12— 12 ODD SPACE G ODD SPACE / I 1 / F 8'-0 CEILING / m I 1 / 12 4 E I, I- I I IVTD3 \ B1- 3PLY \ VT5M —- EHUH28- 2 HANGER K EHUH28- 2 fiANGER / I 5, 1 ODD SPACE 1 K CEILING J3 I J1 J fw_ — K $ v jK1KNEEWALLm 8'-0 CEILING K2 To 1 r-o° 7 I J1 r ! _ EHUH28-2 HANGER-` I I KNEEWALL aI VOLUME CEILING - I TO Z4 12 l — - N 11 Nam.,TIE6 K5 -STRUCTURALSCISSORGABLE —— Jw w w a FIELD FRAME I J I I THJ26 HANGER HJ26 HANGER I 2JOB NUMBER: CHEK3CUSTOMER:6Z, JOB NAME: CHESAPEAKE K ZDRAWN BY: llyDATE:11-4-02 t Z PITCH: 6/12 8 4112 O.H.: 1-0"8 1-4 3/4" Z Z2 I BEARING: 8" LOADING:33psf1'S_ Aia0 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the responsibility ofthe installer (builder, buM nocontractor licensed contractor, ectororerection contractor) to property receive unload store hand!e, install and ace metal plate connected wood trusses to protect life and rooerty The installer ust exercisethe 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 orfloor. These recommendations are ised upon the collective experience of leading technical personnel in the wood 5CAUTIQNi iheb'uilder; buildingcontractor, liceM ei Kts, co i: ao or., erer4ora'rei"eciior, coniracioris ad1G. k"I obtatnand read tine entire bool let omrnent anci Re'imrittendations for Q {andltt3g stalitnc ac' ih i a P ate Con6ected vvoo nPSses : a t zaet a.s t, nt r;orr,J._•," } •*'`ry ,>t A >' 1j iA,?..r^tthT.uss..r.lateAl istitue_.'.;>N,'xa;"t dd Lh.- TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, Installers, and others. Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. siytry GA11= Cdy ,r I tr3ctpolarytbracingshouldb4no:Iesa V. As "Aa.1d"ii.n• ""jr y rPraakalum )er. All : onribctions8tn "'t; 4? 'tY =" h u sue 1 e ti!t tnimu;Ti of 2-iod galls. All 55es I suc `d r or`cenier or less All n ulti-ply, Idmel onnectt-o togethbir in accor Esion d8"cavvings prior n. TRUSS STORAGE CAU t5 0WFTrusses should not be hil.unloaded on rough terrain or`un yface, : ich-Could;:c se" C n yyi F, 4 .yy l0>1ussesYswredhozo "t' fl'`` otitlyfi6'$ s t,trr,u i. A.t titi'N•".',=lttiri ..ts, M r'r 1*rsu,ppr°rteg l,p4n lrloer Ci + o p eue t,ezcessiv erai', n,...,.;::.iktli;.E'C1t(`aI L ilf:s 131i.i• r'1S t Naiht9 I ;t''`' 4 ( t'r`"yaE`n t1iR0.'IRIiTJ Y.I:Il 4''m1Wf1f.,.1::tF"1u3yfRY AR{AtT.lti?,]I:RII...,nTt4tiJtli'.7-•mr lyµ'Jqaj"'r•: Fi lgt'!e, A tR 11Cfi Do o area a iri4t;,,•I`w ak>fafo'. be in , Ca esho'd ,cse tnc e'rq Rii 1'©, i pro 1 •• rl n s5esa.(,... ° It 411 s sk 4 { xi ansGDonotit a ss s it r .., t . kei rkmas >:_ ineik Y. . ,;1 .: GtN9rk'dtu :N.Iir,Att•.'15v,' iaphnNd-nine!• ncl w, ' = al Frame Da` ''r.'1`,7 !' a r rya _ ;P. `1;;:2t'_.'.t';^' .y,' • r171,,1 ,.14 5: •_ j(+'1 h 'F TV A Tag Une Cl 11.TIO 11 o"raP,jrt aclii c , rG'its brasill 9 ern ,1s JReco esrr li9nl.geTrusses89 ?• r tso cGG J:Y xp rc.arsa ..se• m_...w.r.<`r.$.:+a, nu •em _rF::vn m ROUND BRACING BUILDING INTERIOR" brace is, s.e,s ade f'e.o'e ii#a l t•Eb f - a' eStelrQd P.rdo -e , fgiee if y` ta t J t*its P y *u r, ee r adesr) glSkryerrpo,a !S,E3racing, 11 Via! 1?[af.e o , necie tl' ptl& r erJ31tr111eat ldes spacirni•, GBD Top Chord Typical vertical End Wall gT\ attachment plan Blocking Chord '4=BV`-" .A.i' Ground Brace It'9m•. "1 ,',('_ `, Veriicala (GBV) y Strut ST) ntal tie member with a (HT) fpruss of bra. cup of truss* EB) Frame 2 12 7 4 or greater 1 •- h SPA x I INIMIiM ATERARgCE xC ij Cayh °',II,n Ihsl'.' TOP"'ORD CH`t'II 1 MY6 rryl ° MelPgel LBS}.i l TOP.CHORD DIXlG h1AL 13RA.CF SaA' CING"(DBS) trussesl Up to 32' 4/12 8' 20 15Over32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer ur - wouglas rir-larcn by - Southern PineHF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. G. ir ¢. Top chords that aralatent llybra codeanbuckle \• ' ` .r ° '`/I'l4 yY 3la 1'F'` togelherandcausecollapse ifthere Inndia o- / • iSl °+.j45 "t . :_rt' `A` ° r nal bracing. Diagonal bracing should beonal%i / tothe underside of thetop chord when purling are: attached to the topside of the topchord rite.. I f'f; Yli rlk f /F+f illiYtestn folintv;i.l es r cowmen atl0is Cs l p 4^r 1}etc CCU ie es4.w'"t I severepersort'a injury or Garage to trusses cc I);,;1d;;ic s, TOP CHORD G11i'J(htUPfi',.+ 7GPCHORDI,'DIAGONALBRACE PITCH;'' ',° j 'I'L4 RAL BRACE SPACING (Di3sj 12 SPAN' DIFFERENCE SPACING(LBS) r I " trusses] 5 r— nrw:r S.P DF SP..FIHF Up to 28' 12.5 7' 17 12 Over 28' - 42' 3.0 6' g g Over 42' - 60' 1 3. 0 1 5' S 3 1 . Over 60' See a registered professional engineer \ F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Tnn (:hnrri Lateral Brac Required 10' or GI Attachment Required All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required T— 10" or Greater Attachment Required — PfTCI-iED TRUSS Top chords that are laterally braced can buoNle together and cause collapse if there is no diago• nalbracing. Diagonal bracing should be nailed to the underside of the top chard when purlins are attached to the topside of the top chord. SCISSORS TRL)S'S Frame 3 ff . a3.rlicAy :rf'rr':J!!i4ka 1Y. I-^Y LA'''I'P6 ^{•c.!i° ir'r"'1xv , {'!'. - n.rt t.A:•;. Muii'i p! ftl jli+l•EIY 1r r, }I` S'flrcc,, i t}ir+>'.Id'frT'iyytRIMYWtt {iiLa Y It If1orA' Y.Q'":!L: 9 nil %r G{n t. _,; 4I`'nu',•Iki j,at' l4fIipll1 O OM CIiORtbe :ki°!pb '!G iCe. EaA`0 s' dEE!Isf aclNGa"{.68,4')1 Sp PyApIN iWA&IN'dI I I 1 Y yTI{pp! I pj{ IIII I d41u1r 1IIuIVI6il wI. iyl i t u S/ t ,. J1 IN''if!ipYrISIIIPAC 1 Ca 1pBSh y^i u l trusseslS,jGitill r 3 U to 32' 4/12 A14N I , .. '! .IIII P 15' 20 15 Over 32' - 48' 4112 15, 10 1 7 s Over 48' - 60' 4/12 15' 6 1 4 uaca rog--cu Nr urtlaSlonal engineer ouglas F Larch Southern PineFJeFlr *rr.y r yam` SPF Spruce-Pine-=ir i-a`ti.Pf'33 "-"'i'i X9th. •'t.t i y'„ s ;3ti;#;ri.,'M•r`7>•r,;h?'LLL.ar F a- rT-,3tv_ .p t - eF N t'T r'r"`!° 'K';'j, rt'rvy'a I•: : ,« }.f ', 1 , _ Ioty I a"F ,3. n'•1e"." %', "h1,„Y Ilr kit E (r..r JCS' 1 I u. t a Jill _.4 Ti/ r. . _. ' 'n.1A<ti..1^r 9JrM A ..: .. , v ic- 1 :.... .... . 6 t r 4 I ti i P Y, f A' 4A?`•. Y• ...q .: I'' y; I . nfN r, I: e., a,. - F r , 1;; - ' y1 Y'xttli,p Y I.J ' , I a h" I t a• r- :1 i - I" i'! >9. I c r+ r t_ 'E;r a +q 'f7x - -5 r f t ii>rP.ln S''h J wt=+71!Ii4 8 en{ 3 t+ ottom cfiortl diagonal rtac gyyrrepeayt--aaedgpp r'' Ii13 n'G '!IL g-I'S 1 ' ,+ `N IiI y I % i r4 Y fit. Y} I . rL. i ) { p FANW l 4 ,. 1tearlsendo'the bulltlirlgyanc,dt;sacne a 14a.: r.:srt,(yinM '`>tis 7.';ax4?"'ltit.1 t T .r t I ' l31 ! t 5. I' Mmlawranuay,N 1Imulr1•: pa- p T, -90 . • U . Il n I ( I a • ,,;. j t`PLAN I.:z.74•IrM1K'a1i3R.. . V•Tr, . 1 tiNr r:,l ;Yj4r gy .i r -.r r 9f F: GS :Y{,., ry wwYr i xnrx,n nn•m+nnx•,a-,.....r,,,j-xirr (- r i i-e• w ki 1 4Hst :•4:hr..;t!"tl • ?'t .,r.. tt ;r{..dr st z!t5r'Sr 'Y,yk.:{r,4jf•if: L xn•7 1 a 1fJ . armM us• y ,. t{lY r $ .. v r-t . t r. kr'i.',kn• ro w•sl r". l i sn• st , I . - Y1 tl i T111 9'• R 't l ' 9+/}• o-0. 'i i l ! t 'Gi !, : G J.a i aa r r aYb 45y r w .Y 'i dI_ •.0 t q 1 r vit ar rr 6 dr y j .'t r ' 1t S ( f4 t6 .H" '£!1q1°a?51d n,, .J .1,+ i'I.P• t a1F 1 :y {E9* ,y`',91G } 'i 'f" ' Ty,,,' pr n,, p' xtij 97''v'cm:Y! r"a A;'L2`•". . ti r 511r1{ t rq sf%tr'' `1 } iJxer wM Y M}'5j J ntsi g d ihr r lw'r'Cf`•j, ' r 6 . 1''.,ip .t ><' Sri 1. i4i1pt?((IH Id 1Y y(aH j 41YC'I, •I('llt.t A'r r fir'+ w4jc 1'$ M i4", i{8•nyy>7?C S'ru'Pai (tta x: • , '7.. 44,`w21Yr++ro $ rx Fjh`p NMI, lr JFy ,r 'fig j III r f91 (ar j i, a,l. ,,• - ml r°fat each end o the I l,il:l''l it 11,6.e x; }; .. I A.t,Fq,( r i 1 gt,1j•p1lil errs 5x1 i a I , + 1 ' Up to 32' 30,, Over 32' - 48'1 42" Over 48' - 60'1 48" Over 60' See a DF-Douglas,Fk.Abrq 2',SP--S H F - F i N-,= gN4 u 4 If— eten A', a 013 MOM,., 7ormanill r 9 the, sU oh A PARAL11,19R.", 01 29 Ra xnroA Top Chord& that ore laterally braced can buckle together and "use collapse !}there is nodiagoi. nalbracing. Diagonal bracing should be netted u', to theundersideofthetopchordwhenpurlinsor . thareattachedtothetopsideofthepo,d V, Oil, Top chords that ere laterally brooed can b-uckle oge standca use collapse Ifthereis nodiago- 16notbracing. Diagonal bracing should be nailed 6. 64 to the underside of the top chord when purlins are attached to the topside at the top chord. 51 d professionalM— . j BINIIIINT-1 ContinuousTopChord Lateral Brac Required ON AttachmenLt Required0. S) 0 C Continuous Top Chord Lateral Brace Required 10' or Greater Attachment equlred AFVk- ra7t In t' v 'NNIKMM NIMU ILMML HORD I 'CE A U, R, S. S 17 cftzPPIWP: 12Upto24' 3/12 8 Over 24'- 42' 3/12 7' 10 6 Over 42'- 54' 3/12 6' 1 6 4 Over 54' See a registered professional an Ineer LJI-: WOUglas t-ir-Larch SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together and cause collapse inhere inno dingo- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. IMONO TRUSS :."I PLUMS Lesser of D/50 or 21, fiaximum fiisplacement Plumb Line 12 V All lateral braces lapped at least 2 trDsses. Continuous Top Chord Lateral Brace; Required 10' or Gr( Attachme Requirec a Q .t i14LLATION'TOLERANCES,. BOW Length L(in) 0, t12" 1/4" 1, Lesser of 24" 1 2" 2- L/200 or Z' 36" 3/4" 48" 1 60" 72" 1" 4' 1.1/4" 5' 1-1 /2" 6' L(In) 84" 1-3 4" 7- 96" 1081, Z. 8. 91 T............ 1/4 Lesser of L/200 or 2", FL(,-) L-)206 , L(fl) 50" 1 /4" 4.2' 100" 1 8.3' 1 5V 3/4" 12.5' 1(in). L/206 Lh L200" I 1 16.7' 1 250" 1 1-1/4" 126-. W L300LI 25.0' OUT -OF -PLUME: INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. 1901 N GsS'L n Frame 6 L arond-aa, stem--s- i MABOAIDA SYsTEhes 4005 Maronda Way Sanford, FL 3: 771 407) 321.0064 Far (407) 3211-3319 Date: March 5, 2003 To: Building Department From: Maronda Systems Torras Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley 4russes labeled VT -I thru 100 are covered under the general valley sleet providedinthetrusspackagesignedandsealedbytheengineerofrecord. The, connections are notedonthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on theE,eneral sheet. If you have any questions please feel free to can at 407-321-0064. Sind ,erely, Tom s Ponce, P.E. Date: 3J 51p 3 2" IDESJGN Ird1.0RMATlothisdmlgnisfur ,n Indlvidnal buildingeompvncnlandInsbeenImsedontnfvrrysuonprwidcdbytheI,11 ,' the deignvr dlsdarmsanyrapnnsibWtyrordamagn .s a ,ault of1Eaultyah,mrrtzct lnformallao: sPc LllaLLoosand/ur.falgns rnn,zhed fu the truce deslguerbythediemandthernttcdocssora,xirr...yIf, tfls lnfmmatlaR at It may rtblc to a sPrdlleprojectandneeeplsnnralmlu,bNty orurnYsnnocmhol -Rh rt6ud 10 6hrim- t1oi• hana,mg• .h,rancn end Ir,.laBal,vn ortntstm. This truss has been dcsigilal as anhuilaldmlhvOdingapnvcnlInarranrd., ce1/1 rr 1-1995 and LIDS-971. ec IncnrPa,alcdasPart .1 u,e b,uld,n6 deslln, by a B,dldingDolgnerhrglsluedereLllcdnrPrnlnslonaleng,necrl. WET— re Jle r.r aI,p_I by.Lh. building dsign_. the design Imrlfngs'sho,vnm„aI be ehechcd I. be s,ue tint Ritz dal. shown .rc b, ag,--t Io:b the logl building nrdo. font elb„atic ,ma. rer •4,d er.no.. Ima,, PmJw-PceUlullnns or -pedal applied Imd.•vUnlwshown, uuss has not,hecn dsig11n1 forstoragearaeu,jcmy 1-1161. The dcsiq, ass.uvnR„oplrntm, rl,ardz MP ar bonam) -I- —.Un.- or.sly blaecd by shalhmg ,was utbv.wapentztl. Lln,etc bottom chords In l_v . arennlfullybooedbllxallybyaP,upuly aPPUt dBening, th7 ab..w Iw —I, at. maslmum spadne of I(Y-Ir e.c Cun,.. forpu,er aban he mnawSlx,uvl Imm 2n vnga hotnpped (,'Mntrerl s1rl mewing ASlkl A fiSJ, Grade 40. rmly oLLrerw! ashun7t FABRICATION NOTES r11or I. hb,4alxon, the falvl®(w-ban rtvleaWIsd,.wwg In unify Lb.1 LL h dra,,,tng b InmnfnllnawnhIbcfatniolni -plans nuA todlrca Any dlsr„ oth,ulog—Ponsreany foracy„ cla a,e 10 he Put es tvrlth,g hcfi>rn c- nlog nr .1„t aunn. P4tes .ban not be'aslaUed oaer kn"tlmlea, Imofsordbl.dl d g,ah>, I-Imnbo aball be cut for6ehr1ungm,x,dt" mn, 11 bo t.g. Con- vca— P61ea sb11 he bolo' on both r- „r theto_ with nails rully bnbcddcd and sball be sym- about III -Jointw,lras clhuu4sc shown. A 5.4 plate Ir 5- wide x 4- long. A 6.6 pb4 Ls B` widnx8' long. Sl.0 D,otrl tun panlld to theplal. h,ugulspedlkd. )_ble airs "o webmnubm -ball mew at We anlmW of the ntilcsothc &w sh w_ arc mintmun ,Iz b ..d .,I the loss shoan, andnuy - to I- l n i_d far 4c11ab, band- hugand/nr crvdton -Tresses. n,Is buss is not Inbefaba, I,,d mlb fits rcta,da lumlmrrmissnlhuwlsI, simwr,.„t h"eatedForaddlUonalfoform.lwn on 9--lay Cunuol,dcr to ANSinri1-1995 PRECAUTIONARY rJ01ES b, adng and rrndlnn ,eeommeudauons are obeloll"o 1 In-mm'dancc -Ith -handling rsta111ng6,. H,adn, IIIB-91. Tn,uo arc Iv nbandiedwRhpalund.r a10 during handing ndbundWg. dcllvcly and Irutal6tlnn In...'d tawgc. Temporary and Pvownent b,aefn6 Ifonandor, Iste 6latcrat15-1 a zbaU Ltz aig,tcd and I—f-U.J by othrrsr COrcf,l balyd- ngRcssculblandcrtxftlblaringisahlrayswired. Nomral P"e `uUomry arnnn for Msscs Iequllts such JcmpUF,, h 1bj[211nn bcbI, l,n b 1.1 bra toarjng during oddommning. Th,:.npuytsyn of crtr2lmli n( aa1u11benndrrlbe —nunl of proem cT-1--d inIl,I, c.,hdbtlm, of In,asn. iofessi... I ad,dee.1u0 he sougflt if ueederL oncurttation al umslludln0 I-d, g—(, mrthedc.,en Lwd. ahaB not Le appllcl (o o a1 any erne Nn'Ina,L- uthe, than the clghlWthec, 0U -ball be applied to asses nnlll alley all f stch.g ana brnring cowjdcrILMONO VALLEY VALLEY 7RU3 COMMON VALLEY VALLEY 1RUSSEs(rYP.( I,. Lj/i 3YJIt:l05 11 11 11 SUPPORTING TRUSSES 11 YP.I II II VALLEYAREAWO: VALLEY SET IF LESS THEN 3-0-0 THEN I.IOVEDIAGORIAL IVEB TO NEXT PAREL r Ir9 F 2x1 OR 5X6 OR 116316DIAOOIIALWE95 1 416 3t6 REQUIRED WITH SPANS OR Ir6 GREATER THEN 26-0-0 3.6 7r4 0- 0-/ T MAX. 6-0.0 O.C. (TYPI T01' CHORUS: 2X4 SP 42 DOT CHORDS: 2X4 SP #2 WE13S: • 2)(4 SP 93 VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW 71: VT QTY:1 f) WHEN DIGAOIIAL WEB PHESFIII"USE 4X6 PLATE I) WHEN NO DIAGONAL WEB PRESFNY USE 2x4 PLATE VALLEY MEMBERS AT 24 ' O.C. (TYP) 2X4 Jt6 2x4 J VARIESt 12UPto1 ZX4 4il0 214 -- on 3x6 nn Jl6 2x4 2r4 316 1 40 1 416 714 a Ito MAX TRUSS SPACING MAX. 6-0-0 O.C. (TYPI BELOW a 46 • O.C. SPANS UP TO 60-0-0 IT IS NOT REQUIRED TO SHEATH TRIISSE6 BELOWVALLEYSET. VALLEY MEMBERS PROVIDEALLNECESSARYTOPCITORDBRACING. TIC hIUST BE CONTINUOUSLY BRACED DY ROOF SHEATHINGUNLESSNOTEDOTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOPCHORDSUSE (2) 16D NAILS PER INTERSECTION, OR TWO FEETONCENTER. WHEN DEI-OW TRUSSES ARE SHEA7-HED FIRSTUSE (2) 1Od 14AILS OR (1) 16d NAIL PER INTERSECTION , ORTWOFEETONCENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WED WITH 12d NAILS AT B' O.C. OR A SCAB OF THE SAh1E DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8. O.C. SCAB OR TRANSVERSE BRACII4G TO EXTEND FOR 90% OFWEBLENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN8' LONG 1. TWO 2X6 BRACES REQUIRED Oil ANY LIVED EXCEEDING14r.t1 rXCLI' r AS SrlobVPl 1'1',A'WS.fiU TfjU GA J i 7S1'LD PI;R AN51f1'1'I 1-199s C Haro> I da Systei.us 11005 MARONDA WAY SANFOIUI, FL_ 32771 407) 321-0064 Fax (4O7)321-3913 TOMAS POrJCE P.E. LICENSE 1/0[750068 1990 GREn,nnrvur r-r n,•mn., .. ..,.,,.- VALLEY TRUSSES IrP) RTIRG TRUSS r COMIA011 OR GUIDER / COMMONY.) VALLEY STRAPPING TO TRUSS BELOW USING LtSTA12 tl4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEETDot. Support WARNING: READALLNOTESONTHISSHEET. A COPY01: THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACINGWARrIIr, JG: nradng shmvrtIfIhls uLldt p Iz not acdl"n b,ocb,g, nlnd h,acfng, latt pll hratlug or stmlLv b,acrng a+ludlis • (url of the hulldrng deslgo and whlyd, must t,e cd h""rcd by the huiidwg ricsl rnadm auchurdalnulbvdng . ss mcmtx,s mdy In "duce buc g.. Umcb,g cnda'and spcarr d Inm Uo.v detldetldingln...f by lire bullldw rdast be Addltlonal hlaeh,g of the "•Dail slruclurt may Ix ,Nui, n1. ISce TIN-91 017 PIT. g IpZrerfnuss Plate hnutulq lPi. Is totaled at 583 D'Onorlo Ihh•c. t.:adlson, i!'Ueensln 5971 n1 S(uds0 6-0-0 o.c. Lng. JuL: DTrg: USgur: 'I' Ll' Chlt: 1'C Live 16.0 1,Sr L'C Dead 7.0 mr RC I.ire 11.0 psr 13C Dead 2. 0 i psr WU: VALLEY SCr TLuss ID: Vr I)c1(e: 4-1.1-01 Du1Fac - I.br_ 1.25 DL1IrCIc - PIT: 1. 2.5 O.C. 5pC1r_ ilig: 24.0" Design Criteria: TPI r-.1rlr 1' r—,r.- ucu, u35"1 on hdurma Unn tMdcJ bf the cllcnt. The designer dlsclairnsI- rapon>IbUltr for dan.as _• o-x a recoil or nhy yr Incorrect bdvrnlallvn. speelllollansd/ar II.Igns lun,bhed to U+e Inus dropper the dhnt and the M—ch'Iess ur aecune) thy INornmum, as h ne , rd.le ry n leepnajJ el and a cpts no capoiUlr vIsnoo+,[ I,.cth rrya,d to fa bnc-d_r rt ImnJ14,(:, sl,l^menl and Iwlal6 un.. of I.•-.. TML ....- e. L.eo ,rcx Ened axIduaJbuildingevn+ponenl In aernrJalme nll Sirm I-1995 and NOS•97 lv be inc,;,pontccparrofthebuudl,+g dolgn jr a OoU.Jb+prEncrI. cplstucd :uchllcct •rr p, olwlonal cerl- ivhv, rc.Ic+ccd Ior ,•pp,o.->I 6e thenr(! dcxlg, •<,, II,e •lafgn 4odL.gx I+m+n1bed,eeh" In Le wrs Ilnt U,c data shn,m, Inag—n..'I n;ll, U'e I —I b.UdblIclb„a uc rcvn. Js Ivr ,wnd yr snonqcaodrs ccespccmpllvm or spedal applkd IvaIs. s shown. lruis has not been dolgned ror arac yr vccupancT Ivads. The dnlgn a5 ulnapr1"' cl•o+ds arctlel. or bollvnJ c.ntb,u_ y bnecd by sheaU,I.S unl 3a vUIern1secd. "'here bottom chvnh In Icnxlo,r aullybnccdIalemllrbyaI•roperb-adp,UcccNng. tier shvnld be t r _d .i a n,un spa cbrg or 10"0' o- Cnnncclor slnll I- morwr>clured Iron, 70 Rauh_ I,oldRa6" lxcd xtccl'""U' .eMt65J. e40. un;. oth—Isc'1.v.xr,_ ORICATION NOT[S lv kxbdo Uon. the fabrtntar shall ,atcm rnv6•g Io ee,;fr Ilot.,an, rog Ihb d,,..:n6 6 In c .-w. the Ia Msc-.nl.ri spl>ru m,d la n' nlb+.r,...•_x ^..r.,r x..d. ors_ Mydl-u cps nclecnre Iv be put 1n bdorcc,rrUnR nr la Lrlcllv,,. al, nll not Iro 4cxullcd o.cr hnothnla- vr dblo. tcd p„rn. Al cn.hc•a shall be col htIIIIb,F mood to +.end 6c 111.g. Cvn- pl..lex xl.all he loc-.led .... b•n 1, firms of n•ilh rush h uy I+nbcJdcd >nd shall -he troutrl+c )o4,1 ,.nlas otlrcrnlsc shoenA ale b5- xide , 4" bog. A 6,3 plate Lc 6" A" MnF. SbLs Ihvlr.l • n pare llcl to Le hnFunsp.erned. Uo.,Me cut. o,. ,.eh atoll ncclaltheccNrvldnlthe .-ebs vthencL:eshorn,, Connector plate sI,- nbnwu str6InscJonthefnrcoshmma) needtobeInncasedforeerLNhand_ d/orcrccllon ,Ir,A . '1bh trues b not In b• tatcd .. Ill, Ilre rc4nbN Uoicd u.I, oU.cn.bc xl+v Fv addlUonvl n .nguaUlrCv„Wl1rdv to W51/TrlI-1995 UT'ONgRY HOLES rcclbn In andertrnd>Uon vvccd Inaccv, da ncs .,I0+"Ha,,.II1nR.c A OraOn,(• / LIB •91, l'rvaxo areIv kd nnl, panle..lnr e+re do, L.g banding JM6- dJI. c.T .nd ,nnwllalron to a.eldoa_ i:•+ nera.s. and pvr•.......1 h..eb g G b,nacx 4...l.a lrl,t ar.J pl.,mb p f forrobW+g btcnl I•„hs xhaU Ik and I_ L"I d by oU•rn. Careful band_ nl LilandaUvb,acing Ls aJ nj,, allomlal plrlaUUo1121131:0011 Ipr nI't7 such lcmporasr brachlg during n be .e a Ubsses Iv scold 1.IlpQng 4,^p,F. The supc.+brun ur vcctfvn of b,11 be tcodo' lie coahol yr persons In thebsLillaUonn( Uusscs. Ilal ad0c,. shall be sought Ir needed. olio of r ,sir ucuou loads grcalu Jahn. loads shall nnl I» a1 pUcd to 1 anyqn _ No Lr. d. of h.r Iban Ute roc rr r. ,,I•an L, nl.l.ilc,l,e mane aulastrnl•y!a,l.lhnc,,,g 2 OF HIP GIRDER II: III1' QTY:1 OLOCKING ,ADDED To TOP 0`10RD s r[P'HIP TRusQEs TO sl=IUHTEly. . OSQ* r4OT TO EXCEED 24IIU.O 10 LENAILEDTOTRUSSESW/ 12" ONCEN- STAGGEIIED PRE-.0\ 00 TRu TOP 1NALL 01= QUILDING TIP A7- G FOR0./lllC1I1 THNN OI\t /j/'•a, 7.- 71—'i1- s G: cal C) 1)IC c Systems READ All I OILS ON THIS S A COPYHEEI. OF 11-115 DRAWING* 10 BE GIVL'IV 10L= CONFRACroi?_ 1ZECLING 4005 MARONDA W AY 13RACiNVJARlql(dG_ SANI=UIZ13, FL 32771In, U,lt d„ 401) 37. 1-000a Fax d I] l ) 321-3913I n 1Ucb isa '"6'4 b not crtcllvn brnr,InR. ModIn pall yrtheLu11db,P dcl¢n ,nd ndn ` w TOMAS POIVCI_ I' shn n h r,r talcs) a M I„dbrr,,dl, n bid, nmzl b: cvnslduc j j Lupdo F d 1 na,lelva,rd,or late b acb.g ;; n',;;;`a'' ^"I! L. reduce R^`r- i,n I-ICEIJ$E HOUSUOCB .`- P,adng buckle"g11nr1tddlUonalbracb+R ar U,e 'nua be PcelU,dI•+ea tlonx dcL-n..b,,d I r)svr; reF ern vnnencr,ovleUo.rt_w 5s veuaUhp uUJ4s Ilr4ef AbleInsUlusUuelulepupLr. the b ,g rlr_.Ia„e r, le, iPl, la Ioe,lcd al 593 [rOuut„ lScc 1119-!71 vl'1 rli. bif1.77 1, 111g_ Job, ---'° Uivg: 1) Sgnr. ' My Cltlt. TC Live 16_0 psi I'C !) earl 7_0 It;r DC LiveU.IJ Psr 01/1L 33.0 Ilef Truss ID: 1-Lip Dale: 11: 1-Q-00 D>urFac -. Lbr: I.75 DMI-CIC — I'll: 1.25 O_C- Spacing: 2<1._011 Ii siC)rr Crileria:71'I Cvda O@sC: 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 InforrnatIon, specifications and/or designs furnished to the truss designer by the client and the corect ness or accuracy ofthis Information as It may relate to a spe- ctnc project and accepts no responsibility or exercises no control with regard to fabrlm- llon, handling• shipment and Installation of trusses. This truss has been designed as an Indhfdual building component In accordance with Msl/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtnecrl. when reviewed for approval try the building designer, the design loadings shown must be checked to he sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow Inds, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully bmenl laterally by a properly applied rigid ceiling. they should be bracerl at a maximum spacing of 10'-0- o.c. 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 this drawing to verify that this drawing is in conformance with the fabricators plans and to mallet a continuing responsibility for such veri- fication. Any discrepancies are to be put in wilting 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 stall be located on both faces of the tnnss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 pile Is 5- wide x 4- long. A 6x8 plate is G 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 certain hand- ling and/or erection stresses. This truss is not to be fabricated with (ire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSUTPI 1-1995 PRECAUTIONARY NOTES AB bmctng and erection recommendations arc to be followed In accordance with -Handling Installing a Bracing". HIB-91. Trusses areto be handled with particular care during handing and bundling• deliveryand installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas- Itlon and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always m,fubed. Normal precautionary action for trusses requires, such temporary bracing during installation between trusses to avoid toppling and domkoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought Ifneeded. Concentration ofconstruction loads greater than the design loads shalt not to 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 I. completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 4-PLY TRUSS[ fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 T 4-5-12 0-6-6 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 11, 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.16 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23649 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.16 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 4-PLYS REQUIRED TI: A QTY:4 Joint Locations=============_= 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 53) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 BOT PIN 39- 8- 0 4660 0 -1621 BOT H-ROLL 74-0 254-0 7-4-0 1 2 4 5 6 7 8 10 11 C 0 6.00 8XI0 3X6 6X8 1OX10 6X8 8X10 T 0-6-6 4-2-6 T_ Face = 0-3-12 3.00 [ 1 3 00 Face = 0-3-12 0-8 080 7-2-11 24-2-10 7-2-11il210191817161514 1-0-0 13 24660N8.00" 4660N 8.00" 0 40-0-0 1 RO-10-10) I 1475N 1475N I_ (R00-010.10) EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL72766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracingwhichisapartofthe.. building design and which must be considered by tire building designer. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. ProvWc s must to made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 5X6 Eng. Job: WO; D vg: Truss ID: A Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7812- 1 6,.. ..,W.., ,..,...,., - -1- Lacer-LUAUUr131ttleAl HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT u.L. WO: CHEK3 WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to Joint Locations=============__ This design is for an Individual building BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0componentandhasbeenbasedoninformationWEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1providedbytheclient. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2,6 n gsegmentsOR2x4T-brace nailed flat to edge 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11faultyorIncorrectInformation. specificationsMULTIPLE LARDS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 and/or designs furnished to the truss designer composite result of multiple loads. Brace mist extend at least 90% of web length MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loc Vert Horiz Uplift Y-Loc Typeofthisinformationasnmayslatetoaspc- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, 0- 4- 0 1366 61 -1004 BOT PINcl0cprojectandacceptsnoresponsibilityor exemtses no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 39- 8- 0 1366 0 -1026 BOT H-ROLL lion, handling, shipment and installation of L/950 at JOINT # 4 Bld Encl L= Type= 58.0 ft W= 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This truss has been designed as an L=-0.49" D=-0.50" T=-0.99" in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 1004# individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1026# ANSI/7PI 1-1995 and NDS-97 to be Incorporated T= 0. 47 ^ as part of thebuilding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE... CSI FORCE... CSIDesigner (registered amhitect or professional englneed. When reviewed for approval by the T= 0.23 ^ BC... 1- 2 -4073 0.62 12-11 3664 0.76 building designer, the design loadings shown RMB = 1.15 2- 3 -5333 0.61 11-10 3665 0.64 must be checked to be sure that the data shown 3- 4 -5387 0.51 10- 9 5402 0.83areinagreementwiththelocalbuildingcodes, 4- 5 -5372 0.61 9- 8 3664 0.65localclimaticrecordsforwindorsnowloads, 5- 6 -4072 0.64 8- 7 3663projectspecificationsorspecialappliedloads. 0.76 Unless shown, truss has not been designed for storage or occupancy toads. The design assumes compression chords Itopor bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to ralac a mntlnumg responsibilityforsuch vert- ficalion. Any discrepancies are to he put In writing before cutting or fabrication. Plat" Ltes shall not be installed over knotholes. Isor distorted grain. Members shall be cut for tight Btting wood to wood bearing. Con- nect", plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about thejobs unless otherwise shown. A 5x4 plate b 5' wide x 4- long. A &S8 plate s 6" wide x 8' long. Slots (holes) run 1 a 11cl to the plate length specified. Doublecuts on web members shall meet al the eentrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased forcertain hand- ling and/or erection stresses. This truss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control referto ANSI/'MI] 1-1995 PRECAUTIONARY NOTES All bracing and emcllon recomunendatlons are to be followed in accordance with -Handling IrutaWng A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding tosses In a straight and plumb pos- ition and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always ralubed. Normal precautionary action for trusses requires such trllrporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erectl"n of tosses 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 beapplied to trrnsses at banytime. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. T 5-1-12 0-6-6 8-8-0 22-8-0Ilk 8-ii-0 1 3 4 6X8 4X6 8X10 6X8 60000 5X6 T 0-6-6 4-10-6 Face = 0-3-12 3.00 I1 3 00 Face = 0-3-12 0-8 080 8-3-11 11 22-0-10 8-3-11 11 10 9 1366# 8.00" 1366N 8.00" 1-0-0 40-0-0 1I10 RO-10-10) I j 0 10-10) EXCEPT AS StIOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 rMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.254005MARONDAWAY SANFORD, FL. 32771 Bracing shown on this drawing s not erection bracing, wind bracing, portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 Spacing: 24OttO.C. e1 1 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss mcrbers only to reduce buckling length. provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delennined by the building designer. Additional bracing of the overall structure may be required. (Sees HIB-91 of TPI). C Dead 10.0 cP•f Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1Code Dese: FLA 1005 VANNESSA DROVIEMPI-32766 I TOTAL 33.0 psf 09.05.02- 7813- 2 uesign: mmra Artaysis JOB PATH: C:ITEF-LOK UOBSICIIF-K3 HCS: 08.20.02 I I JB: CHESAPEAKE K 3 AC;: 10# UPLIFT D.L. WO: CHEK3 .... WE: TI: B1 9TY:3 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/ordesigns furnished to the truss designer by the client and the correctness oraccuracy If this Information as It may relate to a spe- ctfie project and accepts no responsibility or reses 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 ofthe building design by a Building Designer (registered architect or professional engineeri. When reviewed for approval by the building designer, the design loadings shown must be clucked to be sure that the data shown are In agreement with tine lord building codes, local climatic records for wind or snow loads. project specifications orspecial applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. 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 rtod ceiling. theyshould be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plains and to realize a continuing responsibWty for such veri- Bcation. Any dtsempancles are to be put in writing before cutting or fabrication. Plates stall not be insta tied over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with malls fully Imbedded and shall be yasn, about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate b 6' wide x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web mernbers shall meet at the centrold ofthe 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 fie retardant treated lumber unless otherwise shown. For additional Information on Auatity Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with "Handling InstallingR Bmcing", 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 susses in a straight and plumb pos- IUon and for resisting lateral forces shah be designed and Wtalied by others. Careful hand- ling 13 essential and erection bracing Is always requt ed. Normal precautionary action for trusses requires such temporary bracingduring Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control ofpersons experienced in the installation oftrusses. Professlanal advice shall be sought Ifneeded. Concentration of construction loads greater than the design loads shall not be applied to muses at any time. No loads other than the w•elght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP 2 2x8 SP 2 2,3 BOT CHORDS: 2x6 SP 2 2x8 SP 2 2,3 WEBS: 2x4 SP 3 2x4 SP 2 12 WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/426 at JOINT #15 L--1.09" D= 0.44" T=-0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.53" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 806# Support 2 765# TC... FORCE...CSI 1- 2 -7832 0.22 2- 3 -9350 0.24 3- 4 -11397 0.10 4- 5 -11398 0.12 5- 6 -14088 0.16 6- 7 -14092 0.16 7- 8 -12168 0.16 8- 9 -8034 0.20 9-10 -6791 0.18 BC ... FORCE ... CSI 20-19 6968 0.53 19-18 7171 0.54 18-17 8829 0.39 17-16 13169 0.57 16-15 13170 0.59 15-14 12462 0.58 14-13 7594 0.39 13-12 6224 0.47 12-11 6040 0.46 Joint Locations=====_======___ 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-L.oc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -25 -806 BOT PIN 39- 8- 0 2334 0 -765 BOT H-ROLL 3-PLYS REQUIRED 8-8-0 22-8-0 8-8-0 1 2 4 5 6 7 9 1 F-6.006.00 8X10 3X6 6X8 1OX10 6X8 8X10 T4X6 4X6 T5-1-12 0-6-6 8X14 6X8 3X6 117OX106X88X1406 5X6 3X4 2-1-7 3X4 SX6 Face = 0. 3 0012-2-0 iI 3 00 Face = 0-3-12 0-8 080 8-5-11 21-8-10 11 8-5-11 11 2 19 18 17 16 15 14 13 12 12657# 8.00" aao 2334# 8.00" 1L-00 CI 11-0) ACES (12) 2X4 866# T 1394# EXCEPTI (Ro-1-0-10) AS SHOWN PLATES ARE TL20 CA TES ED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: ITruss ID: B1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARON DA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing Is not erectlnn bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 O. C.Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for Intend support of truss numbers only to reduce buckling length. Provisions must Ix BC Live o.0 psr P g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified loch. dons determined by the building deslgur. Additional bracing of the merati structure may be required. (See HIB-91 of TPq. BC Dead 10.0 Psr Design Criteria: TPI LICL' NSF #0050068 Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNFSSA DR.0%1Et%).FL327Ga I TOTAL 33.0 )ref V:09.05.02- 7815- 3 uiesrgn: -- nnmrysu wu PAM: C:IIFF-L0KV0051C11FK3 11CS. 08.20.02 JB: CHE5APEAKE K 3 AC: 10# UPLIFT D.L. vli0: CHEK3 WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to Joint Locations=============d= This design is for an Individual building BOT CHORDS: 2x6 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11componentandhasbeenbasedonInformation provided by the client. The designer disclaims WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 any responslbWty for damages as a result of faulty or Incorrect Information, specifications 2x4 SP #2 2, 4 MULTIPLE LOADS -- This design is the nsegments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0and/ordesigns furnished to the truss designer composite result of noltiple loads. Brace mist extend at least 90% of web length MAX. REACTIONS PER BEARING LOCATION ----- by the client and the mrectness or accuracy this Information All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loc Vert Horiz Uplift Y-Loc Typeofasitmayrelateboaape- cincpm)ectand accepts noresponsibWtyor continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, 0- 4- 0 1366 64 -1008 BOT PIN exercises no control with regard to fabrian- MAX LIVE LOAD DEFLECTION: L/ 999 H= 15.0 ft, I= 1.00, Cat. B, Rzt= 1.0 Exp39- 8- 0 1365 0 -1030 BOT H-ROLL lion, handling, shipment and Installation of trusses. This truss has been designed as an L=-0.42" D--0.44" T=-0.86" Bld Type= Encl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1008# IndividualbuddingcomponentInaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: psf Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSI/TPI 1-1995 and NDS-97 to be Incorporated Tr: 0.44" as part of the buflding design by a Building Designer ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: TC ... FORCE ... CSI .. BC... FORCE ...CSI engineer). When reviewed for approvalby the T= 0 . 22 ^ 1- 2 -4019 0.66 10- 9 3615 0.72 building designer. the design loadings shown RMB - 1.15 2- 3 -4925 0.60 9- 8 3597 0.64 mustbecheckedtobesurethatthedatashown3- 4 -4925 0.60 8- 7 3596 0.64 areInagreementwiththelocalbuildingcodes, 1- 1 climatic records for wind or snow (rods, 4- 5 -4018 0.67 7- 6 3614 0.72 Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) an cominu- ously braced by sheathing unless otherwise spmtned. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-O' o.c. Connector Plates stall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing toverify that this drawing is in con onnanee with the fabricators plans and to realize a continuing responsibility for such verl. ncallon. 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 light Oiling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syan. 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 specNed. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector platestzo are minimum sizes based on the forces shown and nay need to be "creased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire mardanl treated lumber unless otherwise shown. For additional htonnation on Quality Controlrefer to ANSI/ 7Pl 1-1995 PRECAUTIONARY NOTES All bracing anderection mcommendatioro an to be followed In accordance with 'Handling Installing R Bracing". HIB-91. Trusses arc to be handled with particular can during handingand 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 stall be designed and msatled by others. Careful hand. Iing is essential and erection bracing is always regaled. Normal precautionary action for trusses requtrrs such temporary bracing during installation between cruses to avoid topping and dontnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of muses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No mods other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing Is completed. T 10- 0-0 20-0-0 10-0-0 1 3 5 Q 6X8 8X10 6XR Face = 0-*y7 3 OV-24 --- of 0- 8 0 SX6 T 5- 6-6 0- 6-6 T7 I I 3 00 Face = 0-3-12 080 1 9- 7-11 11 194-10 9-7-11 1 1366# 8.00" 8 6 1366# 8.00" 1i- 00Cdif- L 40- 0-0 0-0i- RO-t0-10) EXCEPT ASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 scale = OA595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: EK FMaroinnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I TrussID: C CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDAWAYBRACINGWARNING: SA N FORD. FL. 32771 Bracing shown on this dmwing is rot erection bracing, wind bracing. portal bracing or shnilar bracing which is a pan of the building design and which must be considered by to building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321- 0064 Fax (407) 321-3913 shown is for Lateral support of truss mongers only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delemtned by the building designer. Additional bracingoftheoverallstructuremayberequired. (See llm -91 of TP0. BCDead 10.0 Ps r DesignCriteria: TPI LICENSE #0050068 rhuss Plate Institute. TPI. is located at 583 D'Ono(rio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1005 VANNFSSA DR0VIED0.F1-327G6 I TOTAL 33.0 psf V:09 05.02- 8 6- 4 Design: Matrix Arldysis JOB PATH: C:ITFF-LOKUDBSICIIER3 HCS: 08.20.02 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 null of faulty or Incorrect Information, specifications and/ordesigns furnished to the truss designer by the client and the coon ct ness or accuracy of this information as It may relate to a spe. clfic 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 ndividual buildingcomponent In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered arohltect or professional enginecrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be surf that the data shown arc In agreement with the Loral building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been dslgrcd for storage or occupancy loads. The design o_ssumes compression chords pop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maxbnurn 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 Ibbrcation, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a contlnuing responsibility for such ven- flcrtion. 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 word to wool bearing. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about theJoint unless otherwt- shown. A 5x4 plate is 5" wide x 4" long. A 6.s8 plate is 6" aide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forms shown and may need to be Increased forcertain hand- ling and/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control referto ANSI/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with 'Handling InstaWng R Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmlght and plumb pos- Idllon and for resisting lateral forces shall be signed and installed by others. Careful hand- ling is essential and erection bracing is allays requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater Own ahe design loads shall not be applied to trusses at any (line. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT'ij.L. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L=-0.42" D=-0.44" T=-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 T 5-9-12 0-6-6 T7 I WO: CHEK3 WE: ' -- Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI BC... FORCE CSI 1- 2 4019 0.66 10- 9 3615 0.72 2- 3 4925 0.60 9- 8 3597 0.64 3- 4 4925 0.60 8- 7 3596 0.64 4- 5 4018 0.67 7- 6 3614 0.72 TI: C 1 9TY:1 z============Joint Locations===========---- 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -1008 BOT PIN 39- 8- 0 1365 0 -1030 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1008# Support 2 1030# Ilk 10-0-0 1, 20-0-0 10-0-0 1 11 3 5 0 6X8 8X10 6X8 Face = 0-1- Z -3 OVI2-0 01 0-8 0 5X6 T 5-6-6 0-6-6 3 00 Face = 0-3-12 1L, 9-7-11 194-10 9-7-11 1 8 G1366# 8.00" 1366# 8.00" 100 40-0-0 1-0-0Cd9migAES (12) 2X4 (Ro-10 -10) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 14995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: E Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C1 CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 Psi DurFae - lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar hmcingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.0n407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss mrmbers only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deternined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofTPI). BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 frrss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconstn 537191. Code Dese: FLA 1005 VA.NNESSA DR.OVIED0.1L212766 I TOTAL 33.0 psf V:09.05.02- 7817- 5 resign: Aroma Anat sis JOB PATH: C:ITEE-LOKV0857CHF0 HCS: 08.20.01 JB: CHESAPEAKE K 3 AC. 10# UPLIFT D.L. WO: CHEK3 WE: TI: D 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the Joint Locations=============_= This designs for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0componentandhasbeenbasedonInformation provided by the client. Thedesigner disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are asstmied to be 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 any responsibWty for damagesas a result of 2x4 SP #2 4,6 continuously braced unless noted otherwise. Y3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 faulty or Incorrect information. specifications WndLod per ASCE 7-98, C&C, V. 125inph, 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 and/ or designs furnished to the I -designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 5) 28- 8- 0 10) 28- 4- 5 bytheclientandthecorrectnessoraccuracySupport1989# Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss MAX. REACTIONS PER BEARING LOCATION----- ofthisInformationasItmayrelatetoaspe- protect and accepts no Support 2 1028# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Lroc Type exe exerctsesnornntrolw•Ithreganitofabno- eandtoflbri - MAX LIVE LOAD DEFLECTION: Inpaet Resistant Covering and 9 /or Glazing Req 0- 4- 0 1365 97 -989 BOT PIN lion, handling• shipment and installation of L/999 39- 8- 0 1366 0 -1028 BOT H-ROLL trusses. This truss has been designedasan L=-0.35" D=-0.36" T--0.71" TC...FORCE ... CSI ..BC ... FORCE ... CSI IndividualbuddingcomponentinaccordancewithMAXHORIZONTALTOTALLOADDEFLECTION: 1- 2 -3949 0.53 14-13 3535 0.78 ANSI/TPI I-1995and NDS-97tobeincorporated T= 0.42" 2- 3 -3824 0.50 13-12 3584 0.71 D part r the building design Designer (registered orp Budding architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4342 0.54 12-11 3483 0.58 re englneerl. WhenrevlewcdforapprrnalbytheT= 0 . 21 ^ 4- 5 -4342 0.54 11-10 3484 0.58 building designer, the design loadings shown RMg = 1.15 5- 6 -3825 0.51 10- 9 3584 0.71 must be checked to be sure that the data shown 6- 7 -3949 0.55 9- 8 3536 0.78 are inagreementwiththelocalbuildingcodes• local climatic records for wind or snow loads• project specifications or special appliedInds. Unless shown. truss has not been deslgncd 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 arc not fully braced Literally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, time fabricator shall review this drawing to veiny that this dmwing 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 cuttingor fabrication. Plates shall not be installed Over knotholes, knots or distorted grain. Members shall be cut far tight tilting wool to wood fearing. 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 6c8 plate B 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the -trold of the webs unless otherwise shown. Connector plate sizes am minbmun sizes based on the forces shown and may need to be Increased for certain hand- ting:md/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing R Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and pemranent 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- dng is essential and erection bracing Is allays required. Normal precautlonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dorninoing. The supervision of erection oftrusses shall be under the control of persons experienced in time Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loadsgreater than the design loads shall not be applied to trusses at any time. Nobads other than the wdght of the erectors shad be applied to trusses until after all fastening and bracing Is completed. 114-0 174-0 114-0 1 2 4 6 6.00 6-5- 12 0-6- 6 6X8 8X10 6X8 Face = 0- jQiz- 0-8 6.00 1 X6 T 6- 2- 6 0-6- 6 3 00 Face = 0-3-12 080 11 10- 11- 11 16-8-10 L, 10-11-11 13 q12 10 9 8 1366# 8.00" 00 1366N 8.00" 40-0- 0 1U-0i-- Coml RO10-10) EXCEPT AS SHOWN PLATESARETL20GATESTEDPERANSI/TPI 14995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: E Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cnk: Date: 10-09-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing• wind bracing, portal bracing or sbntiar bracing which Is a partofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 O.C. 24.Orr Spacing: 407) 321-0064Fax (407) 321-3913 shown Is for lateral support of truss mrmlers only to reduce buckling Provisions length. must he BCLive 0.0 p P g: TOMAS PONCE P.E. it to anchor Lateral bracing at ends and specified locations delennined by the budding designer. Additional bracing of the overall structure may be required. IS- HIS-91 of TPII. BC Dead 10.0 f Ps Design Criteria: TPILICENSE #0050068 Truss Plate Institute. TPI• is located at 583 D'Onofrio Drhe. Madison. WLscomstn 53719). Cole Desc: FLA 1005 VANNESSA DROVIEDOXI-32786 TOTAL 33.0 psi' V:09.05.02- 7818- 6 iu,xn. ,uwru n, rrurru JUH VAlrl: L:Uht-LUAVUBJI(;IfhKJ 11CS: 08.20.02 JB: CHESAPEHnE K 3 AC: 10# UPLIFT D.L. WO: (.hcK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the el eat. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/ordesigns furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clf e, project and accepts no responsibility orexemisesnocontrolwithregardtofabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSITMI 1.1995 and NDS-97 to be Incorpomted as part of the building design by a Building Designer (registered architector 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 bottom) are continu- ouslybraced by sheathing unless otherwise specified. Where bottom chords In lenslon are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeWrg 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 conformance with the fabri©tors plans and to realize a conlmuing responsibility for such veri- flcallon. Any discrepancies are to be put in writing before cutting orfabrication. Plates shall not be installed over knotboles. knots or distorted gram. Members shall be cut for tight fittingwood to wood bearing. Con- nector plates shall be located on both faces of the lass with nails fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wade x 4' long. A6x8 plate is 6' wide x W long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain Itand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handiirng Inslalltng & Bracing-. HID-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing forholding trusses in a straight and plurnb pos- Ilion and for resisting lateral fomes shall be designed and installed by others. Careful hand- Lingis essential and erection bracing is always required. Nomml precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dombnoing. The supervision of erection of trusses shall be under the control of person. experienced Ili the Installation of trusses. Pmfesslo`d advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to lasses at anytime. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7-1-12 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assuaied to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, T= 1.00, Exp.Cat. B, Rzt= 1.0BldType= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4002 0.54 14-13 3591 0.79 2- 3 -3689 0.51 13-12 3629 0.69 3- 4 -3880 0.45 12-11 3343 0.53 4- 5 -3880 0.45 11-10 3342 0.53 5- 6 -3689 0.52 10- 9 3629 0.69 6- 7 -4002 0.56 9- 8 3590 0.79 TI: E 9TY:2 Joint Locations======_==__=_ 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 100 -988 BOT PIN 39- 8- 0 1365 0 -1027 BOT H-ROLL 12-8-0 14-8-0 12-8-0 1 2 4 6 Q 6X8 3X4 6X8 Face = 0-j-1Z 0-8 6-10-6 0-6-6 Jl<15 1 3 00 Face = 0-3-12 080 12-3-11 k14-0-10 12-3-11II13111109 81366# 8.00" 1366# 8.00" 1_01 -0 40_0_0 1-0-0-0 Cdgmf C PLA S (12) 2X4 I Rp_l0_l0> EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDO.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 drawing is not erection bracing, wind bracing, portal bmebtg or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdestgaer. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified Iocallons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. firms Plate Institute. TPI, is located at 583 D'Onofrfn Drive, Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 DWg: Truss ID: E Dsgnr: TLY Cldc: Date: 10-09-02 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 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7819- 7 rr,gm.- ararru nrmgatr iUv rAlll: C:UEE-LUKUURSlCHEK3 HCS: 08.20.02 JB: %--;iESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: F QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the joint Locations=====_===_=_ _= This design is for an individual building BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0componentandhasbeenbasedonInformationWEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11providedbytheclient. The designer dlsclabns any responstbWty for damages as a result of 2x4 SP #2 2,4,6,8 continuously braced unless noted otherwise. 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faulty orincorecttnformauon.specitinuons Wndlod r ASCE 7 - 98 , C&C, V= 12 h, per 5mp 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or designs furishedtothetrussdeslgner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client and the correctness or accuracy Support 1 987# Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss MAX . REACTIONS PER BEARING LOCATION----- ofthis Information as It may relate to a spe- Support 2 1026# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc TypeciflcprojectandacceptsnoresponsibilityorMAXLIVELOADDEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 4- 0 1365 103 -987 BOT PINeterelsesnocontrolwithregardtofabrics- lion. handling. shipment and Installation of L/999 39- 8- 0 1365 0 -1026 BOT H-ROLL wsses. ihl,truss has been designed asan L=-0.30" D=-0.31" T--0.61" TC... FORCE ... CSI ..BC...FORCE ... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80ANSI/TPI I-1995 and NDS-97 to be incorporated T- 0.42" 2- 3 -3545 0.52 13-12 3656 0.68aspartofthebuildingdesignbyaBuildingMAXHORIZONTALLIVELOADDEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48Designer (registered architect or professional englneeri. When reviewed forapprooval bythe T= 0 . 21" 4- 5 -3503 0.40 11-10 3195 0.48 building designer, the design loadings shown Rpig = 1.15 5- 6 -3544 0.53 10- 9 3656 0.68 must be checked to be sure that the data shown 6- 7 -4036 0.58 9- 8 3626 0.80areInagreementwiththelocalbuildingcodes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, wss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathtng unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. theyshould be braced at a maximum spacing of l9ax o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A G53. 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 fabrtentor'splans and to realize a continuing msponslbWty forsuch veri- Bntion. Any discrepancies are to be put In wilting before cutting or fabrication. Plates Shall not be Installed over knotinoles. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate IS 5' wide x 4' long. A 6x8 plate Is G wide x 8' long. Slots (holes) run 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 minimum sizes based on the forces shown and may need tobe Increased for certain hand- ling and/or creel ion stresses. This truss Is not to be fabricated with fire retardant treated lurnber unless otherwise shown. For additional tnformation on Quality Control referto ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Ilandlbng InstaUing B BmclnIC, 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 swlghd and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing Isalways required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dombnoing. The supervision of erection of trusses shall be under the control of persons experienced In the msta8auon of trusses. Professional advice shall be sought If needed. Concentration of construction loads pewter than the design loads shall not beapplied to trusses at any time. No loads other than the wdght of the erectors shall be applied to trusses until after ail fastening and bracing is completed. Ilk 14-0-0 k12-0-0 1, 14-0-0 1 2 4 6 7 60000 -600 6X8 3X4 6X8 7-9-12 0-6-6 Face = 0-3I2 12-23 0-8 7-6-6 0-6-6 JAO 3 00 Face = 0-3-12 080 13-7-11 114-10 JI 13-7-11IL13111109 g1366# 8.00" 1366/1 8.00" 1-0-0 40-0-0 1 0 0 Com @) P4 A ES (12) 2X4 (I R0 10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: E Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. I Dsgflr: TLY Clik: Date: 10-09-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.254005MARONDAWAY SANFORD, FL. 32771 Bracing shown on this drawing L not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 which is a part of the budding design and which must be considered by the buildhng designer. UracingshownisforLateralsupportoftrussmembersonlytoreducebucklinglength. I-mvisdons must be BCLive 0.0 psf O.C. Spacing: 24.0" Pg: TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPnBC Dead 10.0 Ps f Design Criteria: TPI LICENSE # 0050068 frruss Plate Institute. TPI. is located at 583 60nofrio Drive. Madison. Wisconsin 53710). Code Dese: FLA 1005 VANNFSSA DROVIEDOYI-32766 TOTAL 33.0 psf V:09.05.02- 7820- 8 uesign: Afautx Analysis JOB PA771: C:ITEE-LOKVOBS1C11FK3 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for dmnages as a result of faulty or incorrect Information, specitlptlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infor .1lon as It may relate to a ape- clnc project and accepts no responsibWty 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). 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 Iwds. The design assumes compression chords (top or bottom) arc continu. ously braced by sheathing unless otherwise specif ed. Where bottom chords in tension ate not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of lo-W o.c. Connector plates shall be manufactured from 20 gauge has dipped galvanized steel meeting ASTAt A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify, that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- Ocation. Any discrepancies are tobe 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. Can. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate Is 5' widex 4" long. A Bx8 plate is 6" wide x 8" long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at thecentrold of the webs unless otherwise shown. Connector plate stirs am minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations arc to be followed in accordance with 'Handling Installing & Bracing% HIB-91. Trusses arc to be handled with particular rare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanentbracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bractng during Inst.H.Uon txtween trusses to avoid topplinq and dominoing. The supervision of erection of trusses shall be under the control ofpersons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction loads greater than the design loads shall not be applied to tnrssm 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: CHESAPEAKE K 3 AC: 10# UPLIFT D.L.- WO: CHEK3 WE: TI: G 9TY:1 TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 1027# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4030 0.58 12-11 3623 0.79 2- 3 -3449 0.49 11-10 3645 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.49 9- 8 3645 0.66 5- 6 -4029 0.60 8- 7 3622 0.79 Joint Locations=====_=======__ 1) 0- 0- 0 5) 31- 7-12 9) 24- 7- 8 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 114 -984 BOT PIN 39- 8- 0 1365 0 -1027 BOT H-ROLL Ilk 15-0-0 11 10-0-0 15-0-0 1 2 5 60000 6X8 8-3-12 0-6-6 Face = 0--+fZ 12-2-03 0-8 6X8 600 r 8-0-6 0-61-6 AT1 I I 3.00 Face = 0-3-12 11 14-8-8 9-3-0 14-8-8 11 10 g 71366# 8.00" 1366# 8.00" 1-0-0 40-0-0 1-0-0 CCjmA ES (12) 2X4 (I RO-10-10) EXCEPT AS S110WN PLATES ARE TL20 GA TESTED PER ANS1/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: IDate: 10-09-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SAN FORK. FL. 32771 Brachrg shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is apart of the building design and which must be considered Irvthe building designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 tr O.C. Spacing: 24.0 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified localiuns determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). BCDead 100 Psf Design Criteria: TPI LICENSE #0050068 truss Plate Institute. TPI, is located at 583 D'Onofrio Ddve. Madison. Wisconsin 53719). Code Desc: FLA IODS VANNESSA Dn.OVIEDO.FL327GG I TOTAL 33.0 psf V:0 .05.02- 7821- 9 nrgn.- races" -- y- ivu PAl H: C:V/:h_-LOKVOBSICHEK3 HCS: 08.20.02 JB: CHESAPrM;:E K 3 AC: 10# UPLIFT D.L. WO: %_dEK3 WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided dbdedbytheclient. The designer olalms 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 oraccuracy of this information 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 engneerl. When reviewed for approval by the building designer. the design loading: shown must be checked to be sure that the data shown are In agreement with the local building codes. local clsm itic records for wind or snow loads. pmJect specifications or special applied loads. Unless shown, hiss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0- oc. 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 fabrimtor shall review this drawing to verify that this drawing Is in confomaince with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancles are to be put in writing before cutting or fabrication. Plat" shall not be installed over knotholes. knots or distorted grain. Members shall be cut for Light fittingwood to wool bearing. Con- nector plates shall be located on both faces of the Wss with naiii 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. Doublecuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minbmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erectionstresses. This Innis. is not to be fabricated with fire retardant treated her unless otherwise shown. For additional Information on Quality Control referto ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bmcing and erection recommendations arc 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 muses 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 hisses requires such lempomry bracing during installation between trusses to avoid toppling and dominoing. The sul—tslon of erection of trusses shall be under the control of persons experienced in the msmilallon of trusses. Professional advice shall be sought Ifneeded. Concentration of comtruction loads greater than the design loads shall not be applied to misses at anytime. No kxads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, 1- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 58.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 4-3-15 0-6-6 11-1-9-9 R1-1-7) I EXCEPT AS SII Maronda 4005 MARO SANFORD,FL 407)321-0064 Fax TOMAS PONCE LICENSE #0050068 1005 VANNESSA DR.OVIE Design: Matrix Analysis 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 CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# TC... FORCE CSI BC ... FORCE CSI 1- 2 2360 0.50 10- 9 2048 0.55 2- 3 2294 0.34 9- 8 2049 0.47 3- 4 2069 0.49 8- 7 2040 0.55 4- 5 2288 0.35 5- 6 2352 0.51 TI: H QTY:1 Joint Locations========__==__= 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 03) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF ToTCVertL+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LEIS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1377 0 -559 BOT PIN 19- 8- 0 1371 0 -559 BOT H-ROLL 7-0-0 6-0-0 7-0-0 1 2 5 6 6.00 0 5X10 6X8 T 4-0-6 0-6-6 rev P 20-0-0 0 9 8 71378N8.00" 1372# 8.00" 20-0-0 430N 430N0WNPLATESARETL20GATESTEDPEANSI/TPI 1-1995 5 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Truss I CONTRACTOR. Dsg tr: Date: BRACING WARNING: DurFaNDAWAYBracingshownonthisdrawingIsnotereetlonbracing, wind bracing, portal bracing or similar bmcing DurFa32771whichIsapartofthebuddingdesignandwhichmustbeconslderedbythebuildingdesigner. Bracing O.C. 407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and %pccmed Iocatlons determined by the building designer. DeslgP.E. AddlBonal bmcing ofthe oemll structure may be mqubed. (See IIIB-91 ofTPI)' rfluss Plate Institute. TPI. Is locatedat 583 D'Onofrio Drive, hladisnn. Wisconsin 53719). Code 0XI-32766 TOTAL Psi V:09.0 JOB PATH: CATEE-LOKVOBSICHFK3 Dwg: TLY Chk: TC Live TC Dead BC Live BC Dead 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 Cale = 0.3010 D: H 10-09-02 c - Lbr: 1.25 c - Plt: 1.25 Spacing: 24.0" n Criteria: TPI Desc: FLA rntm JB: C'ricJAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: I QTY:1 DESIGN INFORMATION This design is for an Individual budding component and has been based on Infomtatlon provided by the client. The designer dt-Wins any responsibility, for damages as a result of faulty or Incorrect Informatlon, epeclflcatlons and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this information as It may relate to a spe- cule project and accepts no responsibilityor emi'm 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 Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement wllh the tool budding codes, local clbnallc records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at n maxmiun spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel mceling ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mview this drawing to verify that this drawing is in conformance with the fabrieatofs plans and to realize a conUs utng responsibility for such verl- flctHon. Any discrepancies are to be put In writingbefore cutting or fabrication. Plata shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting woad to wood hearing. Con- nector plates shad be lamed on both faces of the truss with nalls 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. Sloe (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the ccntrold of the webs unless otherwise shown. Connector plate slur are minimum sizes based on the forces shown and may need tobe Increased for certain hand - Ling and/or erectionstresses. This truss is not to be fabricated with fire retardarit mated lumber unless otherwise shows. 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 InetaWng & Bracing". 1116-91. Trusses arc 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- IBon and for restsling Lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses mquirm such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision oferection of I— shad be under the control of persons experienced In the Installation of tru"n. Professional advice shad be sought If needed. Concentration ofconstruction loads grater than the design finds shall not be applied to trusses at any time. No loads other than the weight of the creclots shall be applied to trusses untll after all fastening and bmebig 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 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D=-0.04" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB - 1.15 5-3-15 0-6-6 T7 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= Encl L- 58.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 973 0.33 2- 3 791 0.28 3- 4 667 0.19 4- 5 787 0.28 5- 6 972 0.36 BC ... FORCE ... CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 Joint Locations===========_ __ 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 BOT H-ROLL Ilk 9-0-0 1, 2-0-0 k 9-0-0 1 2 5 6 Q 4X8 4X6 bXif 3X8 0-6-6 5X6 T 20-0-0 I I 10 9 8 712# 8.00" 1-1-1-n 660/t 8.00" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199: Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVMDO.FL3276G Design: Afarrir Analysis 20-0-0 scale = 0.3171 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dµ'g: Dsgfir: TLv Chk: Truss ID: I Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or slnnllar bmring TC Dead 7.0 psf DurFae - PIt: 1.25whichIsapartofthebuddingdesignandwhichmustInconsideredbyBicbuddingdesigner. BracingshownisforLateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must to RC Live 0.0 pSf O.C.Spacing: 24.OrnPg• made to anchor lateral bracing at ends and specified locations detennlned by the building designer. Additional bracing of the metal] structure may to required. (.Sce HIB-91 ofTPI(. B(' Dead 10.0 fPs Design Criteria: TPI M`USs Plate Institute. TPI. Is located at 583 D'Onofrio Drive, pL dlson. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:09.05.02- 7 25- 11 JOB PATH: C.ITEEd.OKUOBSICHFK3 HCS: 09.20.02 3: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO: CHEK3 WE: TI: J QTY:3 DESIGN INFORMATION lnb design Isfor an Individual building component and has been based on Inm forationprovided by the client. The designer disclaimsany responsibility for damages as aresult of faulty or Incorrect Information, specifications and/ or designs furnished to the truss designer by theclient and the correctness or accuracyof thismfornallon as It may relate to a spe- cific project and accepts no responsibility or exemi o no control with regard to fabrlca- t1on, handling. shipment and Installation of trusses. This truss has been designed as an Individual building componentIn accordance with ANSI/ TPI 1.1995 and NDS-97 to be Incorporated as pan of thebuilding design by a Building Designer ( registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art not fully braced laterally by a properly applied rrgld ceding, they should be braced at a maximum spacing of 10'-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galva ilzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.04" D=-0.04" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators pl nsand to realize a conWnuing responsibility for suchven- Beation. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knoUoles. knots or distorted grain. Members shall be cut for tight fining woof to wood bearing. Con- nector plates shall be located on loth faces of the truss with nalls fully imbedded and shall be 5-9-15 sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is G wide x B- long. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-6-6 membersshallmeetatthecentroldofthewebsunless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certainhand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to accordance befollowedIndancewith'Handling Installing RBmcmg', HIB-91. Trusses areto 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- ung isessential and erection bracing isalways required. Normal precautionary action for tnissis requires such temporary bracing duringInstallation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of personsexperienced In the tnatadation of I--. Professional advice shall be sough if needed. Concentratlon of construction Inds greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W. 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -963 0.31 8- 7 816 0.40 2- 3 -753 0.26 7- 6 816 0.40 3- 4 -753 0.27 4- 5 -963 0.35 Joint Locations====:a—====e:== 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 60 -532 BOT PIN 19- 8- 0 711 0 -566 BOT H-ROLL 10- 0-0 k10-0-0 IlkI 2 4 5 6. 00 4X6 6. 00 17- 1 20- 0-0 8 7 6 712# 8.00" 712# 8.00" 1(R1- 1-7) ie 20-0-0 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. LICENSE # 005W68 1005 VANNFSSA DR.OVIEDO. FI-12711A WAKNINti: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgar: TLY Chk: TC Live 16.0 psf BRACINGWARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slrrnlLar bracing TIC Dead 7.0 psf whichisapartofthebuddingdesignandwhichmustbeconsideredbythebuildingdesigner. Bmcmg shownisforLateralsupportoftrussmembersonlytobucklinglength. BC Live 0.0 f reduceProvisionsmustbemade to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead Ps 10. 0 Additionalbracingoftieoverallstructuremayberequired. (See 1118-91 of TPd. P SfU' russPlate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 scale = 0.3010 Truss ID: J Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: AlarM Analysis JOB PA771: C:ITFF-L0KU0BMCHFK3 11CS. 08.20.02 I -' I ' JB: CHESAPEAKE K5 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: J1' BTY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/ordesigns furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cutc project and accepts no rsponslbWty or exercbs 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 wit ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or pmfesslonal enoneerl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chortles In tension are no fully braced laterally by a properly applied rtgld ceding, they should be braced at a maxlmmrn spacing of l(Y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricaloes plans and to realize a continuing responsibilityforsuch 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 word bearing. Con- nector plates stall be located on both faces of the truss with nails fully Imbedded and shall be s}mm. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6.x8 plate is 6' wide x B- long. Slots (holes) ran 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 sirs based on the forces shown and may need to be Increased for certain hand- Iing and/or erectionstresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendatlons are to be followed In accordance with'Bandling installing A Bracing^, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracingis always required. Normal precautionary action for misses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervislon of erection of trusses shall be under the control of persons sperienced in the Installation of trusses. P-fesslunal 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 loods other than the weight of the erectors shall be applied to trusses untilafter all fastening and bracing 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 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -947 0.32 8- 7 801 0.46 2- 3 -737 0.27 7- 6 749 0.45 3- 4 -740 0.32 4- 5 61 0.24 Joint Locations-==_=======__ 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -531 BOT PIN 19- 3-12 635 0 -473 BOT H-ROLL 10-0-0 1, 9-5-8 1 2 4 $ 6.00 4X6 2X4 3X4 5-9-15 5-6-6 0-6-6 2X4 0-9-10 5X6 6X8 3X4 9-1 700N 8.00" 11-1-9 R1-1-7) I 1e 19-5-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgilr: TLY Cldc: 4005 MARON DA WAY TC Live 16.0 psi SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the. building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of M). UQCDead10.Psf LICENSE #0050068 ffruss Plate Institute, TPI, Is located at 583 D'Onofrhu Drive. Madison, Wisconsin 53719). 1005 VANNF_SSA DROVIEDO.F1.32766 0 TOTAL 33.0 psf 636# 3.50" scale = 0.3254 Truss ID: J 1 Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Uesrgn: Marro AnalyJlr JOB PATH: C:17EE-L0KU0BSIC11EK3 1/CS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This deslgn is for an individual building component and has been based on information provided by the ellenl. The designer disclaims any responsibility for damages as a result of faulty or tncorrecl Information. specifications and/ordesigns furnished to the truss designer by theclient and the -cress or accuracy of this Wonnatlon as It may relate to a spe- cific project and accepts no responsibility or ucmisn no control with regard to fabrim- tlon, handling, shipment and Installation of t- This truss has been designed as an Indh ldual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part ofthe building design by a Building Designer (registered architect or professional englneed• 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 Inds, project speclflmtions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fatty braced laterally by. property applied rigid ceding, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured horn 20 gauge hot dipped gahaml d steel meeting AM 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 culling orfabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for tight fittingwood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejolnt unless otherwise shown. A 5.4 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 cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum 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 Ore retardant treated lumber unless otherwise shown. For additional Information on gualltyControl refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations arc to be followed In accordance with -Handling Installing A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmeing for holding trusses In a straight and plumb pos. Itton and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracingo always required. Normal preeautionary action for trusses requires such temporary bmctng during Installation between I.- to avoid toppling and dominomg. The supeMISionof emctlon of tmsses shall be under the control of persons expenenced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of conriruction loads greater than the design Iwds shall not be applied to trusses at any tlrne. No loads outer than the weight of the erectors shall be app8ed to t-- es until after ail fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFrT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4- 5-15 0- 66-6 4 0- 0Analysis based on Sinflified 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. WndLod per ASCE 7-98, CSC, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.5 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1753 0.40 9- 8 1553 0.34 2- 3 -1578 0.35 8- 7 1454 0.37 3- 4 -1383 0.36 7- 6 113 0.13 4- 5 -1383 0.36 TI: J3 QTY:1 Joint Locations==============_ 1) 0- 0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc 19- 8- 4 645 0 -382 TOP H-TROLL0- 4- 0 701 168 -515 BOT PIN 74- 0 1, 12-5-0 1 2 4 5 0 3X6 4X8 2X4 6X8 3. 00 I 0- 8 l 11 6- 11-12 11-9-12 9 6 702N8.00° 7 1- 1-9 645# 1.50" RL- 1-7) 19-5-8 1 0-3-8 I RU 3 8) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.3209 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 FMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsg1Fr: TLY Chi+;: Date: 10-09-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SA NFORD. FL. 32771 Bracing shoot on this dmuing is not erection bmcing, wind bmctng. portal bmctng or similar bracing TC Dead 7.0 psr DurFae - PIt: 1.25 407) 321.0064 Fax (407) 321-3913 which is a part of the building design and which must be coneldered by the building design- Bracing shownisforlateralsupportoftrussmennbersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAs PONCE P.E. made to anchor bleml burring at ends and specified lomtlons delcmdned In• the building designer. Additional bracing of the ovem8 structure may be required. (sec HIB-91 of;Pn. BC Dead 10.0 Ps fDesign Criteria: TPI LICENSE # 0050068 rrnuss Plate Institute. 7PI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DILOVIEDOXI-32766 TOTAL 33.0 psf V:0 05,02 7828- 1 A uogn: a,.- tnatys's JUB fA7Tf: CAUX-LOAVOBS7CNEA3HCS: 08.20.02 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 cllenl and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or e "cs 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 englnecri. 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 thelocal 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 .-no- compression chords (top or bottom) are conunu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension art not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxim= spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meetingASTM 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 Co.fonnance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both face .f the truss with nads fully imbedded and shall be sym. 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 parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid ofthe wchs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to be increased forcertain hand- lingand/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular c. m during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a stralglitand plumb pos- It1on and for resisting lateral fumes shall be designed and installed by others. Careful hand- ling Is essential and erection bmcing is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses .millafter all fastening and bracing is completed. i6: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 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 64# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-5-15 0-6-6 1 WO: CHEK3 WE: 0: 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 composite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, He, 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC ... FORCE CSI BC ... FORCE CSI 1- 2 37 0.15 13-12 7 0.20 2- 3 296 0.30 12-11 4 0.11 3- 4 1196 0.44 11-10 323 0.13 4- 5 511 0.29 10- 9 430 0.19 5- 6 235 0.15 9- 8 174 0.10 8- 7 170 0.12 TI: K QTY:3 Joint Locations========__==_`= 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H-ROLL 134-0 7-4-0 1 2 3 14 5 6 0 DAU L.14 SXli )-U-U 3-4-8 10.80 I 4X6 0-6-6 T 3-0-0 1 4-2-6 P99 R 8-0-0 11 34-0 L, 94-0 13 12 11 10 9 8 7185# 8.00" 1283# 3.50" CANT: 9-0-01a-91. 20-8-0 1-1-9 COSMi{TES 4) 2X4 (IR1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2803 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAINNESSA 11ROVIEDO.FL92766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmw7ng is not erection bracing, wind bracing, portal bracing or similar bracingWebisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bmc(ng at ends and specified locations determined by the building designer. Additional bmcing ofthe memll structure may be required. (See IIIB-91 ofTPI). Truss Plate InsOtute. TPL L located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEK3 DWg: Truss ID: K Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V09.05.02- 7829- 15 go: P _ nnarYms JUH YAM: (CA1V1--L0KU0BSIC11EK3 11CS: 08.20.02 JB: CHESAPEAKE,K'3 AC: 10# UPLIFT D.L. WO: CHEiw WE: tl: K1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Plate(s) OFFSET from joint center. The Joint Locations===========__ This design is for an Individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1)=__0- 0- 0 5) 15- 4- 0 9) 11- 4- -0- component and has been based on information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0Theprovidedbytheclient. damagesanyrnponsbility a result of WEDGES: 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 faulty or incorrect Information, specNwUonsrrectfordamagesasarnlion All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 11- 4- 0 8) 15- 4- 0 and/or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of multiple loads. MAX. REACTIONS PER BEARING LOCATION----- bytheclientandlhecorectnessoramuracy WndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift Y-Loc TypeofthisInformationasItmayrelatetoaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE- H. 15.0 ft, I= 1. 00, Exp. Cat . B, Kzt= 1.0 0- 4- 0 185 181 -56 BOT PINciflcprojectandacceptsnoresponsibWtyor ex mtU no control with regard to fabrics - Support 1 56# Bld Type= Encl L= 58.0 ft W. 20.7 ft Truss 11- 6- 4 1282 0 -1127 BOT H-ROLL lion• handling. shipment and installation of Support 2 1127# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf tntsses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing ReqindividualbuddingcomponentInaccordancewithL/999 ANSI/TPI 1-1995 and NDS-97 to be Incorporated L=-0.08" D=-0.08" T=-0.16" FORFORCE74aspartofthebuildingdesignbyaBuilding Designer (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: L 1- 2 0 .17 11-10 8 0.22 engineer). when reviewed for approval by the T= 0.03" 2- 3 291 0.20 10- 9 -350 0.17 building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.16mostbecheckedtobesurethatthedatashownT= 0.02" 4- 5 976 0.28 8- 7 -260 0.23arcInag..aent with the local building codes, 5- 6 355 0.28localclimaticrecordsforwindorsnowloads. RMB = 1.15 project specifications or special applied loads. Unless shown. truss has not been designed for rastoge or oeeupanry loads. The deslgn assumes compression chords (top or bottom) an conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied 1 1-4-0 4-0-0 54-0 rigid ceiling• they should be braced at a j 2 3maximumspacingof10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTMA 653. 6.00 0 6 Grade 40, unless otherwise shown. 4X6 4X8 FABRICATION NOTES Prior to fabrication. the fabricator shallwing review this drawing to verify that this drawing is in conformance with the fabricator's pints and to realize a continuing responalbtllty for such verl- 3X4 fl© tion. Any dlscrepancln are to be put In writing before cutting or fabrication. 0-6-63-2-6 Plain shall not houndedhoundedwee knothole. knots or distortedgram. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shall be located on both faces of 6-5-15 2X4 thetrusswithnailsfullyimbeddedandshallbe6X 1 syan. about the Joint unless otherwise shown. A 2X4 5X6 5x4 plate b 5' wide x 4' long. A 6x8 plate is G" wide x 8' long. Slots fholesl run pamllcl to the plate length specified. Double cutson web members shall meet at the centrold of the -hs 0-6-6 3-0-0 unlessotherwiseshown. Connector plate sizes are minimumimumzes sibasedon the forces shown and may need to be increased for ceiainan hd- lingand/ or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwtse shown. For additional 5X6 5X8 3-0-0 Information on Quality Control refer to 34-8 ANSI/TPI 1-1995 J r -ol10.80 1 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed in accordance with 'Handling Installing d Bracing'. HIB-91. Trusses an to be handled with particular can during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmight 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 requued. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dornmoing. The supervision of erection of trusses shall be under the control of personsexperienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loadsgreater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall Ix applied to trusses until alter all fastening and bracing is completed. 8-0- 0 34-0 11 94-0 11 110 8 7 186# 8.00" 1282# 3.50" CANT: 9-0-0 1 1920-8- 0 11 1-9 COS ATE ( 4) 2X4 I-`M-1-7) EXCEPT ASSHOWNPLATESARET120GATESTEDPERANSUTPI1-1995 scale = 0.2922 WAKNINti: READ ALL NOTES ON THIS SHEET. Eng. .lob: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K1 CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 10-09-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY SAN FORD. FL. 32771 Bracing shown on this dmwtng Is not erection bracing, wind bracing• portal bracing or slmllar bracing which is a part of the building design and which most be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321- 0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addluonalbmemgoftliewemilstmctum[iiaybc"ulred. ISee HIB-91of TPn. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 ffross Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Sladlson. Wisconsin 53719). 1 Code Desc: FLA 1005 VAP' NFSSA DR.OVIEDOXI-32766 TOTAL 33.0 psf V:09.05.02- 7830- If t,e, x".- "roar, nrrary- JUtl fAfff: (AILL-LUKVUBJICHEK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages asa result of faulty or Incorrect Information. specdleaUons 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- cdle 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 ofthe buddingdesign by a Building Designer (registered architect or professional engineer). Mien reviewed for approval by the budding designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow foods. project specifications or special applied loads. Unless shown. truss has not been designed for storage or oceupan y loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. When, bottom chords In tension are not fully braced laterally by a properly applied rigid c fling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting orfabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad 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 shad meet at the centrold of the webs unless otherwise shown. Connectorplate sizes are minimum sizes based on the forces shown and may need to be Incrosed for certain hand- dng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnau.n on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to befollowed In accordance with -Handling Installing A BracIng-. HIB-91. Trusses ate to be handled with particular can, during bandingandbundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and Phunb pm. Ition and for resisting lateral forces shad be designed and Installed by others. careful hand- ling Is essential and erection bracing is allays required. Normal precautionary uetion for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied 10 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 corrhpleted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft We: 20.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB = 1.00 5-5-15 0-6-6 1 WO: CHEK3 WE: 1: Plate(s) OFFSET from joint center. The Joint Detail Report mtist be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 640# Support 2 856# Support 3 356# TC... FORCE CSI BC ... FORCE CSI 1- 2 806 0.28 13-12 683 0.15 2- 3 609 0.26 12-11 476 0.21 3- 4 51 0.44 11-10 29 0.164- 5 51 0.44 10- 9 2205 0.27 5- 6 795 0.22 9- 8 703 0.33 8- 7 693 0.29 TI: K2 9TY:1 Joint Locations=========---- 1) 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT H-ROLL 20- 6- 4 1 546 0 -356 BOT H-ROLL 120# 9 4-0 8-0-0 34-0 1 2 4 16 5X6 2X4 Jno 5X6 16XS1 6X8 -)-u-B 113 12 616# 8.00" 1-1-9-9 1 re 20-8-0 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. LICENSE #0050068 1005 VANNESSA DROVIED0.1'La2766 6 4X8 0-6-6 T 2-2-6 T 3-0-0 1 R 2435# 4.00" 546# 3.50" 1-1--9- 4L1 &2-10-0 79# Over 3 Supports scale = 0.2922 WAKNIN(j: 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 dmwmg is not erection bracing. wind bracing. portal bmcing or similar bracing TC Dead 7.0 psfwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psfmadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 1U.0 f rrmss Plate Institute. TPI, is locatedat 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 Truss ID: K2 Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA I— L:urr--LVAVVUJ1CtlrAJ NCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE:- ` TI: K3 QTY rDESIGNINFORMATIONTOPCHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations= This design is for an individual building component and has been based Information BOT CHORDS: 2x4 SP #2 WEBS: 2x4 #3 composite result of multiple loads. 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 provided by the ebent. The designer disclaimsne SP 2x4 SP #2 All COMPRESSION Chords are assumed to be 2 3- 8- 0 5) 13- 0- 0 any responsibility for damages as a result of 3 SLIDERS • 2X4 SP #2 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 6- 8- 0faultrincorrectinformation. sy. pecifimuoua find vertical(s) not designed for exposure MAX. REACTIONS PER BEARING LOCATION ----- and/or designs furnihed to the truss designer by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: to lateral wind pressure. WndLod per ASCE 7-98, C&C, V. 125mph, X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206ofthisinformationasItmayrelatetoaspe- cinc project and accepts no responslbWty, or Support 1 493# H= 15. 0 ft, I- 1. 00, Exp.Cat. B, Kzt- 1.0 493 BOT PIN 12-10- 0 422 0 -408 BOT H-ROLL exercises no control with regard to mbrim_ Support 2 408# MAX LIVE LOAD DEFLECTION: Bld Type- Enel L= 58.0 ft W- 13.0 ft Truss PROVIDE HORIZONTAL CONNECTION PER SCHEDULElion, handling• shipment and installation of trusses. This L/999 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 206# truss tins been designed as an Impact Resistant Covering and/or Glazing ReqindividualbuildingcomponentInaccordancewithL=-0.03" D=-0.03" T=-0.07" ANSI/TPI 1-1995 and NDS-97 to be incorporated as par ofthe building design by. Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC... FORCE... CSI ..BC... FORCE ... CSI Designer (registeredarchitector professional d engineer). When reviewed for approval by the T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 926 0.36 7- 0 -747 0.16 2- 3 -766 0.39 0- 6 -962 0.21 buildingdeslgrter, the design loadings shown T= 0 .03" 3- 4 0 0.32 6- 5 -587 0.27 mustbecheckedtobesurethatthedatashownare In agrm eeentwith the local building codes. RMB = 1.15 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 Inds. The design assumes compression chords (top or bottom) are continu- 7-4-0 ouslybracedbysheathingunlessotherwise5-8-0 specified. Where bottom chords In tension art 1 2 notfullybracedlaterallybyapropertyappliedQ rigid ceiling, they should be braced at a 0 maximumspacingspacingof10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. 4X8 2X4 Grade40. unless otherwise shown. FABRICATION NOTES Ul Prior to fabrimtion. the fabricator shall review this drawing to verify, that this drawing Is in conformance with the fabricator's plans and to rmlim a continuing responsibility for such veri- Hmtlon. Any discrepancies are to be put in writing before cutWmgorfabrication. 2X4 Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fining wood to wood bearing. Con- 4-5-15 4-2-6 nectarplatesshallbelocatedonbothfacesofthe truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to 0-6-6 SX6 the plate length specified. Double cuts on web members shall meet at the centrold of the webs uni- 5 otherwise shown. Connect., plate sizes ale minimum sizes based on the forces shown 3X4 and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with lire retardant treated T 3X4 SX6 lumber unless otherwise shown. For additional 1Y 1-6-0 3X4 Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling installing ® Bracing*. HIB-91. Trusses ate to be handled with particular cueduring landingand bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Ition and for resisting lateral forces shall be deslgriZandInstalledbyothers. Careful hand- ling is essential and erection bracing 13 always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed Concentration of construc0on loads greater than the design loads shall not be applied to Iruses 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. 3. 00 11 -3.00 0- 8-0 6- 0-0 6-0-0 7 5 487N8.00" 423N 4.00" 1-1-9el 13-0-0 RI 1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4674 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DP-OVIEDO.FL32766 n. ;.... u....:. .,..-r..... wAKNINIa: 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 bractrng, 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 shownisforlateralsupportoftrussmennbersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). jr' r1.55Plate Institute. TPI, is located at 583 D'Onofrio Drive. MadLson, Wisconsin 53719). Eng. Job: Dµ' g: Dsgnr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: K3 Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: i0# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an individualbuilding component and has been based on Inlbrnadon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infornation, speclflmtlons and/or designs furnished to the truss designer by the client and the corteclness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlm- tlon, handling. shipment and Installation of truss". 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 ofthe building design by a Building Designer (registered architect or professional engl—rl. When reviewed for appnnal by the building deslgnrr, the design loadings shown most be checked to be sure that the data shown are In agreement with the lord building cafes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for slnrage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rVd ceiling. they should be braced at a maxtrown spacing of 10'-0' o.c. Connector pLtea shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES fMor to fabrication, the fabilmtor shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWtyfor such veri- BcaUon. Any discrepancies ate 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 stung wood to wood tearing. Con- nector plates shall be looted 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. Doublecuts on web members shall meet at the cenuold of the webs unless otherwise shown. Connector plate sizes arc minimum sues hued on the forces shown and may need to be increased far certain hand- inhg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Irifor cation on Quality Control referto ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Ilandling Installing & Bracing-. HIB-91. Trusses are to be handled with particular mm during banding and bundling, delivery and Installation to avoid datnage. Temporary and permanent bracing for holding trusses in a straightand plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and ereeUon bracing is allays required. Normal precautionary action for trusses requires such temporary bmeing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control ofpersons 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 be applied to trusses until after all fastening and bmebhg is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.15 0-6-6 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. 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 1 543# Support 2 590# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -836 0.43 6- 0 -606 0.15 2- 3 888 0.44 0- 5 725 0.18 5- 0 725 0.18 0- 4 -590 0.15 TI: K5 ATY:1 Joint Locations=====_=__=====e 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 492 49 -543 BOT PIN 13- 0- 0 491 0 -590 BOT H-ROLL 6-8-0 6-8-0 I 3 W 0 I 4X6 r 3-10-0 a 1 3-10-0 3.00 1 1 3.00 0-6-6 I 3-10-6 0-8-0 080 l 6-0-0 6-0-0 6 4492# 8.00" 49211 8.00" 1 1 9 13-4-0 1-1-9 GABLE ST Ali (16) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.4296 Imaronda Systems)] 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA UROVIED0.1`I-32766 WAKNINCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmw-ing is not erection bracing, wind bracing. portal bracing or similar bracingwhichIsapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of T PII. Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: K5 Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Morris Analysis JOB PATH: CATEE-LOKU0BSICHFK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to Joint Locations=============__ This design is for an individual building BOT CHORDS: 2x4 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5componentandhasbeenbasedoninformation by time The designer disclaims WEBS: 2x4 SP #3 positioned toPO provide equal unbraeed 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0providedclient. any responsibility for damages as a result of 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge faulty or incorrect information. specNwUon" SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF TobytheclientandthecorrectnessoraccuracyAnalysisbasedonSimplifiedAnalogModel. 2x6 Brace refired on any web over 141-0". TC Vert L+D -46 1-10- 9 46 1- 2-15ofthisinformationasitmayrelatetoaspe- clBc project and accepts no responsibility or All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 1- 2-15 9 13- 2-10 exercises no control with regard to fabrtca- continuously braced unless noted otherwise. composite result of multiple loads. PSC Vert L+D -10 0- 0- 0 9 12- 6-10 lion. handling• shipment and Installation of trusses. This truss has been designed as an WndL.od Per ASCE 7-98, C4C, V= 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LES Location Individual building component in accordance with H. 15.0 ft, i- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D 35 2- 87 5- 0- 5 7- 10 ANSI/TPI 1.1995 and NDS-97 to be incorporated design by a Buildiolessing partofthetieredBld Type. Encl L. 58.0 ft W. 12.6 ft Truss in END zone, TCDL= 4 2 BCDL= 6 0 Support 1 609# TC Vert L+D 127 9- 2-14 D a Designer (registered architect or professional engtnmrl. When reviewed for approval by the psf, . psf Impact Resistant Covering and/or Glazing Req Support 2 591# PPoPROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D 202 12- 21 2- 0- 1 0- 5 buildingdesigner• the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 262# BC Vert L+D 53 5- 7-10 mustbecheckedtobesurethatthedatashownL/608 at JOINT # 5 BC Vert L+D 64 9- 2-14 aminagreementwiththelocalbuildingcodes. taped records for windorsnowlords, L=-0.24" D= 0.08" T=-0.16" TC...FORCE...CSI ..BC...FORCE...CSI BC Vert L+D 40 12- 0- 1 projlo,caector special applied loads. MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.0$" 1- 2 1624 0.90 6- 5 -1780 0.31 MAX. REACTIONS PER BEARING LOCATION----- UnlessspecaticificationsUnlessshown. truss has not been designed for stomge or occupancy Iwds. The design assumes MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 1694 1.00 4 -203 0.30 35a X- Vert 1 546 546Horiz 01Uplift Y-Loot Type TOP H-ROLL compressionchords (top or bottom) are contlnu- T= 0. 07" 87a 262 Qjt 2b§ BOP PIN ouslybracedbysheathingunlessotherwisespecNed. Where bottom chords in tension are RMB - 1.00 13-1-14 not fully braced laterally by a properly applied 1 rigidceWngtheyshouldbebracedata2 3 maximum spacing of la-O- o.c. Connector plates shall be manufactured from 20 gauge hot 3.33 dippedgalvanizedsteelmeetingASIMA653. Grade 40. unless othcrwlse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any disempancles are to be put in writing before cutting or fabrication. Plates shall not be hm tailedover knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5. 4 piste is 5' wide s 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 certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumbcr unless otherwise shown. For additional information on Quality Control refer to ANSI/ 7PI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bmchng-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requhcd. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erectionof trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Con— Unlion 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 crectom shall be applied to trusses until after all fastening and bracing is completed. 4- 5-10 0- 6-1 1 on 0- 66-6 L 2- 6-5 1. 68 I 0- 9-9 0-7-4 11- 9-1 6 5 4 367a9.56" 1- 10-9 sa7a 2so" 12- 6-10 180 R1-10-7) 21a 54a 64a q EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TP1 1-19 5 scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 M! arondaSystems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cldc: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SA N FORD, FL. 32771 Brachng shown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing whichisapartofthebuildingdeslgnandwhichmustbeconsideredbythebuildingdestpfer. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Prm•islons must be BC Live 0.0 pSf O.C. Spacing: 24.0u TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. IS- HIB-91 of 7P11. BC Dead 10Psf 0 . DesignCriteria: TPI LICENSE #0050068 Russ Plate Institute, TPI• is located at 583 D'OnoMo Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNFS, SA DR.OVIEDO.FL32766 I TOTAL 33.0 psf V:09.05.02- 7871- & a.rnay. r, ova r-AIn: L,:11tC-LUAUUtlJ1C1i[:AJ HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any roponsibWty 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- ciflepmjectand accepts no responsibWly or raises 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 ofthe building design by a Building Designer (registered archlled or professional englncer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specificationsor special applied loads. Unless shown, truss has not been designed for storage or occupancy load.. Tire design asswna 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 ceiling, theyshould 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 veiny that this dmwirrg V in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flraUon. Any discrepancles are to be put In writing before cutting or fabrication. Plates sha8 not be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run panficl to the plate length specified. Double cuts on web members ,hall meet at the centrold of the webs unless otherwise shown. Connector plate sues arc minimum sizes Lased on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdonnation on BuaBly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with "Handling Installng & BmeIng'. H113-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding I— In a straight and plumb poa- Illon and for reststing lateral forces shall be designed and Installed by others. Careful Land - ling is essential and erection bracing la ahvays required. Normal precautionary action for trusses requires such temporary bracing during tnstalation between trusses to avoid toppling and dominoing. The supervision of erection of I— shall be under the control of persans experienced in the hstallation of trusses. Professional advice sham be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to lasses at any time. No loads other than the weight of the erectors shill be applied to trusses until after all fastening and bmcing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D=-0.10" T=-0.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" WO: CHEK3 WE: 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 truss designed to carry Ill 4" span framed to BC one face Oa 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 8.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB - 1.00 2-PLYS REQUIRED TI: L1 9TY:2 Joint Locations=======_===__=_ 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 MAX. REACTIONS PER BEARING LOCATION----- X-LDC Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8Ilk 1 2 3 8X10 dVR 3X6 SX6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 YVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing. wind bmcing, portal bracing or similar bmcingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownisforLateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall structure may be required. (Sce HIB-91 ofTPu. rhuss Plate Institute, TPI, is located at 593 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf 3-0-0 2-4-0 I 4 866# 3.50" scale = 0.7000 Truss ID: L1 Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TOTAL 33.0 rrw,u n,auyan 7UH VAIH: L Vat-LUAVUHJICHEK3 HCS: 08.20.02 JB: C;HESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L2 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to Joint Locations=====_________ This design is for an Individual building BOT CHORDS: 2x4 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5componentandhasbeenbasedonlifornadonWEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0providedbytheclient. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge faulty or Incorrect lnforrnation.speclflcoDons SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.cpa TOTAL DESIGN LOADS and/ordesigns furnished to the truss designer BEAR. BLX: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF TobytheclientandthecorrectnessoraccuracyAnalysisbasedonSimplifiedAnalogModel. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 1-10- 9 -46 13- 2-10ofthisbtfortnaLionasItmayrelatetoaape- All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10ern^ project and accepts no responsibility or exercises no control with regard to fabrics - continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location Lion. handling, shipment and Installation of wedge if necessary to achieve full TC Vert L+D 31 1- 4- 4 trusses. This truss has been designed as an WndLod per ASCE 7-98, C&C, V= 125mph, bearing. TC Vert L+D 48 3- 9- 1IndividualbuildingcomponentInaccordancewithH= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D 70 6- 1-15ANSI/TPI 1-1995and NDS-97 to be incorporated Bld Type= Encl L= 58.0 ft W= 12.6 ft Truss Support 1 609# TC Vert L+D 98 8- 6-12aspanofthebuildingdesignbyaBuilding pronab registeredWhenarchitmiewedin END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 591#DesTC Vert L+D 127 10-11-10 engignerenglWhenreviewedfnreforapprovalbImpactResistantCoveringand/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D 6 1- 4- 4 dingbuildingdesigner, the design Io:rrhings shown loadingsnshownMAX LIVE LOAD DEFLECTION: Support 1 263# pp0BC Vert L+D 19 3- 9- 1 mustbecheckedtobesurethatthedatashownL/577 at JOINT # 5 BC Vert L+D 44 6- 1-15 areinagreementwiththelocalbuildingcodes, L=-0.25" D= 0.00" T=-0.25" TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D 60 8- 6-12 localclimaticrecordsforwindorsnowloads. MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D 76 10-11-10 projUnless shown,— orspecialapplied deli loanedf storageshown, mass hasnotbeendesignedforstorageoroccupancyInds. The design assumes31y T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTI 2- 3 06 0,92 5- 167 0.47 48# j MAX. REACT NS PER BEARING LOCATION----- Verl tz UpliftY-Loc Type compression chords (toporbottom) arecontinu- T- 0. 06" 70# 9Loc 3 0-1071g0 591 TOP H-ROLL ously braced bysheathingunlessotherwisespecified. Where bottom chords In tension are RMB - 1.00 13-1-1.4 0- 4-13 678 263 609 PIN not fully braced laterally by a properly applied 1 rigid ceiling, theyshouldbebracedata23maximum spacing of I(y-0" o.c. Connector plates shall be manufactured from 20 gauge hot 3.33 dipped galvanized steel meeting ASTM 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 veri. fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both facesof 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 am 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 tnformtion on puadlly Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES AB bracing and erection recommendations we 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 Wtaflauon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- 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 betweenmuses to avoid toppiing and dominoing. The supervision of erection of trusses shall be under the control of persons experienced Inthe installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greaterthan the design Inds shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4- 5-10 0-6-1 1 0-1- 0 4 T 1- 7- 7 1 2-6- 10 1.68 I 1-0 074 f I 11-6- 10 6 5 4 678# 9.56" 719# 2.50" 1-10-916-10 R1-10-7) 080 6N 19# 44# 60# 76# EXCEPT AS SHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 CONTRACTOR. BRACING WARNING: Dsgar: TLY Clik: Date: 10-09-02 4005 MARON DA WAY TC Live 16. 0 psf DurFac - Lbr: 1.25 SANFORD. FL. 32771 Bracing shown on this drawing is nab erection bracing• wind bracing• portal bracing or simllar bracing which is apartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bmdng TC Dead 7. 0 psf DurFae - Pit: 1.25 O.C.Spacing: 24.0" 407) 321-0064Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf p g• TOMAS PONCE P. E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracingof the overall structure may be required. (SHIB-91 of TPI). ee . BC Dead 10.0 psr Design Criteria: TPI LICENSE #0050068 fhuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin53719). Code Desc: FLA 1005 VANNESSA DROVIEDO.FL327G6 2 TOTAL 33.0 psf V:09.05.02- 7874- 31 Design: Mania Analysis JOB PATH: C.ITF.E-LOKIJOBSICHEKJ HCS: 08.20.01 I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L3 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 responsibWty fordamages as a result of faulty or Incorrect Infornation, specifications and/or designs furnished to the truss designer by the client and the correctness or am of this informal; as It may mlate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics - 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 Iregistered architect or professional engbnced. 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 bottom) arc contlnu- om,y braced by sheathing unlessotherwise specified. Where bottom chords in tension arc not fully braced Laterally by a propertyapplied 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 gahani-d steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing resgonsibillty for such veri- fication. Any dbcrepancles are to be put In writing before cullingor fabrication. Plates shall not be Installed over knotholes. knot.% or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Embedded and shall be sym. about the jolnl unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plile 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 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 rcier to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing ® Bracing;". HIB-91. Trusses are, to be handled with particular careduring 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 erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracingduring installation between (ruses to a -Ed toppling and dominoing. The supenislon of c;..n of brasses shall be under the control of gnersons 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 otherthan the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L=-0.16" D=-0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 3-0-0 8X10 MULTIPLE LOADS -- This design is the comgposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 4" span framed to BC one face 01 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 8.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 2-PLYS REQUIRED Joint Locations=======_------ 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer :mist provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 4X8 3X6 5X6 I I 6-6-8 6 g 1394# 3.50" ill 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 WARNING. READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SA N FORD, FL. 32771 Bracing shown on this dmwing is not erection bracing, wind bracing, portal bmcing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf 407) 321-0064 Fax (407) 321.3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations dcler itned by the building designer. Additional bracing of the overall eestructuremayherequired. (SHIB-91 of TPI). BC Dead 10.0 Ps fLICENSE # 0050068 Truss Plate institute. M. b located at 583 D'OnofrioDrive. Madison. Wisconsin 53719). 1005 VANNESSA DR.oVIEDO.1`1.327cm TOTAL 33.0 psf go: marts n,rroySIS JUU PAM: C:Iltt-LUKVUB51C11h--K3 3- 0-0 2- 4-0 I 4 1394# 3.50" scale = 0.7000 WO: CHEK3 Truss ID: L3 Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA V: 09.05.02- 7955- 5' IICS: 08.20.02 JB: CHESAPEAKE K s AC: 10# UPLIFT D.L. WO: CHEK3" WE: DESIGN INFORMATION This design is for an Individual building component and has been based on bhformation provided by the client. The designerdisclaims any responsibility for damages as a moult of faulty orincorrect Information. spedncatlons and/or designs furnished to the trussdesigner by the client and the correctness or accuracy Of this Information as it tray relate to a spe- cttc project andaccepts no responsibility or excrclses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an IndMdtal budding component In accordance with ANSUM 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enoneerl. 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 budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loods. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc 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 shad be manufactured from 20gauge hot dipped gahanized steel meeting ASI11 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall review this drawing to verify that this dmwing is In conformance with the fabricator's plans and to realize a continuing responslbilty for such ved. fication. Any discrepancies are to be put In writing Ixfom cutting orfabrication. Plates shall not be installed over knotholes, knots or distorted grain. I'lembers stall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the buss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A (rx8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connectorplate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection suesses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are tI be followed In accordance with 'Handling InstaWng & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pernanent bracing for holding trusses In a straight and plumb poe- Won and for —BU g lateral force shad be designed and Installed by others. Careful hand- ktng is essential and erection bracing is always required. Noumal precautionaryaction for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoNg. 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 loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors sfahall beapplied to trusses until after all stening and bracingiscompleted. TOP CHORDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 10.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L=-0.08" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 4-54 1 0-6-6 4 No TI: M QTY:12 Analysis based on Simplified Analog Model. __============Joint Locations============--- MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4compositeresultofritultipleloads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0AllCOMPRESSIONChordsareassumedtobe ----MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc TypeShimorwedgeifnecessarytoachievefull10-10-12 357 0 -518 TOP H-ROLLbearing. 0- 4- 0 432 243 -448 BOT PINPROVIDEUPLIFTCONNECTIONPERSCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULESupport1448# Support 1 243# Support 2 518# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 11-0-0 1 2 3 Q 0-1-8 4 T 1-8-1 L 2-6-5 2.00 j 0-8-0 i 10-0-8 11 6 5 4433# 8.00" 358# 2.50" e DIG1-7-2 f 8-810 0-3-8 e— R1-7-0) I 1 KO_2.15) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.4694 WAKNINIU: READ ALL NOTES ON THIS SHEET. Eng. Job: EK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.254005MARONDAWAY SANFORD, FL. 32771 Bracing shown on this drawing is not crectlon bracing, wind bracing, portal bracing or similar bracingwhichisafartofthebuildingdesignandwhichmustheconsideredbythebuildingdesigner. Bracing TC Dead 7.0 psf Durfae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is bussforLiteralsupportof members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p g: TOMAS PONCE P.E. made to anchor lateral bracing at ends and spect0el locations determined by the building designer. Additional bracing of the overall structure may be required. (sec HIB-91 ofiYn. BC Dead 10.0 psf Desl n Criteria: TPI LICENSE #0050068 rrmss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). lgCode Desc: FLA 1005 VANNESSA DROVIEDO.FL32766 TOTAL 33.0 psf V:09-05-02- 79SA- S: r,azn. ara,rr ,a,aayarr Jtru rnrrr: L:ut:e-LUAUUBJiCrfF-A.f TICS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the chent. The designer disclaims any responsibility for damage., as a result of faulty orincorrect Information, specification and/or designs furnished to the truss designer by the client and the correctness oraccuracy of this bdonnauon as it may relate to a ape- ciBe project and accepts no responsibility or exerebes no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component m 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 englneed. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown an in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ane continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rtod ceiling. they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review, tills dmwing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbWty, for such verl- fleatlon. Any discrepancies are to be put in wallingbefore cullingor fabrimilon. Plates shall not be Installed over knotholes. t, knoor distorted gram. Members shall be cut for light fitting woodto wind bearing. Con- nector plates shall be located on both faces of the I-" with nails fully Imbedded and shah be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4^ long. A 6x8 pLhle is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs w unlessotherwiseshown. Connector plate sizes are minimum sues based an the forces shorn and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addWonal Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and emcUon recommendations are to be followed In accordance with'llandhng Installing A Bracing", HIB-91. Trusses an to be tandled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding fusses in a straight and plumb pos- ition and for resisting lateral forces shah be designed and installed by others. Careful hand- ling is essentlal and erection bracing is allays requbed. Normal pnwuUunary action for trusses requires such temporary bracing during mstallallon between trusses to avoid toppling and dom noing. The supervision of erection of trusses shall be under the control of pers— experiencedintheInstallationoftrusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shah not be applied to trusses at any time. No loads other than the weiglu of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W. 10.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAXLIVELOADDEFLECTION: L/ 999 L=- 0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 0- 6-6 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 1 419# Support 2 520# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 TI: N 9TY:2 Joint Locations======_====___S. 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 2) 5- 1- 8 4) 10- 3- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 417 264 -419 BOT PIN 10- 1-12 331 0 -520 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 264# 10- 3-0 1 2 3 0 2- 4-4 1- 7-3 1 2. 00 J 080 I® I III 9'7'Q 5 4 I 1- 7-2 1 # 8.00" 332#! 2.50" j ( R1-7-0) !Ica_ 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4971 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DROVIEDOXI-32706 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, penal bracing or similar bracing which Is a Ixut of the building design and which must be considered by the building designer. Bracing shownisforlateralsupportofinhssmembersonlytoreducebucklinglength. Provisions must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. AddlUonalbracingoftheoverallstructuremayberequired. (Sec HIB-91 of TPI). i' russPlate Institute, TPI, is located at 583 D'Onofrio Drive. Madfson, Wisconsin 53719). Eng. Job: WO: CHFK3 Dwg: Truss ID: N Dsgnr: TLY Chk: Date: 10-09-02 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 Psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7975- 3S 6^- ^,.— ^ r,aj", wv rnrn: t.:Iv hL-LUA 1JUWX HEKJ 11CS: 08.20.02 l I I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O 9TY: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 oraccuracy of this Information as it may slate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. 7hls truss has been designed as an individual buildingcomponent in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part ofthe budding design by a Budding Designer (registered architect or professional cnglnecrl. When reviewed forapproval by the building designer, the design loadings shown must be checked to be suit that the data shown are In agreement with the local budding codes. lost 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 asswn- compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced latemlly by a properly applied rigid ceiling. theyshould be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gad anized steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing In In conformance with the fabricators pLvu and to realize a continuing responsibility for such ved- flnuon. Any discmpancles are to be put In writing Won cutting or fabrication. Plates shall not be Installed over knotholes. knots ordistorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with —it. fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A Bx8 plate is 6- wlde x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold ofthe 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 emcllon stresses. This three 1. 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 Ail bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing. 111E-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 pas- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing Is essential and erection bracing art always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of I.— shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of constructlon loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wdght of the erectors shall be applied to I--- ..it, after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L= 58.0 ft W= 7.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 0-8-0 MULTIPLE LOADS -- This design is the====_=========Joint Locations=====____=__ _- Composite result of nwltiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Shimor wedge if necessary to achieve full X-LOC Vert Horiz Uplift Y-Loc Typebearing. 0- 4- 0 319 257 -420 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLLSupport1420# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 2 446# Support 1 257# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -882 0.18 7-3-0 1 2 3 I 5 T1 319# 8.00" 2.00 L 1-7-2 e 7-3-0R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPl 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 —tlon bracing, wind bracing, portal bracing or slnW:v bracingSANFORD. FL. 32771 which is a part of thebuilding design and which must be considered by to budding designer. Bracing407) 321-0064 I:ax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See iIIB-91 ofTPI). LICENSE #0050068 rDuss Plate Institute. TPI. Is located at 583 D'Onofiio Drive. Madison, Wisconsin 53719). 1005 VANNFSSA DR.OVIEDO.FL32766 233# 2.50" scale = 0.6513 Eng. Job: WO: CHEK3 Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psr DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v•no nc n,3_ 7077_ At s". mo„r. n,—,— .run rAin: UMLL-LUAVUH3ILIMAJ TICS: 08.20.02 1 I JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 ' - WE: TI: P 9TY:2 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the cllenl The designer disclaims any roponslbWty 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 Ifthis Infortnation as It may relate to a spe- effic project and accepts no responslbWly or e:mmism no control with regard to fabnca- 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 arehltmt or professional engineer). When revlmed forapproval 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 tales, 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 (topor bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully bmeed latemlly by a properly applied rigid celling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahani-d steel meeting ASTNI A 653. Gmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingto verify that this drawingis In conformance with the fabricator's plans and to rcallze a continuing responsibility for such vert- fNallon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed ever knotholes. 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 truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum size based on the forces shorn 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/TYI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bmcfor, 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 fomes shall be designed and Ins-- by others. Careful hand- Iing b essential and erection bmcmLa al gwaysrequired. Normal precautionary actionfor trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I— shall be under the control of personsexperlenced In the installation of trusses. Professional advice shall be sought If needed. Concentration of constructionloads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0- 8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 Joint Locations=====_========_ 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4- 3-0 Ilk1 2 200 Attach with (I 10d Toe -Nails I - 4 1 3 212# 8.00" 87# 2.50" a 1- 7-2 BI 4-3-0 54# 2. 011 I} 6EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.9442 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: ITruss ID: P CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 4005 MARON DA WAY TC Live 16.0 psr DurFac - Lbr: 1.25 SA NFORD, FL. 32771 Bmcing shown on this dmw•Ing is not erection bmcmg, wind bracing, portal bracing or similar bracing which Is a fort of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 n O.C. Spacing: 24.0 407) 321-0064 Fax (4U7) 321-3913 shown La for Lateral support of truss members on to reduce buckling length. Provisions must be PP" b g g n. BC Live 0.0 ps f g• TOMAS PONCE P.E. made to anchor Lateral bmeing at ends and specified locations determined by the building designer. evtru Additional bmcmgoftheemllstructuremaybe required. (see fell -91 of TPI). BCDead I0.0 psf Design Criteria: TPI LICENSE #0050068 rrrrss Plate Institute, TPI• Is located at 583 D'Onofrfo Drive. Madison, Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DP-0VIED0.FL32766 I TOTAL 33.0 psf V:09.05.02- 7878- 4' mgn: maim Analysis JUH PA1H: C:I1F6-LUKVUH51CHEK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLir— D.L. WO: CHEK3 WE: , TI: Q 9T1f 2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the===___========Joint Locations=============== This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of Imfltiple loads. 1) 0- 0- 0 3) 1- 8- 4componentand umlmehasbeenbasedonInformationSLIDERS- 2x4 SP #2 All COMPRESSION Chords are assd to be 2) 1- 8- 4 4) 0- 0- 0ovpridedbythechent- The designer ch-Wms Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. ----MAX. REACTIONS PER HEARING LOCATION----- faultyresponsibility for damages as a result of bearing. Y faulty or Incorrect information, specifications g• WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Typeand/or designs furnished to the truss designer H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 0- 4- 0 137 63 -226 BOT PINbytheclientandthecorrectnessoraccuracyPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Bld Type= Encl Le:58.0 ft W= 1.7 ft Truss 1- 7 - 0 47 0 -125 BOT H-ROLLofthisInformationasItmayrelatetoaspe- Support 1 226# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psfeliteprojectandacceptsnoresponsibilityorSupport2125# Inipact Resistant Coveringand/or GlazingReexercisesnocontrolwithregardtofabric,- MAX LIVE LOAD DEFLECTION: / 4 tru handling,shipmentanddsigneda of .. TC... FORCE ... CSI ..BC ... FORCE ... CSItrusses. This lrvss has been designed as an L/999 Individual budding component In accordance with L- 0. 00" D= 0. 00" T= 0. 00" 1- 2 -3 0.01 4- 0 - 55 0.01ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 20 0.01aspartofthebuildingdesignbyaBuddingT= 0.00" Designer (registered architect or professionalLit MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer{. When reviewed forapprrnal LY the budding designer, the design loadings shown T= 0. 00" must be checked to be sure that the data shown are In agreement with the local building codes, RMB = 1.15 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 asSmaes compression chords (top or bottom) are conttnu- 1-8-4ouslybracedbysheathingunlessotherwise 11 specified. Where bottom chords In tension are 1notfullybracedlaterallybyaproperlyapplied 2 rigid ceiling• they should be braced at a maximum spacing of 10'-0- o.c Connector plates shad be manufactured from 20 gauge hot dipped gahanized steel meeting AS NI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall msew this drawingto verify that this drawingIs In conformance with the fahricator's plans and to realize a continuing responstbalty forsuch vert- ncation. Any discrepancies are to in put In 0-11-2wittingbeforecuttingorfabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wool to wood bearing. Con- 1-4-7 nector plates shad be located on both faces of the truss with nods fully imbedded and shad be sym. about thejoint unless otherwise shown. A 0-6-6 5x4plate is wide x 4' long. A plate Is6' wide parwidex8' long. Slots [holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold ofthe webs unless otherwise shown. Connector plate sizes are minanurn sizes based on the forms shown 5X8 and may need to be Increased! for certain hand- ling and/or erection stresses. This truss b not tobe fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES 0-8-0 All bracing and crecllon recommendations arc to befollowed In accordance with "Handling I PlateHeight InstaWTrre ng & Bracing', HIB-91. Trusses ato L be handled with particular core during banding 43 and bundling. delivery andInstallationtoavoiddamage. Temporary and permanent bracing 138# 8.00" 48# 2.50" for holding trusses N o straight and plumb pos- 1-7-2 — Itlon and for resisting lateteforal forces shall be 1-8-4 designed and installed by otters. Careful hand- (R1-7-0) ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 required. Normal precautionary action fortrussesjimbessuch—,-tarybracingidtop duriling WARNING: READ ALL NOTES ON THIS SHEET. Ens. Job: LnstallaUon between muses to avoidtopplingWO: CHFK3 and domhall g.be nerthecontrolof of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A trusses shad be a insthecontrolof persons Maronda Systems experienced In the Installation gasses. Dsgnr: TLY Chk: Date: 10-09-02 Professfonal advice small be soughtuneeded. CONTRACTOR. thanConthe ationdesign loads no loads a groaner TIC Live 16. 0 psf DurFae - Lbr: 1.25 than the design (dads shad notheappliedto4005MARONDAWAYBRACINGWARNING: trusses at any it... No loads other than the Bracing shwa on this drawing Is not erection bracing, wind bracing• portal bracing or slmdar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 welght of the erectors shad beappliedtoSANFORD, FL. 32771 which Is a part at the building design and which niust be considered by the budding designer. Bracing O,C, Spacing: 24.Orr trusses until after all fastening andbracing (407) 321-0064 Fax (407) 321-3913 shorn Is for lateral support of truss members only to reduce buckling length. Provlslnns must be BC Live 0.0 psf h g• is completed. made to anchor lateralbracingatendsandspecifiedlocationsdeterminedbythebuddingdesigner. Design Criteria: TPI TOMAS PONCE P.E. Additional bmctngofllneoverallStructuremayberequired. (See HlB-9I of TPI). BC Dead 10.0 psfcag LICENSE #0050068 frruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: Fm 1005 VANNFSSA DR.OVIEDO.FL02766 N TOTAL 33.0 psf V:09.05.02- 7879- A2 cargo: morns maiysis JU8 FAIN: L:I7tt-- 1,0KUG8SICHFK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: R 9TY: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 Infonnationn, specifications and/or designs famished to the truss designer by the client and the correctness oraccuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrta- Uon, 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 loadingsshown 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 sp-In-Uons or special applied lads. Unless shown, truss has not Men designed for storage or occupancy loads. The design assumes compression chords hop or bottom) ate continu- ously braced by sheathing urdess otherwise specified. Where bottom chords In tension arc notfully braced laterally by a properly applied Mod ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanusd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing b In conformance with the fabricator's plans and to realize a continuing responsibility for suchverl- fica0on. Any discrepancies are to be put In writing before cutting or fabriauon. Plates shah 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 looted 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 cemmid of the webs unless otherwise shown. connector plate suss are minimum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Instating RBracing', HIB-91. Trusses are to be handled with particular care during bandingand 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 tared. Normal precautionary action for trusses requires such temporary bracing during tnsla8atlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experlenced In the Installation of trusses. Professional advtce shall be sought If needed. ConcentmUon of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be npplled to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should bemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/ 419 at Mid -panel # 1 L=- 0.17" D= 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LDADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 Joint Locations=====_=________ 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING VOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 5- 11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5- 11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, CSC, V. 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 58.0 ft W. 6.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6- 0-8 Ilk1 2 0- 6-6 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3. 00 I {® 0- 8 I I 5- 4-8 4 3 248# 8.00" 127# 2.50" 1-1-9 6- 0-8 76M .50" eEXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005MARONDAWAYSANFORD, FL. 32771 Bracing shown on this dmwing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the budding design and which must be consklered by the budding designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 O. C.Spacing: 24.Orr 407) 321-0064 Fax (407) 321-3913 shown is for forlateral support of tnmembers only to reduce buckling length. Provisions most be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Addiuonalbracing ofthemcmustn,ewreutayberequired. (seeHlB-91ol"M). BC Dead 10.0 f t Design Criteria: TPILICENSE #0050068 p'mss Plate Institute, TPI, is looted at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). Code Desc: FLA 1005 VANNE85A DR.OVIEDOXI- 3.2766 I I TOTAL33.0 psf I V:09.05 02- 7880- 41 a gn. __a area— my FAIR: L:I1tt-LUAUUH2.ICH6KJ HCS.' 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer di-latms any responslbWty for damages as a result of faulty or incorrect Information, specificaUons and/ordesigns furnished to the truss designer by theclient and the correctness or accuracy of this Infornatlon as It may relate to n spe- clllc project and accepts no responslbUy or exem"es no control with regard to fabrica- tion, handling, shipment and WtallatIon of trusses. This truss has Ixen designed as an individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part ofthe 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 clLnstic 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 oUnerwtse specified. Where bottom chords in tension art not fully braced laterallyby a properly applied rigid cet8ng, they should be braced at a maxhnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meetingASTM A 653. Grade 40, unless otherwise shown. 1_ -114140011191?Ir 101F** Prtor to fabrication, the fabricator shall review this drawing to verify that this drawing Ls in confomtance with the fabricator's plaits and to realize a continuing responsibilityforsuch veri- fication. Any disempancles are to he. put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with —11s 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 speedled. Double cuts on web members shall meet at the cent-ld of the webs unless otherwise shown. Connector plate slurareminimumsizesbasedontheforcesshown and may need to be increased for certain hand- hng and/orerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to A,NSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed In accordance with "Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionaryaction for Busses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The supervision of erectionof losses shall be under the controlof persons experienced In the Install t.1— of trusses. Professional advice shall be sought If needed. Concentrutlon ofconstruction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE * 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-2-3 0-6-6 WO: CHtn3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 it: S QTY:2 Joint Locations========_=====a 1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WhdLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req 4-8-8 L 2 6.00 3.00 I 0-8-0 I 4-0-8 4 3 205N 8.00" 98N 2.50" 1-1-9 4-8-8 60# 2 50" la EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 FMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: S CONTRACTOR. BRACING WARNING: Dsgar: TLv Chk: Date: 10-09-02 TIC Live 16.0 psf DurFac - Lbr: 1.254005MARONDAWAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psr DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 which Is a part of the building destgn and which must be considered by the building designer. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be BC live 0.0 psf O.C.Spacing: 24.0" p g• TOMAS PONCE P.E. made to anchor lateral bracingat ends and specified locations detennined by the building designer. Additional bracing of the overall structure may be requtred. (See HIB-91 ofTPI). BC Dead ] 0.0 fPs Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute. TPI, is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNFSSA DR0VIEW.Fi-32768 I TOTAL 33.0 psf V•0 05.02- 7881- 4,1 Design: Morris Analysis JOB PATH: CATEE-LOXUOBSICHEA3 HCS: 09.20.02 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 ofthis Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- eon, handling, shipment and Installation of trussm. This truss has been designed as an Individual buildingcomponent in accordance with ANSI/TPI 1-1995 and NUS-97 to be Incorporated as part ofthe building design by a Building Deslgner (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 bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conWtu. 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 spacingof 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal anUed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricaUon, the fabricator shall review this drawing to veiny that this droving is in conformance with the fabricators plans and to rcalim a continuing responslbWtyfor such veri. fication. Any discrepancles are to be put In writing before cutting or fabrication. Plato shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut for tight fittingwood to wood bearing. Con- nector plates shall be located on both faces of the truss with rwils 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- wlde 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 forcertain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infannatlun 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 1k Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces 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 InstallaUon between lnssses to avoid toppling and dominaing. The supervision of erection of truss- shall be under the control of persons upenenced In the Installation of trusses. Professional advice shall be sought if needed. Concentrationof constructionInds greater than the design loads shag not be applied to truss- at any lima. No loads other than the weight of the erectors shall be applied to truss- until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: T QTY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.02" 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- 6-3 1 0- 6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 Joint Locations==============- 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndL. od per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W= 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 3- 4-8 Ilk1 2 6 00001- 6-8 0- 8-2 3. 00 I 0- 8-0 2- 8-8 4 3 161N 8.00" 70# 2.50" e 1- 1-9 Di0 3-4-8 44# 2 50" R1- 1-7) C/ L: -3 4 EXCEPTASSHOWNPLATESARETL20GATESTEDPERANSI/TPI 1-1995 Over 3 Supports WAKNINCr: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing whichisapanofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing TC Dead 7.0 y psf 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Prwlslons must be BC Live 0.0 pSf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracingoftheovemustmeturemayberequired. (See HIB-91 of TPI). BC Dead 10.0 psf LICENSE # 0050068 rhuss Plate Institute. TPI. Is located at 583 D'Onofrio Did", Madison, Wisconsin 53719). 1005 VANNESSA Dn.oVIEDO.rt32766 I TOTAL 33.0 psf Design: Mnrr{r Analysis JOB PATH: QITEE-LOKIJOBSICHEK3 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Truss ID: T Date: 10-09-02 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 1Gif jPLIFT D.L. WO: CHEK3 WE: TI: U QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ====== -=======Joint Locations==============NTiusdesignUforanindividualbuildingBOTCHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 2- 0- 8mcoponentandhasbeenbasedoninfarnatlonSLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0providedbytheclient- The designer disclaims Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- faultyresponsibility for damages as a result of bearin y faulty orincorectinformation. spectfications g• WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Ioc. Type and/or designs furnished to the truss designer H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 127 131 -157 BOT PIN bytheclientandthecorrectnessoraccuracyPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Bld Type. Enel L. 58.0 ft We, 2.0 ft Truss 1-11- 4 60 0 -191 BOT H-ROLL ofthisInformationasItmayrelatetoaspe- Support 1 157# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf clBcprojectandacceptsnoresponsibilityorSupport2191# act Resistant Covering and/or Glazing Re exercisesnocontrolwithregardtofabrim- MAX LIVE LOAD DEFLECTION: Impact g / g 4 lion. handling, shipment and Installation of busses. This truss has been designed as an L/964 at JOINT # 2 ..TC... FORCE... CSI ..BC ... FORCE... CSI individual budding component in accordancewith L--0.02" D- 0.00" Ter-0.02" 1- 2 -24 0.20 4- 0 -229 0.05 ANSITM1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 3 46 0.02 aspartofthebuildingdesignbyaBuildingT= () . 03" rnDesigner ( registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: gineer). l4'hcn reviewed far approval by the building designer, the design loadings shorn T= 0. 04 " must be checked to be sure that the data shown are in agreement with the local building codes. RMB = 1.15 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 foods. Thee design asshunes compression chords (lop or bottom) art cuntlnu- 2-0-8 ouslybracedbysheathingunlessotherwisespecified. Where bottom chords in tension are 1 2 notfullybracedlaterallybyaproperlyappliedrigid cdWhg, they should be braced at a r--- maximumspacingof10'-(r — Connector 6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing rsponslbWty for such veti- flotlon. Any discrepancies are to be put In 1-2-8 writingWon, culling or fabrication. Plats shall not be installed Over knotholes. knots or distorted gain. Members shall be cut for tight filling woad to wood tearing. con- 1-10-3 nectorplatsshallbelocatedonbothfacesofthe truss with fiats fully Imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate Is5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slats (holes) run parallel to 0-6-6 theplatelengthmeet d. the Double cuts he web ' 0-4-2 membersshallmeetw the ocentrold Connectorof the webs unless otherwise shown. Connector plate sizes arc zes minimumsibasedon the (ores shown and may need to be increased for certain hand. 5X6 ling and/ or erection stresses. This truss is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recovunendallons are to be followed in accordance with 'Handling lnstalllng A Bracing'. HIB-91. Trusses arc 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 force shall be designed and Installed by others. Careful hand- ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons exp—fenced in the Installation of trusses. Pmfsslomal advice shall be sought If needed. Concentration of construction loadsgreater than the design bads shall not be applied to trusses at any time. No foods other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3.00 i O-8- 0 1-4- 8 I 43 127# 8. 00" 60# 2.50" fe (R111 7) ° 2-0- 8ld EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDOXI-327W scale = 1. 1370 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U CONTRACTOR. Dsgnr: TLY Cbk: Date: 10-09-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on fhb dmwtng Is not erecllon bracing, wind bracing, portal bracing or slmLL•tr bracingTC Dead 7.0 psf DurFae - Pit: 1.25 which isapartofthebuildingdesignandwhichmustbeconsldercdbythebuildingdesigner. Bmcing shown Isforlateralsupportoftrussmembersonlytoreducebucklinglength. Provtslons trust be BC Live 0.0 psf O.C.Spacing: 24.Ott made to anchor lateral bracing at ends and specified locations determined by the building desigec Additional bracingoftheOverallstructuremayberequired. (Sce HIB-91 of TPI). QCDead 10.0 f Design Criteria: TPI rrmss Plate Institute. TPI. Is located at 583 Donofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33. 0 psf V:09.05.02- 7883- & s•• ^•ter•• wo r-nul: l.:llth--LUAVUHJICN6A-f HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on tnfornatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spect[ImUons and/ordesigns 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 exem'M m- no control with regard to fabrt tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance will ANSI/TPI ]-1995 and NDS-97 to be Incorporated as 1-1 ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed forapproval bythe 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 specdlcatons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are ctmunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, theyshould be braced at a maxlmum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prlor to fabrication. the fabricator shall renaew this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze a continuing responslbldty for such vert- Ncatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for Ught lilting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5• wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slats (hales) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes art minimum stress lased on the forces shown and may need to be increased forct,naln hand- ling and/orerection stress". This thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mearnttendations are to be followed in accordance with -Handling Installing & Bmcing'. 11I13-91. Trusses arc to be handled with particular care during banding and bundling. deliveryand Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Ition and for resisUng lateral forces shall be designed and Installed by others. Careful hand- ling Is esscau"I and erection bracing is ahvays requited. Normal precautionary acuuon for trusses requires such temporary bracing during wtailauon between trusses to avoid toppling and dominoing. The supervision of e—tl,n of truss" shall be under the control ofpersons experienced in the installation of truss". Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to thus" at any time. No loads other than the weight of the erectors shall be applied to truss" untilafterall fastening and bracing is eurrhpleted. JB: CHESAPEi,nZ K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 Let 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 2 7 0-6-6 WO:I,nc'K3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result Of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bid Type= Encl L= 58.0 ft W= 0.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 TI: V 9TY:2 Joint Locations==============sr 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1ll# Support 2 77# 0-9-0 I, 1 21 60000 0-10-14 4 0-9-0 LIlk41 65# 7.50" 8# 1.50" 12g.- I -1 R1- 1-7) C/L: 0-5-0 (RO-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (1) 10d Toe-Nads Attach with (1) 10d Toe -Nails scale = 1.7484 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CH1=KS LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: V CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 10-09-02 4005 MARONDA WAY TIC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bmeing, portal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bmcing isforlateralTIC Dead 7.0 psf BC Live O.t) DurFae - Pit: 1.25 O. C. 24.On Spacing: JPg407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of tnhss members only to reduce buckling length. Provisions must the made to anchor lateral bracing at ends and specified locations determined by Lite budding designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). p BC Dead 10.0 Psr Design Criteria: TPI LICENSE # 0050068 rr-ss Plate Institute. TPI, is located at 583 D'Onof-ft, Drive. Aladi on. Wisconsin 53719). Code Desc: FLA 1005 VANNE3SA DItoVIED0.1L32766 I TOTAL 33.0 psf V:09.05.02- 7884- 4; unrgn: mmrrs Analysis JUU YAIIi: LAItt-LUKUUHJICHEK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: W QTY:2DESIGNINFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaimsanyresponsibilityfordamagesasaresultoffaultyorinconectInformation, speclncations and/or designs furnished to the Cuss designer by the client and the corectness or accuracy Of this Information as It may relate to a spe- edle project and accepts no responslbWty 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 ofthe building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, pmJect specifications or spmtal applied loads. Unless shown, truss has not I— designed for storage or occupancy loads. The design assumes compression chords (top or bottom( are continu- ously braced by sheathingunless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a properly applied right ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gfhanlzed steel meeting ASI'M 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 lubricators plans and to realize a continuing responsibility for such verl. Bcation. Any ducrepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes• knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector Plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length speclned. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minlmwn sizes based on the forces shown and may need to be Increased for certnm hand- ling and/or erection stresses. This truss Is not to be fabricated with Ore retanfant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendations are lu be followed in accordance with-iandling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, deliveryand Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won 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 dominoing The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to I— until after all fastening and bracing u completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125nph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0BldType= Encl L. 58.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 Joint Locations=========e:e:=e:=d 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 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- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H-ROLL 9-10-13 1 2 3 r4 24 0-6-2 i 4-0-2 3X8 9-10-13 5 4215# 11.31" 417# 2.50" 1-6-2 RI-6-0)-6-0) 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 1005 VANNFSSA DROVIEDOXI-32766 WAKNINCi: 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 bracingwhichbapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytorethreebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations detennined by the buildhhg designer. Additional bracing of the overall structure may be required. (See IIIB-91 ofTPI). frruss Plate Institute, TPI, Is located at 5&9 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.4873 Truss ID: W Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Murriz Analysis JOB PATH: CA1EE-L0KU0BSIC11EK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any respurslbWty far damages as a result of faulty or Incoamct Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information r s It may relate to a spe. clflc project and accepts no responsibility or emb- nn control wJUl regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance wid ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archltmt 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 rc In agreement with the loot building codes. local climatic records for wind or snow (cads. project specifications or special applied loads. Unless shown, truss has ,at been designed for storage or occupancy loads. The design assumes compression chords Imp or bottom) are eonWw- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc 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 ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Watbn. Any discmpancles arc to be put in writing before cutting or fabrication. Plates overnotbeinstalleder knotholes, knots or distorted gram. Members shag be cut for light filling wood to wood tearing. Con- nector plates shall be looted on both faces of tine tress with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate b (i wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at We-rilrold of the wet. unless otherwise shown. connector plate sizes are rnntbnum size based on the forces shown and may need to be increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on euallty Control refer to ANSI/III 1-1995 PRECAUTIONARY NOTES All bracingand e—Uon recouhmendallons we to be followed In accordance with 'Handling Installing N Bracing", IIIB-91. T--- arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporaryand permanentbracing forholding trusses in a straight and plumb pos- Ilmn and for resisting Lateral form shall be designed and Installed by others. careful hand- ling is essential and erection bracing is nhvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between tnisses to avoid toppling and dominaIng. The supervision of er—Uon of Irusses 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 Lime. No loads other than the welght of the erectors shall be applied to trusses until afterall fastening and bracing Is complelecl. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 375# Support 2 430# Support 3 56# 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 = 1.00 2-5-11 0-6-2 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be abletransfer52poundsofhorizontalreaction WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Part L. 58.0 ft W= 4.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI: W 1 QTY:1 Joint Locations=======_==_==== 1) 0- 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9BCVertL+D 0 0- 0- 0 -13 4- 8- 9 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9 1 2 44 28# 4.95" 1-6-2 R1-6-0) 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 1005 VANNESSA DROVIEDO.F1.32766 Design: Afdrris Analysis 4-8-9 2-2-2 3 1 120# 2.83" 240# 2 00" CANT: C/L: 4- 13Over3Supports YVAKNIN(i: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing Is not erectlnn bracing, wind bmcing, portal bmcing or similar bracingwhichIsnpartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforLateralsupportoflossmembersonlytoreducebucklinglength. Provisions must he made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the m erall structure may be required. (See IIIB-91 of TPII. runs Plate Institute. TPI. is looted at 583 D'Onafrio Drive. Madison. Wiscohsm 53719). JOB PA771: CATEE-LOWOBSICHEK3 Eng. Job: Dvvg: Dsgnr: TLY CIA: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Attach with (3) 10d -foe-Nails Attach with (4) 10d Toe -Nails 0-0-7 scale = 0.8481 Truss ID: WI Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. Thedesigner disclaims any msponslbWty, for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by theclient and the mrectness oraccuracy of this Information as It may relate to a spe- It project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and imb illation of trusses. Tins 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 engtneerl. When reviewed for approval by the building designer, the design landings shown must be checked to be sure that the data shown are in agreement wlth the IocJ building codes. local climatic records for wind or snow loads. project speeiflcatlons or special applied loads. Unless shown, truss has not been designed for storage oroccupancy loads. The design ass - compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension nit not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-(' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing toverify that this drawing is in conformance with the fabncators plans and to rallu a continuing responsibility for such verl- flcalion. Any dlscrepancles arc to be put in writing before cutting or fabrication. Plates shall not he installed aver luto0noles. knots or distorted grain. Members shall be cut fortight fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate s 6- wide x 8- long. Slob+ (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cent mid of the webs runlessotherwiseshown. Conrimi plate sizes are mlnlon m sizes hosed on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Tilts truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on QualityControl refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendauons are to be followed in accordance with "Handling hstalling & Bmcing-. HIB-91. Trusses are to be handled with particular tare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pon- toon and for ressung lateral forces shall be designed and installed by others. Careful hand- ling Is essentlal and aectlon bracing is always meluued. Normal precautionary action for trusses requires such temporary bracingduring lnstalfaBon between trusses to avoid toppling and dominoing. The supervision oferection of trusses shall be under the control of persons experienced In the tmtallauon of trusses. Professional advice shall be sought If needed Concentration of construction bads greater than the design Lads shall not be applied to trusses at any time. No loads other than the weight of tine erector shaft be applied to trusses n. after all fammu ng and bradng s completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB a 1.15 4-3-15 0-6-6 I WO: cHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -71 1.00 4- 3 0 0.85 TI: Y QTYA Joint Locations=============_ . 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type6-10-12 151 172 -356 TOP PIN 0- 4- 0 280 203 -433 BOT PIN6-10-12 81 0 -52 BOT H-ROLLPROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 433# Support 2 356# Support 3 52# 7-0-0 1 2 4-0-6 I 7-0-0 4 3281N8.00" 1-1-9 1 151N 2.50" 7-0-0 82N .5011 RI-1-7) EXCEPT AS SllOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: -10-12 Maronda Systems u 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k0050068 1005 VANNESSA DROVIEDOSI-32766 WAKNINU: READ All NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgfir: TLY Chk: BRACING WARNING: TIC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing. penal bracing orsimilar bracingwhichisapanofthebuildingdesignandwhich TC Dead 7.0 psfmustbeconsideredbythebuildingdesigner. Bracingshownisforlstemlsupportoftrussmembersonlytoreducebucklinglength. Prrnislans must be BC Live 0.0 psfitadetoanchorlateralbracingatendsandspecifiedlo©tlons determined by the building designer. Additional braoinp, ofthe overall structure may be required. 1,Sce HIB-91 of T1,11. BC Dead 10.0 psfTrussPlateInstitute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTA1, 33.0 Aftacll Will, (3) IUd Tue-Nail$ Attach ivith (2) 10d Toe -Nails scale = 0.4854 Truss ID: Y Date: 10-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PA711: C:ITEE-L0KVOnC11EK3 NCS: OS.20.02 DESIGN INFORMATION This design is for an IndMdual building component and has been based on Information prodded bythe client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/ordesigns furnished to the truss designer by the client and the correctness oraccuracy ofthis Informationas It may relate to a spe- clflc p"ecl and accepts no nesponslbWty, 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 wit) ANSI/M 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineerl. When mimed 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, protect specifications or special applied loads. Unless shown, tress has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unlessotherwise 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 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah-antzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to he put In wrung before cutting or fabrication. Plates shag 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 nalls fully Imbedded and shall be sym. about theJoint unless otherwise shown. A 5x4 plate Is 5' widex 4' long. A 6x8 plate is 6' wide x 8- long. Sluts (holes) run pamllel to the piste length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connectorplate sties are ndrdmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Inslaling A Bmcing". III13-91. Trusses are to be handled with particular rare duringbanding 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- Iing b essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervbIon of erection of trusses shall be under the control ofpersons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction Imds greater than the design loads shall not he applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: %- HESPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 58.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 TI: Z QTYA Joint Locations== c[=========n 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 44# 5-1-8Ilk 1 2 3-1-2 ri99 M 5-1-81431 219a 8.00" 110a 2.50" 1-1-9 61a 50" e}e 5-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TPI 1-1995 Over 3 Supports H Systems] 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.1`1_3276 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing, portal bracing or sindlar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bmeingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. 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. (Sec HIB-91 ofTPfi. Truss plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: WO: CHEK Dwg: Truss ID: Z Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7899- 6( uesign: Morris Anarprls JUH PATH: C:ITEE-IOK1JOBSICHEK3 I1CS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibdity 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 oraccuracy Ifthis Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlca. tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as fart ofthe budding design by a Budding Designer (registered architect or professional engineer(. Wien reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In no—enl with the local building codes, local climatic records for wind or snow Inds, pmject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvatil-d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall mvim this drawing to verify that this drawing is In conformance with the fabtleator's plans and to rcalim a continuing responsibility for such veri- t©lion. Any discrepancies are tobe put In waling before cutting or fabrication. Plat" Lto shall not be Installed over knotholes. knots or distorted grain. Members shall be cut far tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with naLLs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4^ long. A6x8 plate is 6' wide x 8- long. Slots (holes) nut parallel to the plate length specined. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sties are minimum sixes based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/'IPI 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• deliveryand Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Ivon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Ls always required. Normal precautionary action for Uusses requires such temporary bracing during Installation between I.— to avoid toppWg and dominoing. The supervision of erection of susses shall be under the control ofpersons experienced In the Installation of trusses. Professional advice shall be sought t needed. Concentration ofconstruction loads greater than to design lords 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: CHESAPEAKE K 3 AC:' -J# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-6-6 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WnciLod per ASCE 7-98, C&C, V= 125mph, He: 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z 1 QTY:4 Joint Locations=====__===___=_ 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 287# Support 2 176# Support 3 27# 3-1-8Ilk 1 2 0 2-1-2 3-1-8 4 3 154# 8.00" 67# 2.50" 1.3 1-1-9 jc 3-1-8 37# 2 0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINCr: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' CONTRACTOR. Dsgnr: TLY Cldc: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing• portal bracing or .1 it,, bracing w-hlch is a fan of the building design and which must be consldered by the building designer. Bracing TC Dead 7.0 psr 407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of truss members only In reduce buckling length. Prnielons must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltonal bmctng of the m•emstructure may structumayberequired. ISce HIB-91 of TPI). BC Dead 10.0 PSI` LICENSE #0050068 rrnrss Plate Institute, TPI, Is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). 1005 VANNErMA DR0VIE=rI_32701 TOTAL 33.0 psf Attach with ( 3) 10d Toe - Nails Attach with ( 1) 10d Toe - Nails scale = 0. 8792 Truss ID: Z1 Date: 10- 09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA uexgn: Arrant Annryrir !UB PA7ll: C:17EE-L0KU0BSICHEK3 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on InfornwUon provided by the client. The designer disclalms any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy ofthis Information 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/7P1 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. thedesign loadings shown must be checked to be sure that the data h- am In agreementwith 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 oroccupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is In conformance with the fabricators plus and to realize a continuing responsibilityfar such vert- nention. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be Installed rner knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both facesof 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 GxB plate is 6' wide x 8- long. Slots (holes) con parallel to the plate length specified. Double cuts on web members shall meet at the mntrold of the webs unless otherwise shown. Connector plate sizes are minhnum sizes based on the forces shown and may need to be Increased for certain hand- nng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control referto ANSI/'IPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection mcommendatiom are to be followed In accordance with -Handling Installing S Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. deliveryand Irstallation toamid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tnmses requires such temporary bracing during WLa1Ltion between trusses to amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professlonal 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 ecweightoftheertors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K-J-* AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WIDGETS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 WO: CHEKj ' WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0BldType= Encl L= 58.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: L2 QTY:4 Joint Locations==========___=A 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# Imo— 1-1-8 L 1 0 L 4 3 89# 8.001, 25# 2.50" 1-1-9 1-1-8 13# 2. " EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPl 1-1995 Over 3 Supports M_aronda Systems 4005 MARONDA WAY SANFORD, Ff_. 32771 407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDOXI-32760 Design: Afmrix Analysis Attach with (1) LOd Toe -Nails Attach with (1) IOd Toe -Nails scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Cldc: EI Truss ID: Z2 Date: 10-09-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bmctng, portal bracing or similar bracing TICDead 7.0 psf DurFae - Pit: 1.25whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportofcussmembersonlytoreducebucklinglength. Provisions must be BC Live 0.0 psf Spacing: O.C.S 24.Onpg 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"Mil. BC Dead 10.0 fl Design Criteria: TPI rrross Plate Institute, TPI, is located at 583 D'Onnfno Drive, Mndison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf I. JOB V-09.05.02- 7901- 6: PATH: CATEE-LOKVOBS(CHEKJ HCS: 08.20.02 DESIGN INFORMATION This design is for an individual buddingcomponentandhasbeenbasedonInformation provided by the client. The designer disclabns 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- clfle 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). When reviewed forapproval by the building designer, the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes. local climatic records for wind or snow loads. project speclfilallom or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes presslon chords (top or bottom) are conllnu- ouslybraced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from20 gauge hot dipped galvanized steel meetingASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwng to verify that this drawing is in conformance with the fabricator's plus and to realize a continuingresponsibility for such verl- Blatlon. Any discrepancies are to be put in writing before culling or fabri©ton. Plato shall not be installed wet knotholes, knots or distorted gram. Members shall be cut for tight rating wood to wood bearing. Can. 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. A6x8 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 certain hand- lingand/or a Uon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSIrMl 1.1995 PRECAUTIONARY NOTES Ail 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, demery 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 erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses 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 lima. No loads other than the weight of the cantors shall be applied to trusses until after ail fasteningand bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L--0.02" 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 2-5-15 I 0-6-6 VNV: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 :mist be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V= 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L. 58.0 ft W= 3.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 9TY:3 Joint Locations=====_____====,i 1) 0- 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 TOP PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 2-2-6 9 3-4-0 4 3 161# 3.5011 72N 2.50" le ( 1-1- 7) 34-0 63# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-242 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNF_SSA DR-Crn nD. FI_-Ana Design: Matrix Analysis WAKNIN(i: 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 eractlon bracing, wind bracing, portal bmcing orsinillw bmcingwhichIsapartofthebuildingdesignandwhichmustbemnslderedbythebuddingdesigner. Bracingshownlsforlateralsupportoftrussmembersonlytoreducebucklinglength. provisions must be made to anchor lateral bracing at ends and specnled locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce ilf8-91 of TPp. rrruss Plate Institute. TPI, is loaded at 583 D'Onofrio Drive. Nindson. Wisconsin 53719). JOB PATH: CATFF--L0K1l0BSICllFK3 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHF_KT_ Truss ID: Z3 Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 02- 6: TICS: 08.20.02 DESIGN INFORMATION This design Is for an Individual buildingcomponentandhasbeenbasedonInformation provided by the client- The designer disclaims any responsibility for damage -:as a result of faulty orIncorrect Informationt specification and/ordesigns furnished to the truss designer by the client and the correctness or accuracyofthisinformationasitmayrelatetoaspe- ciflc pmjmt and accepts no redponsibWty or exemises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an indhidual building component In accordance with ANSI/TPI I.19% and NDS-971to 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 nor 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 (lopor bottom) are continu- ously braced by sheathing unless otherwise speclfled. Where bottom chords In tenslan are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacingof 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 Pr1or to fabrication, the fabd©tor shall review this drawing to verify thatthisldmwbhg is In conformance with the fabricators plats and to reallm a conUnuing responsibility for such verl- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Insled over knotholes. Mots ordistorted gain. Members shall be cut for tight fitting wood to wool bearing. Con. nector plates shall be located on both faces of the truss with rills fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long.'A 6x8 plate is 6- widex 8- lung. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ccritrold of the wells unless otherwise shown. Connector plate sizes arc mhlbnum sizes based on the forces shown and may need to be Increased forcertain hand- ling and/orerection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUo—I Information on Quality Control referto ANSI/7P1 I-1995 PRECAUTIONARY, NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Braeble. HIB-91. iTrusses are to be handled with particular car; during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and Installed by olhe'ts. Careful hand- ling Is essential and erection biacing is always required. Normal precautionary' action for trusses requires such temporaiy bracing daring Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of person experienced In the irlstallavon:of susses. Professional advice shall be sought if needed. Concentration ofconstnrction'l(lads greater than the design IOads shall not he applied to trusses at any time. No loads other than the weight of she etectors shall be upplled to trusses until after all fastening and bracing I. completed. CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, CSC, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 58.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI-.RC... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z4 QTY:2 Joint Locations=====__======== 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BOT PIN 1- 0- 4 21 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 175# Support 2 66# Support 3 16# 1 2 60000 1 t 1-1-8 4 3 89# 3.50" 25# 2.50" 1-1-9 1-1-8 2n EXCEPT AS SIION N PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNESSA DR.OVIEDOYI-32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`i'g: Truss ID: Z4 CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this dmwing Is not erection bracing, wind bracing, portal bracing or similar bmcmgwhichisnpartofthebuildingdesignandwhichmustbeconskleredbythebuildingdesigner. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p made to anchor lateral bracing at ends and specified locations deleroUned by the building designer. Additional bracing of the overall structure may be required. IS= HIB-91 ofTPB. BC Dead IU.0 fps Design Criteria: TPI Truss Plate Institute. TPI, is Located at 583 D'Onofrio Drive. Madison, Wisconsin 537)9). lCode Dese: FLA TOTAL 33.0 psf V:09,05.02- 7903- & HCS: 08.20.02 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE Builder: MARONDA HOMES Address: 1j4rbvvin colony wok Permitting Office: City, State: ra, Ft' Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I. New construction or existing New _ 12. Cooling systems 2. Single funily or tnilti-family Single family _ a. Central Unit Cap: 35.4 kl3tiditr 3. Number of emits, if multi -family I _ S1 1 R: 11.00 _ 4. Ntuuber of 13e(Iroonis 3 _ b. N/A 5. Is tlus a worst case? Yes 6. Conditioned tloorarea (tt') 1625 ft' c. N/A 7. Glass area & type a. Clear - single pane 133.0 It' _ 13. I[eating systcnts b. Clear - double hate 0.0 fP _ a. Electric Heat Pinup Cap: 35.4 kl3tuAir c. Tint/othcr SIIGC - single pane 0.0 It' _ 1ISPF: 7.40 _ d. rint/other SHGC - double hate 0.0 ft' b. N/A S. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) tt _ c. N/A b. N/A c. N/A 14. plot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Instil, Exterior R=4.2, 1033.0 lie _ EF: 0.93 b. Frame, Steel, Adjacent R=1 1.0, 207.0 It' _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A IR-11cat recovery, Solar 10. Ceiling types DI IP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 It' _ 15. H VAC credits PT, _ b. Under Attic R=19.0, 1272.0 tt' _ CF-Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 W 1-IF-Whole house fan, 11, Ducts 1'1'-I'r'ogriminable'I'hermostit, a. Sup: Unc. Ret: Con. All: Garage Sup. R=6.0, 165.0 It _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASSTotalbasepoints: 23862 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY. DATE: MAY 0 9 nni I hereby certify that this building, as designed, is in compliance with the Flori a Energy Code. OWNER/AGENT: DATE: MAY 0 A n 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. ILDING OFFICIAL: TE: VHE ST9l ot, 0 3 WF' EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 175.0(p) 31.8 5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p 31.90 5582.5 Raised 0.0 0.00 0.0 Base Total: 5565.0 As -Built Total: 175.0 5582.5 INFILTRATION Area X BSPM Points Area X SPM Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 30841.8 1.000 1.079 x 1.150 x 1.00) 0.310 0.950 11270.5 31019.1 0.4266 13232.7 1 30841.8 1.00 1.241 0.310 0.950 11270.5 EnergyGaugeTm DCA Form 60OA-2001 Enei vraugeG/FIaRES'2001 FLRCPB v3.7' 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 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.0 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3905.8 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Base Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 175.0(p) 1.9 332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: 332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM Points Area X WPM Points 1625.0 0.28 455.0 1625.0 -0.28 455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugens/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 6992.6 1.000 1.068 x 1.160 x 1.00) 0.461 0.950 3795.7 4681.2 0.6274 2937.0 1 6992.6 1.00 1.239 0.461 0.950 3795.7 EnergyGaugeTm DCA Form 60OA-200 I EnergyGaugeWlaRES'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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 13233 2937 7692 238621 11271 3796 7278 22345 PASS OR CHE STg7 o. n uJ rnna. n `AL rNLOD WV' EnergyGaugelm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sg.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 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter_penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES must be met or exceeded §v all residences. COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. ELECTRIC.... I. New constriction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. CEntriLl Unit Cap: 35.4 Mtu/hr _ 3. Number of tmits, if multi -family I SEER: 11.00 _ 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes 6. Condidoued floor area (Ih) 1625 ft' c. N/A 7. Glass area & type a. Clear - single pane 133.0 112 13. Beating systenns b. Clear - double pate 0.0 IV a. Electric Beat Pwnp Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 W I-ISPf: 7.40 d. Tint/other SI IGC - double pane 0.0 ft' b. N/A 3. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) II c. N/A b. N/A c. N/A 14. blot water systems 9. Wall types a. Electric Resistance Cap: 50.0 gallons a. Concrete, int Insul, Exterior R=4.2, 1033.0 tt' EF: 0.93 b. frame, Steel, Adjacent R=1 1.0, 207.0 W b. N/A c. N/A d. N/A c. Consen ation credits e. N/A I IR-Heat recovery, Solar 10. Ceiling types DtIP-Delicated heat pump) a. Under Attic R=19.0, 360.0 It= 15. 11VAC credits b. Under Attic R=19.0, 1272.0 W CF-Ceiling feu, CV -Cross ventilation, c. Under Attic R=19.0, 97.0 ft' I -BF -Whole house f'an, 11. Ducts 1"1'-Iliogratumable'I'hcrruostat, a. Sup: Uuc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 tt RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-1I-Multi7one heating) I certify that this ]ionic has complied with the Florida Energy Efficiency Code For Building Construction through the above energy savutg features which will be installed (or exceeded) ST4 Ointhishomebeforefinalinspection. Otherwise, a new EPL Display Card will be completed O4THE based on installed Code compliant features. Builder Signature: Date: MAY 0 9 2003 v Address of New Home: City/FL Zip: 0 O WE'D NOTE: The home's estimated energy performance scar-e is only available th,•ough the FTAIRES computes -program. This is not a Building Enei-gy Rating. 1 ow- score is 80 or realer or 86or a U.SEPA/DOE Ener Sta17"desi nation , your home nia , qualify for energy efciencv mortgage. (P-hM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Ener•gv Garage web site at ivtvtvlsec.ucfedu forinformation and a list of certified Raters. For it formationabout Florida's Energy 1 ffacienc , Code For Building Construction, contact the Department of Communih, A&hirs at 8501487-1824. EnergyGaugeOk ( Version: FLRCPB v3.21) ELaronda Homesj AN EASILY OBSERVABLE BETTER VALUE! 1 / 01 NOR"1'H KELL6R ROAD, Suin- F • ORI-ANDO, Fi ORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA x CITY OF SANFORD VOLUSIA COUNTY SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 27 144 Crown Colony Way. 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. DEBBIE TIME MyC-nMExp. V5/D59, No. CC 999378vwh&( erw"y woown I I Otna I.D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc