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HomeMy WebLinkAbout132 Crown Colony Way 03-2171PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 PHONE NUMBER CRC 058496 PROPERTY OWNER .ADDRESS PHONE NUMBER ELECTRICAL CONTRACZ MECHANICAL CONTRAC PLUMBING CONTRACTO MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION f�ok -0 - 'k-- t k1w � op wmm ib\ is too A PERMIT #010 Al DATA81%t1q3 PERMIT DESCRIPTION 49S2 PERMIT VALUATION SQUARE FOOTAGE t7 C7 r� U) En CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 132 CROWN COLONY WAY for which permit 03-00002171 has heretofore been issued on 6/20/03 has been completed according to plans and specifications filed in the office of the Building fficial prior to the issuance of said building permit, to wit as S� �. complies with all the building, plumbing, electrica , zonin and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled �C3c'C� Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In IU Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage 0 1 /f' Paved Maintenance Bond PUBLIC WORKS: Street Name �yS Street � Signs It Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 6/20/03 10.00 01-APPLCTN FEE -BUILDING 6/20/03 10.00 01-APPLCTN FEE -MECHANIC 6/20/03 10.00 01-APPLCTN FEE -PLUMBING 6/20/03 10.00 02-ENGNG DEVLPMT FEES 6/20/03 10.00 01-FIRE IMPACT - RESIDENT 6/20/03 59.27 01-LI13RARY IMPACT FEE 6/20/03 54.00 01-OPEN SPACE 6/20/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 132 CROWN COLONY WAY for which permit 03-00002171 has heretofore been issued on 6/20/03 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 YMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY OWNER 6/20/03 6/20/03 6/20/03 6/20/03 6/20/03 6/20/03 6/20/03 91.93 13.33 847.00 13.34 1384.00 650.00 1700.00 ►� �IAY�ow 0 cT3 BUILDING OFFICIAL / DAT • v• ' O V\1 1 1 I 1 I CERTIFCATE OF OCCUPANCY1 I 1 REQUEST FOR FINAL INSPECTI(*; a . �— 1 I I I ►• **** SINGLE FAMILY RESIDENCE****= I 1 1 1 DATE: -O 1 1 �3 U% E a PERMIT #: C) a \"� g ADDRESS: 0,0 41�C 1 tr 1 CONTRACTOR: PHONE #: yd1- L\r) f.- -(Zk\\a G do 1 � V 1 W a - all 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. +DEngineeringits'� I A (Public Wo oning L A tilitie tensing CONDITIONS: (TO BE O LET ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: - -O PERMIT #: c:) ADDRESS: CONTRACTOR: PHONE #: yd1- L r) J:-, -Qma 1, ig � 4 2"1", The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering I A 1 �PublicWorks �'���C oning A o Utilities censing `A — CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 10- `O „ PERMIT #: ADDRESS: �-?sa CONTRACTOR: PHONE #: yC�1- yr) J -(Ma The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering jPublic Works O Utilities oning L � A ><censing A I, - CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) AYONE INC'. LAND SURVEYORS 300 COUNTY ROAD 427 SOUTH LONGWOOO, FLORIOA 32750-5499 TELEPHONE: (407) 630-9060 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 132 Crown Colony Way Legal Description: Lot 21 , CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 21 CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). 1)�m'nick F. C:av: ne Fio! ida Surve, or &Mapper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 9-25-2003 W.O. # 2003-13323 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOODINSW2ANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAIC Number 132 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 21 - 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 ##.####f#°) ❑ 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 M. STATE CROWN COLONY 1120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4/17/95 417195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' El Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, ARIAH, AR/AO Complete Items Cl-a- below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) 2 ft.(m) o b) Top of next higher floor _. _ft.(m) "' o c) Bottom of lowest horizontal structural member (V zones only) — o d) Attached garage (top of slab) _ft.(m) _. J(m) 00 0 1, o e) Lowest elevation of machinery and/or equipment w servicing the building (Describe in a Comments area) _ft.(m) E X 0Lowest adjacent (finished) grade (LAG) 6ft. m z' 2) o g) Highest adjacent (finished) grade (HAG) _. _ft.(m) 0 v 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. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND i+IO.• Policy Number CITY STATE ZIP CODE I Company NAIC SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentloompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WRHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(Select the building diagram mosl sirru1ar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft(m) _in.(crm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SIGNATURE DATE TELEPHONE O 3 407.475.9112 COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (induding basement) of the building is: _ _fl.(m) Datum: Gg. BFE or (in Zone AO) depth of flooding at the building site is: — _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions « ^} --Il CITY OF SANFORD PERMIT APPLICATION Permit # : �1 t Date: May 15, 2003 Job Address: 132 CROWN COLONY WAY Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,752.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alann 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 Calc. 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: 2,667 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood "Lone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0210 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: 4{ 07) 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. 05/ 15/03_ H Signature efO OwnerFAgent Date Russell Keith Summers Print Owner/Agent's Name 05/ 15/03 Signature of Notary -State of Florida Date 1�or r(o DEBBIE TIME Q NOTARY o My Comm Exp. 2/5/05 Puetrc No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID ^~ 05/15/03 Signatur of C tractor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 05/ 15/03 Signal of Notary -State of Florida Date n�nINOTAIR DEBBIE TIME MY Comm Exp. 2/5/05 No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg �`'i Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) FD: (Initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ©=? i —1I Date: The undersigned hereby applies for a permit to install the following electrical Owner's Name: Maronda Homes Inc., of Florida c2l --------------------(�---I--'-------`--I-----a- ----- -- Address of Job: 1� --cy—O LV 0_—W 1 � Electrical Contractor: DANIEL G. P GLIS Residential: __V_0_P0__ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service O 3S 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: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ,Applicant's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Numbero) ' r� 1 ` Date: The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 132 Crown Colony Way Lot: 21 Panel: s -------------------------- Mechanical Contractor: GARY CARMACK Residential----�----- Non -Residential Amount Nature of Work: Job Valuation: A lication Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. (A ------- - -- Applicant Signature CAC043900 ------------------------------------ State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number:C5 � _ CJ I 1 Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: _____ 132 Crown Colony Wa1/_....... Lot: 21_ Panel: 5 Plumbing Contractor: _______WILLIAM T._SELF Residential: __%/--- _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00 One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. ----�---------- Applicant's Signature CFC057039 State License Number Lronda Hocd� mes AN EA51LY OBSERVABLE BETTER VALUE! 1101 NORT/-1 KEl_/_F_R ROAD, Su!7F F • ORLAm)O, FLOR/DA 32810 407-475-911 Z • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ❑x CITY OF SANFORD ❑ 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: 21 132 Crown Colony Way. J 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. NOTARY PUBLIC L1D1861C TIMEComm ExP. 215/05 No. CC 999378 Per IY Known 1 f 001v I.D. CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc 16EKIF1E0 COPY INARYANNE MORSE CLERK OF CIRCUIT COURT SEMINOLE COUNTY. FLORIDA rw tTv / 1 CRY MAY 6 2003 v 0 U. o = FA U. U. U Coe ry ce O N. W W J N W ZZ Z Z In 0 Q In Coe '4 0 v a v a` MR MW MORSE, CLERK OF CIRCUIT COURT SEMIMXE COUNTY BK 04607 PG 1227 CLERK'S # 2003075045 RECORDED 05/06/2003 11tWsW AN RECORDING FEES 6.00 RECORDED BY M Nolden NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0210 The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 21 132 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America, NA, 750 S.* Orlando Ave #102 Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 1°I St., Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484. In addition to himself, Owner designates (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.) I� RUSSELL KEWS&MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of _fK_ , 2003. Notary Public R DE881E TIMEMY Comm Exp. ?J6/p5 No. CC 999378 —^1 Know„ I I orb, I.D. PLOT PLAN for: MARONDA HOMES, INC. DESCRIPPON: LOT 21, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 7G thTy 76 PUBLIC RECORDS of 5EMINOLE COUNTY, FLORIDA ,5OT 20504o423W73.5,9'tp, I q6�A f N fn ITO FLOOR SLAB ELEVATI'O v 4 MUST BE 16" ABC7Z i RO N I 25.00' a 5' la 20' OF ADJACENT ROAD UN SS ICSICALE OTHERWISE APPROVE tn a I t I I I LOT 22 m 30.0' N PATIO SLAB I O f o I IVL 10.50' Imo. 1� 40.00' I U b MODEL: SUNBURY'I' I N _ TWO STORY i cm i (4-2 1/2) BLOCK FF ELEVATION —4G.98 S DRAINAGE TYPE:' A' I (r) 0 p WITH 1 Ok3O' PATIO 5LAB , (li ap 22.25' Li 3' I C2 (CALCULATED) R=130.00' A=2"22'39` I ARC= 5.39' 1 o.50' CH.=5.39' i6.a I �n CH.BRG. = a 5W41'OGOE b CONCRETE I u 25.00` O DRIVE I d C1 a R=125.00' A=05° 1 G'49' ARC=1 1.52' P.c Iau.E.� raj nh�3` CFI.= 1 1.52' CI C -0) Ct1.BRG.= PT �� WA 51 1 ° 19'03'W O W h BUILDING SETBACKS ,° N 1305�28'E 5 FRONT. 25' "Q a AR p�G REAR: 20' INLET LOTION � lip v SIDE: Z 5' SIDE STREET. 20' _ �� a BUILDING LINE: 60'owiv LOT 21 CONTAINS qPC' ` 9 9.806 SOUARE FEET/0.225 ACRES +/- N13eaT Low g` NOTES: FLOOD CERTIFlC MON 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY OF CROWN COLONY WAY BEING N13'5728�E. MANAGEMENT AGENCY FLOOD INSURANCE``- 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE \- HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN \_ PLANS FOR THE PRO.ECT. THE 100 YEAR FLOOD HAZARD AREA. \ _ 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995, THIS IS NOT A SURVEY. MAP REVISION DATE: (SU&JECT TO CHANGE) THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TIONS/LEGEND: FN UMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT DIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT HRD P.C.-POINT OFCURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT RCLENGTH L.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING S&U.E.-SIDEIVAL.K & UTILITY EASEMENTD.U.QKSE.-DRAINAGE, UTILITYTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) O.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT THIS SURVeY NOT VALID UNLESS EMBUSSED REVISION DATE AAVONE, INC. FLORIDAFLN L THE SIGNATURE AND RAISED SEAL of ORID:. LICENSED SlIR1KYOR AND RAPPER LAND SURVEYORS AND MAPPERS( 300 COUNTY ROAD 427 SOUTH LONGWOOD, FLORIDA 32750-5499 DOMIN/Gr F. CAVONE - PRESIDENT TELEPHONE (407) 830-9080 FLORIDA SURVEYOR & MAPPER NUMBER 2005 FAX No. (407) 339-3636 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 12-12-2002 LOT by VEIL W.0.2002-13991 CAOD FILE: CROWNCOL2t.OWG CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 21 Subdivision: CROWN COLONY Property Address: 132 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑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. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 24 S.F. ❑x 3. ❑x 4. TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. 1. 2. 3. 4. 5. 6. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,667S.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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 7. 8. 9. 10. 11. 12. 13. 14. 15. DATE: Friday, May 09, 2003 SIGNATURE: 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 1<1`_7_� (By or Authorized Agent) COUNTY OF S[MINOL[ IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75533 BUILDING PERMIT (CITY)COUNTY NUMBER: UNIT ADDRESS: -- ��r----------------------------------OWNER NAME: APPLICANT NAME: - LAND USE CAJEGORYx 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction -_.-------------------------------------------------------------------------~- FEE BENEFIT RATE FEE U-NI_T PATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS � -------------------------------------------------------------------------------- ROADS � -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O SCHOOLS CO -WIDE O STATEMENT RECEIVED BY: -��-�,��-'��f-°_ (F�E�SE PRINT NAME) dwl unit $ 54.00 1 $ 54.00 dwl unit $1,334.00 1 $ 1,384.o0 AMOUNT DUE $ 2,285.00 SIGNATUREx U U�= NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. =* DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY I*NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. 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 WRIT7EN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATUR[ DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY O.':� OCCUPANCY. THE PEOUEST ' FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND P�E�Tl�JDE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKEDy��/0, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFIC[: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERE}|CE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs' Residential Whole Building Performance Method A Project Name: SUNBURY Builder: MARONDA HOMES Address: 13d C.ro\NO CO�Wq kWdt Permitting Office: City, State:Xnw F1, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central a 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family I _ _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ yes 6. Conditioned floor area (ft') 2223 fe c. N/A 7. Glass area & type a. Clear - single pane _ 267.0 W _ 13. Heating systems b. Clear - double pane 0.0 ft, _ a. Electric Heat Pump Cap: 40.5 kB1u/hr c. Tint/other SHGC - single pane 0.0 ft, _ _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 ft, b. N/A _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft _ c. N/A b. N/A c. N/A 14. I lot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, lot lnsul, Exterior R=4.2, 720.0 ft' _ _ EF: 0.93 b. Frame, Wood, Exterior R=1 1.0, 992.0 ft2 _ b. N/A _ c. Frame, Wood, Adjacent R=11.0, 159.0 ft- d. N/A _ _ c. Conservation credits e. N/A (I IR-Heat recovery, Solar _ 10. Ceiling types _ DIiP-Dedicated heat pump) a. Under Attic R=19.0, 1200.0 fe _ 15. I-IVAC credits P b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A IIF-Whole house fan, 11. Ducts _ mmTh 1'T-Prograable "ermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total as -built points: 27355 PASS Total base points: 30107 I hereby certify that the plans and specifications covered Review of the plans t ind OE by this calculation are in compliance with the Florida specifications covered by this 0�'TS7, 9rF Energy Code. calculation indicates compliance �,,,�'� _ ,,',,.16 PREPARED BY with the Florida EnengY Code. " o DATE: MAYQ Before construction i:1 completed a this building will be in spected for I hereby certify that this b ng, as designed,1n1,iUILDING compliance with Section 553.908 compliance with the FI d er Code. Florida Statutes. coa WE`D OWNER/AGENT: OFFICIAL: .-DATE: MAY Q 9 DATE: Ener lyGauge®(Version: FLRCPB 0.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 .16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 835.2 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Base Total: 1871.0 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) -31.8 -4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Raised 0.0 0.00 0.0 Base Total: -4324.8 1 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 600A-2001 EnergyGauge®/FIaRES'2001 FLRCF B v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System = Multiplier Cooling Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit Multiplier = Cooling Points 43640.2 0.4266 18616.9 48091.7 48091.7 1.000 1.00 (1.079 x 1.150 x 0.90) 0.310 1.117 0.310 0.950 0.950 15816.8 15816.8 EnergyGaugelm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I 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 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172:3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 1 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X Points System = Multiplier Heating Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit = Multiplier Heating Points 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.6 4259.6 EnergyGaugeTm DCA Form 60OA-2001 Energy Gauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: I 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 18617 3798 7692 30107 15817 4260 7278 27355 PASS 01 THE ST4 p� � a + r �C01 W-E EnergyGaugeT" DCA Form 600A-2001=nergyGauge®/FIaRES'2001 FLRCPB Q.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: 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. RA-22 OTHER PRFSrRIPTIVG Mr-ACI10=4z I- __* ------- A -A w.. -11 . 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 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. EnergyGauge'" DCA Form 60OA-2001 EnergyGauge(a/FlaRES'2001 FLRCPE3 v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 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. Central Unit 3. Number of units, if multi -family I 4. Number of Bedrooms _ 3 _ b. N/A 5. Is this a worst case? yes 6. Conditioned floor area (ft') _ 2223 ff c. N/A 7. Glass area & type a. Clear - single pane _ 267.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 fe _ a. Electric Heat Pump c. Tint/other SI-IGC - single pane 0.0 fe d. Tint/other SHGC - double paste _ 0.0 W b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation _ R=0.0, 136.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 720.0 ft' b. Frame, Wood, Exterior _ R-1 1.0, 992.0 ft' b. N/A c. Frame, Wood, Adjacent _ R=1 1.0, 159.0 ft' d. N/A _ c. Conservation credits e. N/A _ (I-IR-Heat recovery, Solar 10. Ceiling types _ DIP -Dedicated beat pump) a. Under Attic R=19.0, 1200.0 to _ 15. I-1VAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fui, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier, b. N/A rv1Z.-C-Multizone cooling, MZ-1-1-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction dtrough the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant. features. Builder Signature: Date: MAY 0 9 2003 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/br _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EI': 0.93 PT, *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPAIDOE EnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fseaucf edu for information and a list of eerlifted Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) I J__) % ► V 1-4 to CV Ln rn CV 0 a Wl WINDL OAD SPI IFICA TION 0108 Dalton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF APPROVED SIZES: 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT MAXIMUM SECTION WIDTH 21" NOTES: 13 CA HORIZ ANGLE 1. GLASS DISCLAIMER "NO } CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN TEST SPECIMEN MAY BE O54" HORIZ TRACK — THE DRAWN FROM THE TEST." (1993 i ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 (2) 1/4-20x9/i6" i GLASS WITH OPTIONAL INSERTS. TRACK BOLT & ( 1/4-20 HEX NUT I 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF ' PANELS MINIMUM 7/16" TO MEET g " •� NEGATIVE PRESSURES.Ni r 4. U—BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"oHOLE IN TRACK FOR YIELD OF 80 KSI JB-US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO ?"' t?•' HAVE A MINIMUM YIELD OF 33,000=• - PSI. (1) JB-US BRACKET LOCATED _ AT EACH ROLLER LOCATION 6. OPTIONAL - .080" (MIN) EXCEPT TOP BRACKET ROLLER D ALUMINUM LOUVERS WITH HIGH (P/N 125139). co,, IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF `' ! THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. •; 5/16x1-5/8" 8. THE DESIGN OF THE LAG SCREW i AT EACH SUPPORTING STRUCTURAL JB-us o ELEMENTS SHALL BE THE BRACKET e� r RESPONSIBILITY OF THE 1 PROFESSIONAL OF RECORD ,FOR THE BUILDING OR STr3i,C;T-IRE AND IN ACCORDANCE_ WITN;;� f2R NT o54" vERr TRACK-, BUILDING COQE:! � FC7R I T��%;GOADS O �� LISTED ON :THIS .Df�•AWI�t�?i •. 1/4-20x9/16" TRACK ,< ` BOLT & 1/4-20 HEX NUT AT EACH JB—US Approved: BRACKET . o 345 ADDISON OR'PEN* SACOI.`' FL 425'14 _ r'-'.- FWRIOA'�f utAn6NrWa. 0048459 aORCU',F,Er'il n ON NO.'Oj8519 NORM.WOUNp 11ERMC46N' k6.02369 Date: 3'�,r_ Dl•. - � • . OP TION CODE.: - 0 7 08 REV- P WM 9 ' x 14 ' MAX 44 PSF _ 1 OF 4 TRA C/�, 'END BINGE TOP BRA CKET REOUIREMEN TS 1/4-20x9/16• TRACK \ BOLT do 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8'• TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE / 90 - :\ 0 (4) I/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-20x5/8" TEK SCREWS •40L END HINGES 0. •Q° .320 GA Q' — . U—BAR ' WIDE BODY HINGE (P/N SEE BILL .� OF MAT'L) L NQ HOOF RH END HINGE r , NYLO•"ROLLER (Pi 70791) ® \ SOTT 8RACKET \ (P/ H-2J0;54 6c LH-210355) �•.� (31-1/4-2 'x7/8" - ,:4EK 5CREWS N 100507 Approved: W.S. Wilson. P.E. 3395 ADDISON OP_ PENSACOLA, FL 32514 FLORIDA CERTIFICATION No. 0048489 CEORCIA CERTIFICATION No. m519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OPTION CODE.' 0108 1 REV.:- P 41 /2 L .(20 CA CENTER 16 GA END STILES STILES) WM9'x 14' MAX 44PSF 2OF4 m U-BAR L OCA QNS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 9'—O" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE rtr: •' J : � to f ICJ =//���/::y;.,:}. .'� I Approved: .•_[ YGS. Wilxnr f�E',('•'/l 1 n °,1 :L ..i[ "�'. 3395 ; iS�A.0k; PEIOSICouI fL�325.1 .ir:: FLOPoDA;CFRTISCATION NO. 0048489 ;.. rOR1H', t,LRDUNA CERTIFICATION tN0 •� 1�� i o Date: - '-3`- 5`=Q•!. ;��t. ;, . OPTION CODE . :�0 i G� 1 `REV.' P WM 9 ' x 14 ' MA 4 4 3 OF' 4 Wind Load Test Report Report ft 0108P February 1, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,`FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. ( I ) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to . 10 or 1 1%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four fB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'An;Swers;-:GAI8(Q127). APPROVED. OPT3ONS1j•��r , J�,'; is Based on o(hei�es being 'c}UXale.Fjt� Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: (/ .-. -, y. R.Ap,� y 1 �E' d,���'. ®�� .�-E COUNTY UILDING Vvi.)IQN W.S. iison; r - 3395.Addi t P Ole8 Florida Cer4�Na.00�1b.48�.:• .•�.;,,!� ° od_'tL Georgia Ccrt,Nb�Qt85•l r North Carolina cyst•.. Nd. 0�3�,36 (7T z. cfll rn CN ofa Wyagne 13atton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OA0 SPECIFICA FION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND 80TH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4-. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS NTH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT - BUILDING CODES FOR``THE LOADS LISTED ON THIS.•.DR'AWING:,,;..`' f ;. 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32-o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US BRACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (I) JB—US BRACKET LOCATED Approved: _ 11r AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER wi.wlsur. r. •.:'�r' '� �'' (P/N 125139). 3MS 'ADat ON+pR + F 0 FL NCRTF+ Ol1N� fERQF7GilON NO.Z. Old? Date: —0�-, -* '0,; OPTION C60� ,. 4 r-. P1 I WM to ' x 14' MAX, +27 -29 PSF I 1 OF 4 tv'� TRA'Cff END HINGE; TOP BRA CKET REOVIREMENTS 1/4"-20x9/16" TRACK - BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES T� TOP BRACKET - (P/N 108077) (5) 1 /4"-2Ox5/8" TEK SCREWS (P/N 141668) ARROW BODY HINGE J \ iY! ;/• tom". (4) 1/4"-20x5/8" SELF -THREADING SCREWS �(2) 1/4"-20x5/8" v� TEK SCREWS ALL END HINGES ° `j ;'7/16" PUSH NUT AT EACH. } • ROLLER (P/N 243341) t- - LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS ty' OR HINGES � HIN 2" NYLON ROLL W/ 4 1/2" ST> Q (P/N) 108135 \0 WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U-BAR RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: �,_�_ �• WS, Wilson, P.E 3395 ADDISON DR., PEW}C " FL 32514 I FioRIM CERTIFICAnoN.N0. 0048489 GEORVA CERTIF1C1110N NO. 011519 NORTH CARWNA CEFMF1CA110N NO. 023836 Date: i BOTTOM BRACKET (P/N RH-270354 & LH-270355) 111111.111 MIFAIM L 20 GA CENTER STILES 6 GA END STILES OPT/ON CODE.' 0110 1 REV.' P1 I WM 16 x 14 " MAX, r27 -29 PSF I 2 OF 4. U-BAR � OCA .riONS NOTE' MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 t 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:. r: 3395XI)ISON DR.:' �tCOI FG`325.Ii1'... r'';',CEOROU•C F1CAiWN �. 0(85I - •'.!!NOK1l�j0!RDl'TC£RTIEIGTIQN}NCC 023936 ;� Dater: r 261-0°(. I J a� 4�, S�reP`, . 7 n4 40 n OPT/ONyIC'b'P", ;C,;; �'l'��REvP1 WA�f 16' x 14' MAX f27 -29 PSF ✓3 OF 4 ,� . CENTER 5 TlL E & IN TERIVE91A - TF HINGE L OCA TIONS M 15 16' 14' 10, Approved: ��G ORANGE COUNTY W-S. Mlson, P.E. 3395 ADDISON OR., PO4SAWLA. FL 32514 FLORIDA COMMATION NO. 0048489 GEORC;A COTTIMCATION NO. 0111519 NORTH CAROLINA MRTIMATION NO. 023US Date: OP TION CODE 0 7 10- 1 REV.- P1 I WIV 16'x 14MAX, 4-27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;.l�I.. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stile6, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied ina manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The mwdmum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximiun deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp-71° F. .PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottomastragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 3..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIvnARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are approved Io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop'� ' A:nsers{.,GA18(Q127). APPROYEa'OPT101`fS t `� r• S� Based ono- er tts b �. ' uiGi11' ` '` 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. TName: •.) r•:�,1• J i Y: it0p :(' '��a}�7e �f? 'j"► 1� eu'L? C'I•+�0 W.S. Wtlson, L' n _z�8 -P c� 7S a J n:1 ip �+ y L a t> :.71 G !_i 3395 Addlson.Dr„bengacoQ; FL S f4 s iZ 4 TT Florida Cert. Ncle,�tS�F g8 , �,�r� t t rtiJ Tr Georeia Ccrt'N' o. 0185 i�,;;,:• _�C.. 0 ul Wayne. Dal#on MODEL: STYLE: DESIGN PRESSURE: WINOL OAD SPECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0" MAX HEIGH RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF Scc #_ e2- etY NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSS GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF, THE ,BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING -CODES FOR THE LOADS LISTED ON THIS DRAWING. cD C'4 Ln r7 rn C,4 d z o. Approved: 5�4 W.S. Wilson, P.E. 3395 AOOISON DR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. G048489 GEORCIA CERTIFCATION NO. 018519 NORTH CAROUNA CERT cAnom No. 023836 Date: 4'—.2 8 -o OPTION CODE 0108 1 REV. pi MASTER PLAN 13 GA HORIZ ANGLE ' I 0 I .054" HORIZ TRACK°� , I ' I (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT i DRILL .281 OR 9/32 HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT I (1) J8-US BRACKET LOCATED AT EACH ROLLER LOCATION I EXCEPT TOP BRACKET ROLLER 0 (P/N 125139). cc • i I i 5/16xi-5/8" LAC SCREW i AT EACH J8—US e BRACKET e 054" VERT TRACK J 1111 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8-US BRACKET •. WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRACK, END HINGE, TOP BRA CKET REOUIREMEIiTS 1/4-20x9/16" TRACK \ BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE (4) 1/4-2Ox5/8" SELF —THREADING SCREWS (P/N 100320) SCC # D -00 MA7_�. 0II (2) 1 /4-20x5/8" TEK SCREWS p ALL END HINGES C . 3" 20 GA U—BAR •�'• WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET (P/N RH-270354 — N, & LH-270355) �. TEK SCREWS (P/N 10050� ''�• Approved: FL ws Yawn, P.E. — — 3.195 ADDISON DR.. PENSACOL� 125I4 FLORIDA CER CATION N0. OOi8489 GEORGIA CERii CAC N0. 018519 NORM CAROUNA CERiiFIGitON N0. 02383 _ p� 6 Date: 4 —Zg 16 GA END STILES (20 GA CENTER STILES) . j OP TiON CODE- 0108 I REV. p 1 I WM 9 ' x 14 ' MAX 44 . PSF 2 OF 4 U-BAR L OCA TIONS 0.1 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN S 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) kl/4-20X5/8" TEK SCREWS ATTACH AT EACH STILE Approved: wS, wanon. PF 3395 AOOISON OR., PE?iV=LA. FL 32514 FLORIDA cETm 1CA710N No. 0048489 GEORGIA CERMCAnON NO. 0111519 NOM CAROUNA CE:MFICAMN NO. 0=6 Date: 9- z 8 - of OP 17ON CODE.' 0708 1 REV.- PI I WM 9' x 14 ' MAX 44 PSF I 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE- L 0CA TIONS Soo # MASTER PLAN 8'-9. Approved:9 �,� f ws. way,, P.F 3395 ADDISON DR. PENSACOLA. FL 32514 FLORIDA CERMICAT10N NO. 0048489 GEORGIA CERnF1CAnON N0. 018519 NORTH MOLINA CE MICAT10N NO. 023836 Date: Q ,9 R —6 OPTION CODE-- 0108 1 REV. Pi I WY 9 ' x 14 ' MAX 44 PSF 1 4 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 TEST REQUIREMENT• ►e door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P .TEST DATE: January 25, 2001. Temp 6e F. cODUCT DESCRIPTION• 1. WayneMark Model 8000, 9x7, 4 section. S 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. cT CC PLAN 3. Standard bottom astragal and retainer. IVt�`� ` G� 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GAI8(Q127). APPROVED OPTIONS ®Based on other tests �uivalle t.Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Arne: W.S. Wilson, P.E. F-2e-of 3395 Addison Dr —Pensacola, FL 32514 - - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 T cn M rn GV 0 wagnc Balton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAO SPECIFICA %ION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # 02-00lo MAXIMUM SECTION WIDTH 21" NFG. 79 PSF NOTES. 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57'KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r Approved: W.S. Wilson, P.E. M95 AOOISON OR., PENSACOLA. FL 32514. FLORIOA CERTIFICATION NO. 0048489 GEORCN CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: Q- .2 9 -01 067" HORIZ 1 (2) 1/4"-20xS TRACK BOLT 8 1/4"-20 HEX 5/16"x1 -5/8" L SCREW AT E,4 JB-US BRACM DRILL .281 OR 9/1 HOLE IN TRACK F JB-US BRACH A TTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB-US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIO 067" VERT TRA (1) JB-US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLI (P/N 12511 OPT/ON CODE.- 0110 1 REV- P 1. I WM 16 ' x 7 4 ' MAX, +27 - 29 PSF J 1 OF 4 TRA CK. END HINGE TOP BRA CIVET REQUIREMENTS 1 /4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) SCC # �_ 0 2 -oa 4 MASTER PLAN NARROW BODY HINGE (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS (2) 1 /4"-2Ox5/8" TEK SCREWS ALL END HINGES �.' � 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: J/ WS. Wilson, Pz 3395 AOOISON OR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION N0. 004ws GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 0=6 Date: 4'-2 9 — o ( 2" NYLON ROLLER W/ 4 1/2" STEM (P/N)•108135 \,O WIDE BODY HINGE (P/N SEE BILL OF MAT L) 3" 20 GA U—BAR RH ENO HINGE (3) 1/4"-20x7/8" (P/N RH-270354 & LH-270355) i�m L 20 GA CENTER STILES 16 GA END STILES OPT/ON CODE 0110 1 P,EV.' P1 I WM 76' x 14' MAX, f27 -29 PSF l 2 OF 4 U-BAR L OCA TIONS 0 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3- HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. 1fiLon, P.E. 3395 ADDI.SON OR- PENSACOLA. FL 32514 FLORIDA CUMF1CAT10N. NO. 0048489 GEORGN CERTIFICATION NO. 018519 NORTH CAROUNA CERi1FMT10N NO. 023836 Date: 9 -2.�?- 01 OPRON CODE.• 0110 1 REV. P1 I WM 16' x 14' MAX, *27 -29 PSF 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L 0CA TIONE s,li ASTER PLAN 12' C7 V V Approved: W.S. Nilson. P.E 3395 ADDISON OR- PENSAM" FL 32514 FLORIDA CEKi MATION NO. 0048489 GEORGIA CER11F1C.►7ION N0. 018519 NOm CAROUNA CEfifImckmON NO. 023836 Date: ?-z8-oil OPTION CODE--' 0110 1 REV P1 I WM 16' x 14 ' MAX, *27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUMEMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximurn deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.'dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71' F. ?RODUCT DESCRIPTION: on C ft 0.2 - op 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER PLAN A, 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. �./-11 V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIyM-ARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based ono er tes b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. dame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Nora ndex/ReynoIds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch = (407) 667 9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Goverrimental Product Approval: A enc Initials/Date Aaencv 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 NORANDEN PAGE 29 a ° SEE CHART FOR 4 4 04 b 4 d d�-FASTENERS CAULK TOP - OF MULL � ' - 1 #10.X 3/4" 3/8`MIN. TEK SCREW I WINDOW j _JJ I HEAD - lWYl JAM OW 5/8" 1x3 MULLION (XFLA-26-1) • Ix4 MULLION (XFLA-39) WINDOW 5/8" JAMB #10 x 3/4" a i TEX SCREW _' CAULK BOTTC • OF MULL PRECASTED SILL VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF'- MULLION TYPE OF CLIP li 9NDOW 'INDuu- IJESIGN PRESSURE NTH INCH HEIGHT INCH 35 PSF FLA-45 NUMBER AND TYPE OF FASTENERS 26" 3_8_-1%4�, ---1_0_ x 3_.0--- OK --- ---- 4 _3 16_0 1_-1 2 TAPCON� 19-1/8" 50-5Z8` ---1.0 x 3 0--- --- �K- - _x 4-3J60'' x 1-J2" TAPCONE FLA- 45 MULLION ANCHOR CLIP 16 GA. GALV SHEET METAL 37" 800 LB. MAX CAPACITY 7/8" l 4 MULLION 8(FLA-39) FLA-26-1) lx4 MULLION 53-1/ 1 WINDOW SILL 3/8"MIN —F - _ p —�. 3/4"MAX D �SEE CHART FOR D • FASTENERS - - -_ 0 $ 3.0--- --- OK---- 4 a-----= TAPCONS �: 76-3 4.' ---1 1.0 x 3.0--- OK-_-- ---pK---- 4 3 160' x 1- J2" TAPCONS --T-�.---- __28" �: ___1_0_ x_3.0 OK 4 ,.-lill ----- 3 160 x 1-1 2 TAPCONS 38=1%, 50_5Z8 __ - 1_0_ x 3.0--- --- ---pK---- --- --- 4 4 _3 160 _x 1_1 2 _3J160 J2 TAPCONS "------• T_APCONS 63"_ - ?_0 x 3.0--- OK --- --- 4 ,�_x mil_ 3 160 TApCONS 7626 4 1.0 x 3.0 -- 4-3 _x__1_-J24 _6;-° x I-1 TAPCONS 26" -a ____0 % 3.0 OK OK 4 3 16i% x 1-1 2 TAPCONS ' 88_ 1 4 j 50_ 6 , --- a_0 --- x l - ---- -__ --- OK-- 4 4 3 160 x 1_-1 2 TAPCONS 160- x 1-1 TAPCONS 63" 1_0 - --- x 3_-.6 bR --- __-_ 4 _3 _3J60 _x_i_-J2 T 76-3 4 __ 1.0 x 4.0 _ __ OK - 4 _TAPC_ON_S 3 160" x 1-1 2° TAPCONS 28,. 1_0 x 3.0 OK--- 4 1 40 x __ 2� TAPCONS 38-ij4� x 3.0 _ OK --- --- 4 _ 3 18%-x 1_1 2 TAP CON_S Z_ 9083s -- _1.0 1_0 - -OK_ 4 3�160 _x_ 1_-1 2_'7_T_A_PC_ONS _ 1.0 --- x 3'0 --- -K--- 2 1j40'� x l_ 1 2� TA_PC_ON_S_ r6=3 OK 2 1 40" x 1-1 2"_TAPCONS -i 40"�x-1-1 2 2�TApCONS DA B.O.A.F. MAWFACTIIRER NN'AIVIB : 1 MASTER FME # '7 CHARLES A ' PAC EN, p• g FL REG. ENG.. # 40121 DATE 3/21/02 NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6. OR 6063 T5. 2) WHEN THERE IS ONE TAPCON fl/40" X 1-1�2') ON EACH ANGLE LEG, THE T CON SHALL E PLACED ON MULLION CLIP CENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 2 NUhANDEX PAGE 30 NOTES: 1) ALL ALUMiNUU EXTRUSIONS ARE ALLOY 6063 T6. OR 6063 T5. 2) WHEN THERE IS ONE TAPCON (1/40, X 1-1�2`) ON EACH ANGLE LEG. THE TAPCON SHALL E PLA MULLION CLIP cLt" 3) CONCRETE N AT COMPRESSIVE STRE CTL{Eg 000 psl 28 DAYS. CIiAR[ E3 A. PAG E t>L REG: MG. � 411121 DATE 9/21/02 MTRAL FLORMA B.O.A.F. MANUFACTURCIL .NAME: . MASTER FILE #10 x 3/4` TEK SCREW DW SILL SH HEAD HORIZONTAL MULLION SCHEDULE SINGLE; UNIT TYpE OF` AflTi i inar m.,., IiNDOW .WINDnW ni,or..,. E U, Liilri WIDTH . HEIGHT: ••", rnc.a�uliV NUMBER AND INCH INCH 35 PSF FLA-45 TYPE OF FASTENERS 26° 1_0 l_0 x_3 0 x 3:0 ---OK---- 4 _3" 160 x 1-1 2 TAPCONS -- __ x 3:0^ OK _ 4 ,,- -- 3J60 x 1-J2 TAPCONS 63" 76-3 4� ___ 1.0 x 3:0--- --- - --- OK OK---- 4 4 3J60' x 1-J2a TAPCONS ,.---- 3J60 --- x 1-J2a TAPCONS 26" 38-1. _-- 1:0 x 310 4 180-" x 1-i 2a TAPCONS 3 160 4" 26-1 • 2' 5p� * / 5�8 --- -- --- _ _ _OK 4 _x 1-1` 2 TAPCONS -3 -p - ,.------ J60 _ 63" 1_0 x 3:.0 -- -- _OK---- - OK --- 4 _x 1_ J2 TAPCONS —3J6 x 1_, t2w TAPCONS 76-3 4-° _ - -P.0 x 3:0--- --- pK_--- -- OiC 4 _-3 18rd 1_-1'! r- J2 TAPCONS 26' 1.0 x 3:. 4.73 _x 16e x 1-1 2' TAPCONS 38=1'j4° 37" 50_-_5 8�'. _- % _-_-`1.0 1..0 _ x 3.0 --- -------. - 3 _0_K ---- - OK_ _ _ - 4 _ 4 3 16_0 'x1_-1 2 _TA_PCONS 3 160 x 1-1 2a TA-P _ 63" _ _ _- 1�0 x 0 3.0 _ _ oK _ _ - ___ 4 --T---- _3J60 x 1- J2" TAPCONS 7626 4� --- 1.0' _x x_ 3.0-- - --- OK QK---- 4 _3J6r4„_x. 1_ J2a TAPCONS 2B" _ 1_0 x 30_ OK 4 3 16�T x 1- a------ 1 2 TAPCONS 38_ % 53-1/8" 50�5. 8r Z --- 1.0 -- --_ x 3:0 --- --- OK--__ 4 4 _9 16o 2 TAPCONS TAPCONS 3%16s4�'-x — — _ _ _ 1.0 — _x 3: 0 _ _1:: 2y-- _TAPC_0_N_S 7669". �' 1.0 _x_.3;0-- -- 1.0 x 3 0 __ —__ OIC. _-- 2 _114q," x 1=1 2" TAPCONS lx3 MULLION (XFLA--26-1) OK 2 1 4�''r x 1-1 2� TAPCONS Lx4 MULLION (XPLA-39) (XFLA-26-1) lx3 MULLION (XFLA-39) 1x4 MULLION #10 x 3/4" ��— SEE —CHART FOR SF.F. ruenm n— FTEK SCREW 1/4" DW SILL SH HEAD 0 r r � ACTURER NAW* PACE 24 (2) ®10PH-SMS INTO 2 z OR 3/18'0 x 2-3/4' TAPCON THRU 1 BY BUCK(SHOWN)r�LYI� a WITH A 1-1/4' MIN. E6{BEDMENT Rd110 SEE ELEVATION FOR ANCHOR SPACING. MASONRY. (IODOh slmDrc cuss ooDB Iw. n! 4' YPd[pCHEp CLASS n COYPA8A7TY8 LRALYSLS CHA2r Na OP ME SllDD7C CI1T4 DOOR t� GL _ LD Ha OP 11pAMAYTYB ANALYSIS CHIBr N4 OP Nw OF • DDiP.N5f01® CApACR1•-ps AM AMA ANCHORS WINDOW DE8[CN T iNCH0E5 LNO: q d ° y (2) �10 z 1-9 4' Tunu 1113p1rr D1uL7mloms cap c / FI[-SMS fN10 .2 z BUCKHELD° Wmnt • NffiOHr q SEE ELEVATION FOR 'ANCHOR SPerlur n �� !g A s� , (OtC10s1 01CR7s �� NMb � A IAMB III III (2) #10 z 1 3/4' PH-SMS OM I, g' BUCK WITH 1-1/2' MIN. EMBEDMENT. _ SEE ELEVATION FOR ANCHOR SPACING. T(" WOOD BUCK I I I- 2 BY WOOD BUCK 147.375• B0• 46 s° 0 (4) 48 !8 24 B 99.6• 4e 49 1527601 57.6 6T.5 1e 8 I1L9T6• BD• 67.6 57.5 24 a 76.5' {SI 67.5 57.5 18 B 128• 60• 58.7 68.7 1B 20 8 81825 (2.5) 68.8 88.9 a 201" 18 45 !0 8 147.875• 98" 45 SO 10 09.5- (4) 45 P4 10 152.750' 45 4A9 10 I t0 1u sr6• 9e- 66115 449 24 to 75.6" I9) 618 to 10 65.4 I8 10 l2a• 96) 64.5 64.5 20 30 11625 Ia6I 64.6 6a.8 10 - IN PdE6N1�Lq 2:a7E4 10HZ iIE WOITIr pAN», sly DI F7ffi'T. m SHIM WOOD As RE?UIRED SHOWN) TYR JAMB. SEC OIT N SHIM OR MUDD TRACK AS_ REQUIRED 1 By 2 gy BUCK (2) 3/16 0 x 2-1/4' TAPCON OR MIAM( DADS APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. �. NOTES: m I SHIM AS REQUIRED,. MAX Ste{ STACK 1/4'. 2� ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• 3OR T6 WITH TYPICAL USE HIGH U WALL THICKNESS OF • 0 62' h ° 4; GLASS THICKNESS BASED ON 'KANGF1300 GLASS K x ° CHARTS, AND MAY VARY DEPENDING ON SIZE. b PRODUDUCTSCTS PAN 5) THE NS1BUJTY FOR SELFd,7'ION OF NORANDEX 'a TO MM ANY APPLICABLE'LOCAL.LAWS, _ DEADER BUI DING CODES, ORDINANCES' OR OTHER SAFETY AND' SILL SECTION aMUMErNG OWNER SOLELYCYR. THE ARCHITECT, Tn'• 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH = 3,000 PS[ ,`n-1 ­F�-+ AT 28 DAYS. -E -{ (2HY2) trvz_ a IMAM-u STEEL REINF. LL 10• PANELS & 80.0 D.P- 1/4' SHIM -. I MAX �• sw � es.T e9.! IIt Co r (4I 88.T 88.! 24 ae.r ea4 8 Q (9) B8.7 77.a P4 e47 818 18 847 a1a 6 8 a (� O V BO' (2.5) to 66.7. 78.9 20 a47 78.8 a p A 1098 a0 60 90 B 10 O ()• BO 80 18 •819 66.9 �6 10 (•/] Q, � ti Q _ (� 24 847 W. 18 !0 10 88" (25) 68.7 71B 18 65.0 85.6 20 10 to q b 0 847 85.2 10 (2) 3/16'0 x 2-3/4' 10 4 y •t, k o TAPCON OR MLAMI DADE APPROVED CONC. FASTENERS. rq a q A u SEE ELEVATION FOR ANCHOR SPACING.tocli o M '� N p �99b;q•q ~ r Is y /e /o/ X PANEL X PANEL PANEL PANEL .m n 911 I NORANDEX PAGE 23 (2). J10 x 1-3/4' PH -SAES INTO 2 BY BUCK OR 3/16'0 x 2-3e4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A ATIO MIN. EMBEDMENT INTO MASONRY. } SEE ELEVVATIO3/16" TEMPERED GLASS N FOR ANCHOR SPACING. PANEL .SIZE o (2) #10 z 1-3/4' FH-SUS INTO 2 x BUCK INCHES DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME o N SEE ELEVATION FOR ANCHOR SPACING. CAPACITY-PSF HAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL W -�L XX � 30 46" x 59 /2" 53.3 1, XXXX ALL � q o V 55.8 10 16 yC 3646" x 591/2 " 49.8 49.8 18 6 U] 30 �6` x 791/2.. 49.7 40.7 10 18 22 6 A o 04 36 /ie' x 791/2 " 16 20 8 W OPTIONAL 45 45 12 18 2 BY WOOD BUCK SERIES'500 AL 22 8 ti ,j � (2) #10 : 1 3/4' PH-SMS INTO 2 BY SLIDING GLASS DOOR. ALL OPERABLE PANELS h ti BUCK WITH 1-1/2' MIN{ EMBEDMENT FASTENER CHART SEE ELEVATION FOR ANCHOR SPACING. CMT&4 , FJ�OMA B.O.A.F. (2) 3/16 0 2-3/4 c �I,���,�,� TAPCON OR MIAMI c F 2 : WDOD BUCK MA PA�"j' R I z WOOD BUCK DAFEASAP! RROVM CONC. 4 CALL. SIZ1. Wa 1 l NAME _ " SEE ELEVATION FOR C.S.W. �. AN SPACING. o • b • ti I>y•o U" THACK AS REQUIRED 1 BY (2) 3/1676 s 2-1/4' TAPCON OR / MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES. I SIH►1 AS 'REQUIRED: MAINR SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6 OR T6 WITH TYPICAL WALL THICKNESS OF 0:62' , 3) USE HIGH .QUALITY CAULK BEHIND WINDOW FLANGE. 41 GLASS THICKNESS'BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON.SIZE. 6) THE RESPONSIBILITY FOR SELECTION MEET ANY APPLICABLE I? NO .OF NggAN1)Eg PRODUCTS i0 .CARS, BUILDING CODES,- ORDINANCES OR-`OTHLR' SAFETY' REQUIREMENTS REST 'SOLELY WITH THE . ARCHITECT, BUILDING OWNER `OR CONTRACTOa. 8) CONCRETE COMPRESSIVE STRENGTH - 3;Q00 PSI AT 28 DAYS. (2BY2)rreseu.a=.AnoN � �� (4BY2) IMAL P4TAnoH - .�vi��►tVLC.h PAGE 22 W/1-i/2'EMBEDMENT SEE FLEVATTUN FOR ANCHOR SPACING. ® 11011HIB u ri I i0 X 1-3/4` P.H. S:M.S. W/1-1/2" MIN. EMBEDMENT. NOTES: SEE ELEVATION FOR 1) :SIHM AS REQUIRED, MAX SHIM STACK 1/4".T ANCHOR SPACING. 2) ALL ALUMINUM;;EJ6TRUS10NS ARE AL[AY 063 e4-. 3) USE ;1UGHTG •CWLi B OF 0.82'4)'• GLASS: THI FLA CHAIFj$• D��S 'RASED ON TABLE E1300 GLASS AND''Uy'"VARY DEPENDING ON SI`L[� 5) THE �VESPb1f e PRODII BLII1aING. REQUIRE Bun;DING 6) NOTE '• HEAD` A ALT. FIN ATTACHMENT UNDER SHEATHING-2 CENTRAL FLOW DA B:O:A.F. MA ACTUREIL NAMR: MASTER FME # 3 HEADER AND SILL SECTION/i�1jz1 N4 EMBEDMENT WOOD FRAME SEE -ELEVATION FOR ANCHOR SPACING. SIBILII':T.JuR SELECTION OF NORANDEX CTs :T.O';;1;LEET:ANY APPIdCABIE MEIPIY• INDICATFS•:THAT n 18-1 LOCAL ICOnL4; OILI)INANftS .OR OTHER 5-1 SAFE R&T'SOLEty. WITH THE ARCHITECT, '.jD[Y'CONTRACToR. e" OIti/ 52 1 gljAL FASTENERS AT Zll.IL :ARR' im , c+.. ' iB-I 1 UIO X 1-3/4- P.H S.M.S. W/1-1/2' MM E1MBEDMENT SEE'. ELEVATION FOR ANCHOR SPACING. SiZ MAX'--' -(TOP AND BOTTOM) • . n tea Q,�. `' CHARIFS'� A: r g FL REG ENG:. 49121 nATE:..:3/27/oa 'V" WINDOW FASTENER.SCHEDULE ISIONS NO. ANCHORS HEIGHT - HEAD/SILL: NO. ANCHORS N (INCHES) SEE NOTE S 8 y PSF PSF PSF PSF 60 PSF PSI? • ) q 2 2 25' 9 2• 9� 2 2 2 2 .w • '� —3 a• �- z 2- q 2 _2 2• 2 3 3 � 37-1/4 2 2- 20 _ 2 3 '- N 3 4• 3 3 W 2 2 49-6/8 2 2 2. 2• 3 9 3 3cri 3 3 Gl 9 3 3 3• 4• 3 3 3 3 3 ---3- •r 2 2 02- 2 -2- 2. .2• 3 4 4 4 4- _3 3• �- 4 4• o y ke $ b. 2 2 2• 3 �1 4 5 w �s+a a g- 12 6-3/4` 3 .3• `3- 4 5 lq.b wa 4, o��o a ri DETAIL-B � i i NORANDEX PAGE 10 # 10 X 1-3/4" P.H. S.M.Si— IY/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. t O HEADER AND SILL SECTION WOOD .FRAME En 10 X 1-3/4" P.H. S.M.S. 19/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI-_ 'l: L --- — DFACTURER WMIE: rrP. o�'A�1�,cX ALT. FIN ATTACHMENT # 10 X 1-3/4" P.A. S.ELS. UNDER SHEATHING SEE'EE�EE E MrLEVATIONrr. EMBEDMENT FOR FOR ANCHOR SPACING. 1/4 MAX - SHIM (BOTH TYP. JAMB SECTION O WOOD FRAME 4 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ; CHARLES L FL REG. ENO. ti49121 DATE: 3/27/62 NOTES; 1) SHIM AS REQUIRED.. MAX SIirM STACK 1/4', 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6. WITH TYPICAL IVALL THICKNESS OF 0.62" 3) USE- HIGII .QUALITY .CAULK ,BEHIND WINDOIV FLANGE 4''GLASS THICKNESS: BASED ON TABLE E1300 GLASS CII'ARTS, AND--MAY'VARY DEPENDING ON SIZE. 5) THE. -RESPONSIBILITY FOR 'SELECTION OF. NORANDEX PRODUCTS: MEET ANY APPIICA13LE LOCAL LAWS, BUILDING-CODRS; 'ORDINANCES OR OTHER SAFETY .REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, BUILDING- OWN-ER'OR CONTRACTOR 6) NOTE • INDICATES -THAT EQQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. o.c AILe- A --DETAIL-C dGf yY SASH a J-DETAIL=B i INuRANUEX PAGE 21 S. SEE ELEVATION FOR BEDMETIT W�l 01�2 F.H. 1d N EMBEDMENT ' ANCHOR SPACING. SEE ELEV NOTES: T I_ i � x U U � e J p ED C] ° ATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS a ARE ALLAY 8063-T5 OR TO 3; USE HIGH WITH CAULKAL ALL BEHINDBEHCI L 4 e ° • . D WINDOW iuRGE LASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE 5) Tom: `RFSPONSIBII ITY FOR SBLECTION: OF NORANDSX PRODUCTS i0 MEET ANY'APPLIC. -i' j LOCAL LAWS, BUII�ING CODES; :bRDjNANCES OR'`OTHER ALLASAFETY REQUIREMENTSt:REST-*90LELY WITH THB ARCHiTgCT, ONNER' OR CONTRACTOR. . A PRESSURE 8) A PRESSURE TREATED)'WOODEN':BUCK:OR' MARBLE SILL SHALL BE.ADDED`UNDER" THE. PRODUCT TO FULLY SUPPORT UNCI.. BFIRMLY ATTACHED I1J7UTTHE PRODUCT OVER ITSED �E� BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH ALT. HEADER SECTION AT 20 DAYS. = 3.00D PSI 8) NOTE • INDICATES THAT' I? UAL FASTENERS H' TYP. 2 BY BUCI{ AT ED. .A.F.• � ON 3/18' TAPCON •W/1-1/4' •EMBEDMENT MANUFA �. � A ��,1 MIN. (SEE ELEVATION FOR ANCHOR SPACING) _ it%7P4rU��t� � `unl. MASTER FXE # a e I CALL SIZE WIDTH ----- Ft, . ° n ' 1 BY BUCK O 2 BY BUCK sHLM TYP. JAMB SECTION NTH rAMBs) 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP 1 BY BUCK CHARLES.A-'p N, P,E FL. REG. ERG. # •491�21 DATE: 12/lr/ol,.: # 10 F.IL S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. AIL-A�I�� Ifs/ - DETAIL.-C DETAIL- 0/1 2s• as r III �. NORANDEX PAGE g iu "i. S_-M S. WITH A 3/18` TAPCON WITH A IN. 1-1/2 MIN• EMBEDMENT EE ELEVATION MIN. 1-1/4' MIN. EMBEDMENT ANCHOR SPACING. O� © SEE ELEVATION FOR ANCHOR SPACING.- 4 4 4 �ui h N 1� N 07 v I� I 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 3) OR T6 USE WGHTH TYPIL Q ALITY CAUL C EHLN��S OF 0.62' . 4 a 4 GLASS THICKNESS BASED ON TABLE 1n300 LirinuDW ASS K CHARTS, AND MAY VARY DPPI BLEING 3 SIZE ` 5) P ODUCTS Tot MEET ANY aPP�ONOF RANDEX o LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE THE PRODUCT SILL SHALL. BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT tn BY OTHERS)OVER FULL, LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT 28 DAYS. TYP_ 2 BY BUCK L L 940 1. 3/16' TAPCON 11/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. CMrt.I. FLORWA B. O.A.F. 41FAC'�Ft NAlI� a 4' Imo- CALL SIZE WIDTH O •'%yI 1 BY BUCK O 1/4" SIHM- MAX (BOTH � D p p p p p SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK Ll'b, 2 BY BUCK nl•,'°l^ TYP. JAMB SECTION I BY 2 .BY BUCK # 10 F.H. S. W/1-1/2' MIN. EMBEDMENT ' SEE ELEVATION FOR ANCHOR SPACING. CHARLES A. kGIQp.g FL REG. ENG: '#' 40121 DATE: 3/21/02 Mix um vmm y T -!I �• 0 w 0 \DETAIL-C z.04 W ASH DETAIL- B °' i g w Z g h C 4 q MIAMIDADE h1IAMI-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCI; Prenrdor Entry Systems 91I E. Jefer-sorl, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE•COMPLIANCE OFFICE M1 I1tO-I>�1U[i F1'-AG1J-'R JJU11.i)lNC; 140 WEST FLAGLEA S.110:1'r, SIJI'11: I tit).; MIAMI, FI XV IDA 3313U-1563 (305) 375-29U 1 I`AX (3U5) 375-21)OS c:ox•rIW.71•ort I.10EINSISC; Sl:c-I•Ic)s (3U3) 375.2327 ca�ru�c-rc)!I r��t••c)Izc•r•.\Ir:.\ r u!�•Islc)` (3u5) 375.2966 I Ax (3U5) 375•29(g. • .' Ir1ti)!)t:crC:U�t'1'tu)t.ntt'Islc)� Your application for Notice of Acceptance (NOA) of: (3us)a7s2�u= r:,�x(.,us)37�-c33� Entergy-6-8 S-NNI/E Inswing Op:IRue Double w/sidclites Itesidcutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of'AlIcrnate Mtiterials and•Types of Construction, and completely described herein, has been reconuiunded for acceptance by the Miami -Dads: County Building Code Compliance Office .(BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right 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 Llse of sucll •product -or material immediately. BCCO• reserves the right to revoke this approval; if it is determined .by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer.' ACCEPTANCE No.: 0.1-0314.24 ,rl EXPIRES: 04/02/2006 Raul ►coarig . �ucz Chief Producf Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GEr\ ERAI, COIN )ITIOrNS BUILDING CODE &TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by. the BCCO and approved by the Building Code and Product Review Committee to be used in Rliami-Dade County, Florida under tile. conditions set forth above. A I' I' RO VE D: 06/05/200I Francisco J. Quintana, R.A. Director Miami -Dade; County Building Colt: Con1plicincu Officu 1ks0450001%pc200011temptateslnotice acceptance cover page.dot Inlcrnct mail addretiti: I)ostm:Istcr'u;builtlin�cutlt:prllinc.com !fume )a t:: htt r:/h�•n•�`•.buildiR�� 1 � 1 „collcunli'n�.com Premdor Ehtry Systems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES _ .4t)ri! 02.2006 I. SCOPE NOTICE OF ACCEPTANCE: SPECIFIC 'Oti'DITIOI S I.1 This renews the Notice of Acccptance 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'Aceeptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miumi-Dade County, for the locations \vhcre the pressure requirements, as determined by SFBC CI)t,Pter 2 3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors wit}t Sidelites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENNI-1, Sheets. I through 6 of 6, titled "Premdor (Entcrgy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer,- dated 7/29/97 with revision C dated 01/I1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance num.ber'and-approval date by the Miami-Dadc County.Product Control Division., Tilese documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and sin -lc door only, approved drawings. Sing* as shoe,-n in PP Single door units shall int;lu,de all components described in the active icaf of this approval. � . 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between file edge of canopy or overhang to sill is less than-45 dcgrecs. Unless unit is installed in non-liabitable areas where the unit and the area arc designed to accept water infiltration. 4. IINSTALLATION 4.1 The residential insulated steel door and its componcnts shall -be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcni. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection systcni. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of tlic follolving: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics 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 3uiIding Codc (SFBC) in order to properly evaluate the installation o li s stem. Manuel crcz, P.E. Product Con rtSl- xamincr Product ntrol Division Premdor Entry Systems ACCEPTANCE No.:. 01-0314.24 APPROVED 'JU-N 0 5 2001 EXPIRES April 02 2006 'NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. RcncNval of this Acccptancc (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if. a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code clianges. b. The product is no longer the same product (identical) as the one originally appnoved. c. If the Acceptance holder has not complied with all the requirements' of this acceptance, including thc'corrcct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, am d/or'manufacture of the product or process shall -automatically be cause for termination of this Acccptancc, unless prior written approval has bccn requested (through the filing of a revision 5pplication with appropriate fee) and granted by this office. 5. Any of tlje follo«cing shall also be grounds for removal ofthis Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County,, Florida, and ,followed by the expiration date may be displayed in advertising literature. lfany portion of tlic Notice of Acceptance is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved drawyings and other documents, where it applies, shall b.c provided to the user by the manufacturer or its distributors and shall be'avai:lablc for inspection at the job site at all time. The engineer needs not-rescal the copies. Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Noticc of Acccptancc consists of p:►gcs 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE Manucl crcz, P.E., Product Contro - . imincr Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE r DOOR WITH SIDELITES IN WOOD. FRAMES* WITH A BUMPER THRESHOLD. (INSWING) •/1 IWr Kw" LXtEPQMI 14 1/B' . 77 1 MAX MAX 74' 1 . 77 1/4' t[I WIC 7 K„a 4' MAX tia MAX MAX Mnr MX �. T MAX MAX t ' MAX IS' aC. IS' MAX NAX IS'•tlC. IS' aC. MAY MAX MAX NAX IS' O.C. is, O.C. /IA% MAX I t Ca a rxvSt D tx A01 GaL J" • v rir +-g . OLISPnCING 17 1/ 47 II/16' 7� �` v� m a. fiCri'YrL1LC MAX I1G sPAcrNc Ie� ac. rD 4 LDCX Jwt A 2E' 3 I? MAX DLD OLD BO 1 /Ifi' 1F 17 1/1 MAX MAX O.0 SPACING IB' D.C. .•wur i,aQr aou atr anru a -aaa¢ waq , •aeta oa 17 1/ . MAX a.C. SPACING to. 0.G -nu a¢rRr • eta wtm."I ' IS'tI�Allr R ill/C'wMIMJI CArEO(JI K,aXGISCi3' OC. IS• �.0 MAX MAX MAX NAX MAY �• Tar 3' MAX MAX �� � K.. - • MAX w w LT' • C 1D,6 r—'es Irc r rc X ATTACH ASTRAGAL THROW BOLi ID X i' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 610 X 1 3/4- HOLES FLATHEAD SCREWS ` NOTESI 1.) WOOD BUCKS BY OTHERS. 14UST BE ANCHORED 18 X I J/4" LONG �j PROPERLY„TO!.TRANSFER*.LOADS TO THE STRUCTURE. FLATHEAD SCREWS _J L_ 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. LA INSWING RJL INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENIN4 ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APrR?1'ED AS CCv��rut�.;71n inE STRUCTURAL 'WOOD BUCK. " C. MASONRY OR CONCRETE CONSTRUCTION WHERE N p 'OUT!r•L� '\ AG CODE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER 06TLTRAf1011 vHERE WATER iHFILTRAliON t oa Jun c'_Ifl OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DUTREHEHi IS NEEDED X REOUiRENENr IS H01 NEEDED er ' ONE BY WOOD BUCK iv x + PROD71�• CONTROLornSION (/\/ J. ALL ANCHORING SCREWS TO BE 910 WiTH X BUILOL., COOS cC}.'PLLL'tcE OF, MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACcEPrmmENO.�1 u31Y. �5 INTO MASONRY, OR 9/16' PFH TAPCONS WITH 11/2' MINIMUM EMBEDMENT %UNITS. SHALL BE INSTALLED DNLT AT LOCATIONS PROrECrEO IT A CANOPY OR 4. OVERHANG Sum THAT THE ANGLE BETVEEN THE EDGE OF CANOPY DR OVERHANG APPRROO MUST BE SHUTTERS WITH 'MIAMI-DApE COUNTY INSTALLED TO SiLL IS LESS iMAN 45 DEGREES UNLESS UNIr IS INSTALLED IN NUN•HABiTABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED iD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR. 6. LATEX SEALANT TO BE APPLIED AT SiDE BY SiDE c ata CRMIT MD71rRA ma voe ' JAMBS AND SIDELITES Lwrstx[sslaln CItB6m6• iR[ST 10IC1, ft6 •mf[. lai .00'oucX'tno+ mPittltAlttDd Iv,nnr 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE u h CORNERS ARE COPED AND BUTT JOINED _ ame. wm te, owe ®a vza,¢r B. DOORS SHALL BE PRE•PAiNTED WITH A VATER-BASED EPDXY RUST II tr INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL su a [zsa N Y Y M 3l -1029 YE W- I 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER IL -BASED/ SHEET I OF 5 VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF U TD 1.2 NIL. FlltTif� IS INTERIOR )I• .... GLAZING DETAIL SHERVIN VILLIAr6 M ERIERM ERADE LAIEX EAULK EXIERIDR I . i INIERtM 112' CLASS BITE 9 I/D• TOWERED GLASS OTHER CONFIGURATIONS Ili It,• MAX APPROVEDASC 11YINGIKiH1HE SOUHI F1 18(m=m Gpm oA JUn BT F'RODO �� CODE 0@.v'L Wl� OFF;M 11CCEI'ViXE HD 0I - ■ 3114. e y �i:i,',ISx"'-'L'•''�r;:y�l\\\`rsllr'e:i p:rrr I-IU29-EV-1 SNEE 1 2 Of 6 G� Itlu E 1/4' SHIM MAX r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 BY 4/UpD BUCK 1 1 / 4.' EXTERIOR PIA I LRIALS LIST IIE11 NO. DESCRIPIION PART NUMBER �_ COMMENTS i. 2O VOOD HEAD JAMB COMPRESSION VEATHERSTRIP EV-14 1 1/4' X 4 9/16' NIL. 10 BE PINE OR [OUIVALEW (2) ALUMINUM ASTRAGAL V- 1OCKSCR[[N BRAND LOXSEAI 9650 (BRONZE 4 ALUHIHM-BUMPER THRESHOLD V- PRE-1- BRAND OR [ODUVALCNT- 5/8' ALUMINUM ASIRA 5 TOP CHANNEL EV-IS PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' © T EV-08 PREHDOR BRAND - 1 II/16' - 20 GA STEEL SKIN M 9L (DST -at 1DA TPA TA NT UDUTII 1 RL511 IT RIOT B PC 9 BOTTOM [HANFI[L BASF V FO,FOAM - DENSITY 2.0 10 2.5 Ib5./f t' - 9 O LOCK OCK PREHODR BRAND - I II/16' - 20 GA STEEL ID STR R STRIKE STILE EV-09 EV-06 4' X 9 1/2' NIL. TO BE PINE OR [OUIVALENf II HINGE STILE EV-05 15/16' X 1 II/16' HTL TO BC PINE EIR EOl11VAL[NI 12 LOCK PREP FILLER PLATE 15/16. X 1 II/16' HTL. i0 BC PINE OR EQUIVALENT 13 4'xd' }{INGE EV-10 PREMBEHOOR•BRAND - A50' THICK- NIL. TO BE POLYCIHYLI 14 VOOD HINGE JAMB V- 6 NDHINGE OR EOUIVALCNT - HAGER BRA. A97 THICK (STE e1D x 3/4' FH.V.S. _ 1 1/4' X 4 9/16' NIL. TO BC PINE OR EQUIVALENT 16 910 X 2' F1tV$. (4) SCRCvS PER HINGE INTO pmR 10t 1 y JAH NIB L X ID' RL IH�C(��j4�l TER IKC WTB • •IAAB SIRLIrE JARS. 4• IS" FRa D' BL IHER[AE [R I 61 S[RCvs II EACR Sfot"E JAHS Off" SIO(LITE• V m m TROM UP. RIAY IS• pG 111EREAf TER . 1 % e LI6' RH IA^pu VAURINRS A 0 RCfER . IB 91D X J /q' F.H.V.S. ►D ECRE LEVA(ION vICV, FOR a OF SVS USED AND LBEATIONS 19 ' 10 x 2' FHV.S. (2) SCREVS P[R HINGE INTO JAMB LDCKSET (2) SCREWS AT EACH STRIKE PLATE 1 910 X 1 ]/4' FltV•S KVIKSET BRAND 2Q0 LOCK OR HARL IC BRAND 100 LICK VOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 22'"X G4' SINGLE PANEL GLASS EV-20 EV-20 � I I/4' X 4 9/16' HTL. TO BE PINE OR (GUIVALENI NP "TAPS SIUELITC TRIM (VOOD) N PQLYPROPYL N - DC -I 4] - (QpL 1 1/4' ® VOOD CASING EV-21 EV-22 5/16 z 1/2' HTL. TO BE PINE CU2 EouIVALEN rm ilceNe+ Ern�iiva�iIT Rs HolelRcs VOOD SIDELITE HEAD JAMB EV-27 sip wisNE u © W000 SIDELITE BASE I I/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT ® POLYPROPYLENE LITE CRANE EV-24 -1643. ODL-2 } 1M X 1 9/16' HTL. TO BE PINE OR EQUIVALENT HP PolYP Polypropylene 96 X 1 1/2':PAN HEAD SCREVS b ODL PY Y SIDELITE STILES IB PER FRAME}p =v D e. I AL R, 1 PIN NAIL EV-26 ' 15/16' X 1 11/16' HTL. TO BE PIN[ OR EQUIVALENT /(• I" RAIL. V IH 12M CUD. RAT D• DC IICRAFICTL USCG @I IO.ILS)6 AND i DOW SILICONE 0995 APPROVED AS GONPLYVIC. vAnj THE _ — SO"FIR W M IT By ('� PREME �Y OL gwnON 911 L .[ITERsBII Et-MMIGCOOEGDUK"tEOFFICE PII15BR6 CS 6f ACCEPTANCE N0. 0 f - 0111(. z y SIO ML ILLS '-- . 1-1029-EW-I SHEET 3 OF 6 RCVISBH LEIIER B 2 BY WOOD BUCK 1/4' SHIM MAX INTERIOR I 79MAX16� 80 11/16' I MAX 2 BY WOOD BUCK SECTION 'c'-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4131-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 wv n AS COUKvueG VLfM IxM SOUnf Rnnm. mi...�u.- 1-1029-EW-I SHEETA OF 6 QVlil@Il[ITER p OTHER DOOR .'CONFIGURATIONS 14 IT ' a, Yr W CI YI r a1V.r W W' 1•• _ 1 Ira �ot w `� `•. • r cc v.tic ai vKia _ � �• u •• ii v.os n °•p• - e _ is v.al gat .(.0 ® - - •Cac - - ° a - - 40, Li 1 1 1 1 u 1 1 1 ra y I 1 . ~-.� r „• w�(W.•.'�••+ F�� ,•,-�jla�oc ��Iry� r W n• a )tea I I ,,, 1 _„ -.. oxxn r I " „. w 1 • ... u a•r , al ur a. w o-.. : r.r•' a• v IT ..a i� ur w is v.ua - 6 ° is s.ua � _ w •(��•c,Wa - 1 ii v.cl.o ' —1 L-••• ... 11 II w Y 1 1 ' a 1 xn on w AFFGiia c0 AS C(XJPLyptGM11H THE SOUTH FLj�RM RMDMCOI DAIS JJ ��JJ 9I y P ,ROM T ROL OIVISI)H Pi BLM O111G COPE C011 VIlCE OFF PII ACLEPTANCE I.V. 01-OJ 1_y•? y X 31-1029-EW-I SHEET 5 OF 6 PIVISM WIN F1Tucn Tll'1nn r, , i Li I I ILIA -uuuK rH)NLL I YLES 36" �-- ['MAX 79 /S J6 pn O° a L00 MAxSao 000���a�iDo00BLANK rDP Ban 4-PANEL 6-PANEL 4-PANEL 9-PANEL 10-PANEL ID -PANEL OTHER SIDELITE_ STYLES 36" �--I r M A X 7• 93 MINX SL-10 SL-20 SL-JO �• SL-60 SL-50 ' SL-SOB SL-69A SL-69D 0 O on Dn.Do G•C �� �� as oa_ aa• Da �� ��. • Da as as DD PD-1 PD-2 PD-J PD-4 PD-5 PO-6 PD-7 PD-8 Uffl UH 9 9 a ' 9. 9 PD-ID PD-19 PD-en PO-21 Pp-22 PD-23 PO-24 • PO-25 ®a Poo 1313 013 oa oao ® ® o aD FLUSH 8-PANEL CROSSBUCK a 0 a 0 IF -PANEL 4-PANEL 5_pA 5-PANEL Er[BROV viS OLL [YEBROv 5-PAWL 5-PANEL v/SCROLL GrEBRov � p 0 SL-69C 'SL-25 SL-55 SL-JOD SL-40 SL-90A SL-908 an oa as aD A PD-9 PD-ID PD-11 PD-12 PD-13 PD-14 111 iii I I .fl11.u�111r11��� rllIrr�r� i�iIrr III n D SL-90C SL-30B SL-JDC SL-70 SL-DO as ❑a ❑a PD-15 PD-16 PD-17 W r. � WW� x b a < c W PO-32 PD-]J PO-34 31-1029-EW-1 SHEET 6 OF 6 eIVUR ante MIAMIDA�E am PRODUCT CONTROL NOTICE Or ACCEPTANCE' Prcrildor Entry Systems 911 E. Jefersoll, P.O. Box 76 Pittsburgh ,KS 66762 •ltIIAhII-DADECOUNTY, rLOPIDA METRO-DADE FLAGLER BUILDING 1JUILD1NC CODE CONIPLIAN CE OFFICE MMRO-DAI)r; FI.AGI.£:f2 DUILDINci 140 tVl:S'r Fl.AC1.t:R S'17t1i1"1', SUrl'i: 1603 MIAMI, Fl.oRII)A 33I30-I5ti3 (305)375-2901 FAX (305) 375-29U3 c:a.�I•Izu-r�lt t,Jrr:.�si,�c: si:c.-r!c)� (3as)3�s•?s�� 1�,t.�(aus)3�t•,sss CU\ I'ILIC"fUlt E\FUJLCI{ail•:,\T !)[ t'I tilO.� (3U3)375.2'JGG I�,>r\ (.lUsj37;.,�u� Your application for Notice of Acceptance (NOA) of (305)375.2')U3 FA-N (3u5)372•c.1.17 Entergy 6-8 S-NV/E Outswing Opaque Single w/sidelitcs Rcsidcrrthll Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materla s and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the collditiolls specified herein. This NOA shall not be valid after the e-�piration-dlite stated below. 13CCO reserves the right 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- 91ay revoke, modify, or suspend the use of such prodoci or material immediately. BCCO reserves tile rigllt to revoke this approval, if it is determined by BCCO that this product or material Bails to nice Buildint, Code. t the requirements of the South Florida The expense ofsuch testing will. be incurred by the manufacturer. % ;1 ACCEPTANCE NO.: 01-0314.21 ,r EXPIRES: 04/02/2.006 Raul Jcoanguez Chicf Product Control Division THIS•IS THE COVERSIfEET, SEE AI)DITION;1l, P;iGES FOIZ SPECIFICM D GENERAL CONDITIONS 13L11LD1NG CODE & PRODUCT RE�VIEN1' C011,11ITTE1: This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in 1vlianii-Dade County, Florida under the conditions set Forth above. APPROVED: 06)0---)/200 Francisco J. Quint llla, R.A, Director Aliami-Dads; COu11tt- 13uilcfing Codc Compliance O('ficc 11-04500011pc2U001\templzteslnotice acceptance cover page.dot �C Internet mail address: Oostfllaster"[!�1)f)II(IIII�iCUCICUnIIIIC.CUi1) �3ity Illttt•trnaur• hfl„•// t...:,.t:...._...........:.. Premdor Entry Systems ACCEPTANCE No.: 01-03 I4.21- APPROVED JUN 0 5 EXPIRES — 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. It approves a residential insulated door, as described in Section ? of this ' Notice of Ac•ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as detcrriiincd by SFBC Chaptcr 33), do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outslying Opaque Sinald R'esidential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6., tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood• Frames witl'i Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01116/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number and approval date by the Miami-Dadc County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsinglc door only, -as shown ir* approved drawings. mil. INSTALLATION •4.1 The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 he 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 re_ a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building pennit shall be accompanied by copies of the following: 6.1. I 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 ll)e components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida 'Building Code (SFBC) in order to properly evaluate the installs 2nord his system. Manuel Perez, P.E. Product Con rol •xaminer Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-0114.21 APPROVED JUN 0 5 EXPIRES .4Dril' 02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,\'DITTO\'S l . Renewal of this.Accept.ance (approval) shall be considered after a renewal application has bccn Tled and the original submitted documentation, incltding test supporting data, cngincering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with tl)e manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building ,the evaluation of this product and the product is not in compliance with,tlie code code affi ctin�� b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'compiied with all rlie requirements off this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scalcd.thc required documentation initially submitted, is. no longer practicing the criginccring profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or proccss shall auton�aticafly be cause for tern�ination of this Acceptance, unless prior written approval has been requested (through the filing of revision application with appropriate fee) and granted by this office, 5. Any of th'c following shall also be grounds for removal of this .Acccptancc:' a. Unsatisfactory perfomlancc of this product or process. b. Misuse -of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advertising literature. I.f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acccptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal tlic copies. S. Failure to comply wish any section of this Acccptancc shall be cause for terriiination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, ? and this last page 3. END OF 'I HIS ACCEPT NCE -- Manuel crez, P.E., Product Co tro Examiner Pro 'nirol Division 3' 1 4' MAX -.i._ 15' 'MAX OL I5' 15' MAX O.C. A -p 15 MAX f'KLMIJUK .. (LN 1 t KV Y BKANll) WUDD EDGE SINGLE DOOR WITH SIDELITES IN WOOD FRAME' WITH . BUMPER . THRESHOLD (OUT.SWING) 00' MAX 4' MAX MAX 3' MAX 43, MAX' J' MAX I9 MAXMAX C 4' MA T_ : ,3 MAX 1S. •-MAX MAX 43 l /16' TOP OF COCA A YI6 T . TO r O LOCI a KVIXSET OCAOBD_T MODEL 460 TCRIrX I• MOaEARLL ' • DEADlDL 1 MAXxDLO F-5 i/2' MODEL OM •, DR MnRLrn MODEL I= p1ID1¢iS � 15' IMAX O.C. `• MAX•• 6' AX MAX�MAX MAX �IMAJC Mq 4' MAX T NA. —X NOtCS, 3' MAX 3' MAX 3' MA > WOOD BLICK-S BY OTHERS. MUST BE ANCHORED 4 ' MAX MAX 4' 11AX �. MAX 3' .) THEE PRECEDING CRRLY TO AVINGS ARE INTIS To TENDED TO LIALiFY -THE FOLLOVING' 1NSTALL'Ai10NS. V0D0 FRAME TRACTION WHERE DOOR 4-� l F� YSTCH IS ANCHORED RED i0'A MINI" TWO BY WOOD (� v )CHING. •NASOAfRY DR CONCRETE CONSTRUCTION WHERE RH OUTSVING Lx DLitSVING TOR SYSTEM iS AMCMDRED TO A MTNIMLM TVO BY 'RLICTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTIOM WHERE IOR SYSTEM iS ANCHORED DIRECTLY TO CONCRETE vatCR fIFLIRA(IQ7 VHRC VAiER DdI`IRAIIDN MASONS iN WITHOUT A NON-SIRUC1l1RAL BENCH IT N;CBCI REDLIIRCF[KJ IS hUl HC[ECD T BY VVOO ALl ANCHORING SCREVS TO BE BID WITH + VIHUN 1 1/?, EMBEDMENT INTO WOOD SUBSTRATE X 3/16' PrH TAPCCWS •VIiH 1 I/2' HIHIHUH EMBEDMENT f0 MASONRY. 11ROIS DLALL EC D6IALLED ONLY AT IISATBHS PROfECiCD BT A CAIVY OR UNIT MUST BC INSTALLED WITH 'MIAMI-DADC COUNIT OVER" SWI IMI IIB; A}SLE REWLEX 1HE EDGE Or. CANDPT OR BVCRIwA; 'RDVCD' SWITERS ID SILL IS LOSS THAN 45 MUCCi IRILCSS MIT IS INSIALLIO IN 11VREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ION'MABIiABLE AREAS WHERE THE L001 AND INC AREA ARE DCSIGNCF LD I DiOR. THREE STAPLES PER JAMB INTO BASE ON SIOCLITES ACCEPT VAIER IBTLIZA110K LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE IBS AND SIDCLIPEL IDWSIDELITE HEADER, OOOR/SIDELITE JAMBS, AND SIDCLtfE BASE HERS ARE COPED AND BUTT .JOINED. I11➢ 9bLUZ m m:ax I MU SHALL BE PRE-PAIHIED. WiTH A VAIER-BASED EPDXY RUST BITIVE PRIMER PAINT WITH A DRY FILM THICKNESS DF 08 iD 12 MLL RAMES SMALL BE PRE-PAIHICD WITH AN ACRYLIC LATEX VATER-BASED/ I y ER•REDLCIBLE WHITE PRIMER WISH A DRY FiLM THICKNESS Or DB TO 12 MILL 1 1IAIlIL'Za N M Y CM11E'"t r I61 PCR J, iAPCD10 Ho :DMCNi -1/Z' x NOiE t5) LC5 A E30 iI —� j---4• MAX MAX RB x 1. 3/4' F.H.V.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPROVED AS COST°LYI .L Hl1;i InE DOV TH P«F11y11 DDun mac c jiA'c PROQUFr5PCMOLCP.137:1 v [iUILDtrI CODE 60I.iPLIA.•F_E CFF;C_ Atx:ErirulcB No. �r - of /v. z r -1020-EW-r. SHEET I [17Sa ICIvN — I! GLAZING DETAIL SPIER IN WILLIAMS UNA EZIEGRADE LAIER EAIAX EXIERIM IIIT[RIM 112` LASS BITE TEMPERED GLASS U U I S W l Wj OTHER CONFIGURATIONS ---------------- 69 314- PAX APPWr• U a CMApLrM rmli THE . SOUiII �-(79�p�� ntr- n � 5 1, � 1166p6 u WRAm o m va r t Lbt p1yJ+CE 10 Limom ACCEPW.,cp sm D 1- 03 1 v- mum Q 667 1-1020-EW-0 S)EET. 2 or 6 tM wm c 3/4' n y -- 5 . 6 - - 80 11/16' ' MAX EXTERIOR 79 5/16' 1. MAX 1 3/4' SECTION B-B COIIIi[IIiS ►100D HEAD JAMB EV-12 I I/4' X 4 9/16' MR. iO IE PINE OR EQUIVALC1Tr . 2O COMPRESSION WAiHERSiRIP 1 1/43 V®D STRIKE JAMB 4 NBRANxS A - 4 9/16' HTL. 10 BE PINE OR EQUIVALENT �-U"i�-�1hD'ER iNRESI'pLD EV-13 O TOP CI(ANNEL PREHDOR BRAND OR EQU(VAIENi - I I//' x 4 9/16' � EW-05, PREMBOR BRAND - LJ 6 Si KIN a9L Lml Im' -mm • rl 11/16' - 20 GA STEEL F H c� ftm rte Rau uH artn e BASF FOAM -DENSITY 2.0 TO 25 tbs/Ft' —� 9 BOTTOM CHANNEL EV-04 PREMDOR BRAND - 1 II/16' - WOOD OCK BLOCK 20 W STEEL EV-08 4' x 9 I/2' HTL iO BE P to STRIKE STILE EW-07 � � EQUIVALENi II HINGE STILE- 15/16' X 1 11/16- MiL TO BE PINE iR EV-06 15/16- X 1 II/I6• NIL i0 BE PINE CQUIVALENT 12 LOCK PREP FILLER.PLATE EQUivnL[Nj EW-09 PRE BRAND - 'M' THICK- HiL TO BE POIYEIHYLEiQ[ 13 WOOD' HINGE V-15 HAGER BRAND HINGE lJR ERIiVALEN! - 097 THICK (STEEL) 14 WOOD HINGE JAHB 15 110 x 3/4' FJiVS. - 1 l/4' X 4 9/l6' NIL TO BE P.Ii EAR EQUIVAIcCNr 16 110 X 2• r.TLW s. (4) SCREWS PER HINGE INTU DDDR INTERIOR 17 xv Mum e Ill SQrvS if EACH SIBEurC JAMB INTO SIImvr'rRrp, ruu'S' ar T EREArIE'r Het vrrtpRN11 I RCTER TO ELEVAIIDN ViEV, FUR a IT10 SIDELITE WOOD STILE EV-07 SmvS USED AHD LOCAiHTHS 19 58 x'2' FltWS, 15/16• X 1 11/16• HTL TO BE PINE OR;EQUIVALENT LOCKSET (2) SCRCVS _, EACH STRIKE PLATE ® 010 x 1 3/4- FHV& KVIKS T BRAND 200 L CK OR TIARLOC BRAND.100 LOCK 61 SCREVS' 111NX JAMB B'i0 STDCIIrC JAN 1 &DL ►%ArTEs iL B• CUVN rRM rU• �0-- ELL us i�r1�R~"w"roEOAiFI Tca UE rAll3 RNa SHELITC JMI. 4' 9M reM r —y q' a SCREVs'HR1)llpl EACH Kng IHIB BQ1r DWI WOOD SIDELITE P EV-18 I i/4••X 4 9/16• HIL iD BE PINE OR EQUIVALCNi 1 1 / 4 • 22' x 64• SINGLE PANEL GLASS EW-19 R AS ry SIDELITE TRIM cV(JOB) VOOD CASING IV-20 5/16 x 1/2' HTL, rp EV-21 1 e• • 1 8E RINE OR EQUIVALENT ® VOOD SIDELITE HEAD JAMB EV-23 1 I/4' X W 9/16' H1L f0 PiN[ 11R EQUIVALENT © WOOD SIDELITE BASE EW-23 11/4' X`4 9/16' HTL TO BE PINE [R EQUIVALENT POLYRROPYLENE LITE FRAME -1643, DDL-2 )TP P l '• A6 X 11/2' PAN HEAD SCREWS Polypropylene by ODL PIN NAIL 18 PER FRAME 10 CUD 14' r aft DOW SILICONE 4995 " + wrR»f'C>n'y�B BC"�ArTEXt w dt1Da nRt rRW WITS- lotm MI(e. iIIAC. 17 ITiRI6IQi$` miss 1IDI[B SIa ®ti .(0.C. A& B DADE CUUmT MDU1fiCATTRis. A 0 PAGE 5 ( w1m M"'PIwm ASCmvty ran,"fj 11g lS[Q� OPT DNS) 10 SOUTH rtn2lri ruC H[ it JlJr1 115 PREMDOR. ENTRY SYS EMS ' PR TrRQL(lMS1QH 911 L trf[siOHH . BUMMS PIIISBIE6 afill 31-1020—Ew-O ���� � SHEET 3 OF 5 PrurcS Uctio-oz,.,. Z 0.11i5QH l[ITOt D . 1/4' SHIM MAX 3/4' T �TERIOR I 79MA "" 80 11/16' I MAX 64' MAX DLO 1 3/4' 2 BY WOOD BUCK 4 9/16' SECTION C-C 1 1/4' - -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020—EW-0 SHEET-2 OF 6 1 1/4' DOW SILICONE 4995 TPFq�YFA/o C0X11•'-nHG NTH raa - SOUTN RR g « ' Pills . AWL 1-1020-EW-0 SHEET 4 OF 6 Fvlsmn LEI 0 ox iUUF\H I JUI�J. B 7i.• ,ux • wiI � �f1'RaJ'pV�7�1p ,wcw�u GN y PI T W mix ." 61�'C�1cQOFF ]� A,CP0-O rv.;,Wg�- 7s ire- Mx �' rinx nx r nwx MAX 1.• M; rnnx I Is• nna �. nAl L oc f 0 136E ; o 0 — Is, MAX oL Is• mx OL J .rAx r mx ]' MAX 4. Ilu X i ��2 -EWp(IF- 6 t(IIEE U I i ILI'\ 1JuuN rHINLL I YLES- 36IF I- MAX 19 rx6' �� ®g� MAX �0 �Q �0� ❑❑ ❑❑ 00 o00 o u tioo ODD ❑❑ aaa BLANK IUP 6-PANEL 4-PANEL 9 PANEL to -PANEL 4-PANEL la -PANEL OTHER SIDELITE STYLES 30' —1 I —MAX 79 /16p . %. I.. M X 0 � Q a SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A SL-69B an DU p0 pp QD no oo an �� 00 00 o0 00 on PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 • PD-7 PD-B FiRal niib6ii 008 n0oa ada� Op FLUSH D-PANEL CRU4SBUCK 12-PANEL 4-PANEL EYCBRUV 0 u o 0 SL-69C SL-25 SL-55 SL-300 SL-40 0o ao 0o pp PO-9 PO-10 PD-II PO-12 SL-90A A PO-IJ pp PD-1B PO-19 PO-20 PD-21 PD-22 PD-23 PO-24 Pp-25 PD-26 PD 27 PD-28 PD-29 PD-30 o q L7 of PO-75 PO-36 PO-77 PO-38 PD-39 PD-40 PO-41 PO-42 1 PD-43 �'D-43A 911 C U1 6 . PD-4JB PHrl IS 7S 6616Z 1n�❑ .1 p i5 PANEL 5-P v/SCRULL . CTED OV 5-PANEL 5-PANEL V/SCRULL CTEBRpv St-90B SL-90� SL-300 SL-JOC SL-70 SL-BO f pp oo e PD-14 PO-15 PO-16 po 1 YI N = PD-31 PD-32 OIL m 31-1020- EW-O SHEET 6 Of 6 UN trrr[r PLOT PLAN for: MARONDA HOMES, INC. I DESCRIPPON: LOT 21, CROWN COLONY 3UBDIV13ION `RECORDED IN PLAT BOOK G I PAGE(S) 7G thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA 00 A6�A m m Ho N Q a 5' la 20' GRAPHIC SCALE LOT 22 C2 (CALCULATED) R=130.00' A = 2"22'39" ARC=5.39' CM.=5.39' CH.BRG.= 5W4 VOGIE C1 R= 125.00' A=05* l G'49" ARC=1 1.52' Ch.=1 1.52' CI I.BRG. _ 51 1 ° 1903V BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' 2 M M10.50' 10.sa N INl(Ct\7MATE LOCATIONy /01 o , SO4 42 53W LOT120 73.59 ,�,p I FLOOR SLAB ELEV ,�l u T1 MUST 0' I` BE 16 "ABC -,Z � 2s.oa .,ROWN OF ADJACENT ROAD N OTHERWISE APPS VED I t '" I I I I 30.0` b PATIO SLAB o I 0 40.00, a MODEL:SUNBURY'I' I N TWO STORY I (4-2 1/2) BLOCK (V , FF ELEVATION -46.98 ' O o DRAINAGE TYPE: A' p WITH I0'x30 PATIO SLAB to 22.25' , I`jlpv 31 I I I I I CONCRETE I DRIVE I Lj 25.0a d 31• PT, ,��•(�� co N 1305�28"E R>�5 ARC G. � •� b o SIDE STREET: 20 - ---- _ N BUILDING LINE: 60' ��CROwN qP•C. Z. LOT 21 CONTAINS 1413-::�L ' 9,806 SOUARE FEET/0.225 ACRES +/- T2e ' �' ` NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY OF CROWN COLONY WAY BEING NIJ'57'28'E. MANAGEMENT AGENCY FLOOD INSURANCE`�- 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE �- HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN PLANS FOR THE PROXCT. THE 100 YEAR FLOOD HAZARD AREA. J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X \ 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: (SUB.ECT TO CHANGE) THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREWA77ONSILEGMD: N0.-NUMBER P.T.-POINT OF TANGENCY CONC- CONCRE TE WE.- WALL EASEMENT F.E.-FENCE EASEMENT ADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT di. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARING S.&U.E.-S►D£WALK & UTILITY EASEMENT O.U.rIISE.-DRAINAGE, UTILITY C CENTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE 3 UTILITY EASEMENT SIDEWALK EASEMENT 'A VONE, INC. LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 THIS WITH A FLL DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.507J LOT by NEIL CADD FILE: CROWNCOL2I.OWG W.0.2002-13991 Maronda Systems Engineer of Record Design Criteria: TPI Mari 4005 Maronda Way Tomas Ponce, P.E. Design: Matrix Analysi onda Systems Sanford FL 32771 (407) 321-0064 1005 Vannessa Dr. Oviedo, FL 32765 s TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO2101 21 132 CROWN COLONY WAY ORLN-CRC SUNI3 LEFT r Fax (407) 321-3913 FL PE # 50068, SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCF 7-qR Thpcp truccac ara rincinnarl fnr nn annl—A 1%-;1A'.— Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: =33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 B 6-18-02 Z 6-18-02 C 6-18-02 see, Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 I 6-18-02 11 6-18-02 J 6-18-02 J 1 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 1W 0 b N O b I loll I I IN W N Nlie JOB NUMBER: SUNIV CUSTOMER: REVERSED JOB NAME: SUNBURY "I 8 J" VAULTED M.BD54. DRAWN BY tly DAT PITCH:6/12 O.H.: 4KZ : 0'-8" LO G : 33psf � II 21-0 74 19-0 ICI B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the responsibility of the installer(builder, building contractor, licensed contractor, -ectoror erection contractor) to oroperlvreceive unload store handle install and -ace metal olate connected wood trusses to protect life and row The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architects or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof orfloor. These recommendations are iced upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 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 orinstaller. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, Installers, and others. Copyright ® 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. "?b"AUTIOi�I:All�fe'`pond xlbracrHC'Shouldbenofess AX�' I n i^ A; thPan arache ar�kr �Jtj,}r�aber, lei; cotireciior s - s rout be rT�ade wttFt mtnlmunm of 2-16d nails. All A raw.r rr1 n§sumed 2' yin center or I4uss. All nipYVk�-i�ly:, 5s `s shouid be tonne err toge fher.in ar cor ifY116�.t1.u$SI�I,f?r•uVYlfla orlbr':tc) !alie.t:ior!. ITORAGE i uss.esfstored ri'gontaR sh Gila 's p© es3;iont�b�loek' gezcessi� e�ratl�rr u�ke;gaiwn2 � r xWia Y'Ix M>rkN ai'74 Duo o i a a,a1mv I$ i sial� tort' 4 C-a'�e"�s�i I d ezc set! �'�� an e�� ,T• w la" agl �i' x "` � EJh o'`1hri�ritt �e�¢'Erc�N Y� �Gds �osno{uuse'ca�pa eru` s s;"jj Frame 1 60. Y60 or less or less\ Tag Approximately Approximateiy` Tag Line, % truss length 112 truss length \ Line Truss spans less than 30'. Littir the 1 Spreader Bar ettac sling Toe In —\ ——Toe In etc. Approximately 1/2 to Y3 truss len t�h Less than or equal to 60' Spreader Bar Toe In Less than or equal to 60' tl �. 3t ;4�ftdr3,. F�.mY.kiren,,atl_`'K2w'`s7 ae'�ail.BI1Yt?41 F T , U.' ��MEC'hfA`NI��AL�'t a�INSTAL�MOI NN Tag / Line Strongback/ SpreaderBar Typical horizontal tie member with multiple stakes (HT) 'y5'tru" of bra, 'oup of trusse (E B) Frame 2 J12 4 or greater NZ i c "'I d can buckle Top chords that are l=ahould togath era nd cause cOthers la no d is Disgonauldbenailed to the underside of twhen purlinsare. attached to the ttop chord. Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —� Required T� I 10' or Greater Attachment Required a��� rl 4i �lY `�hu'Iiq�4JhN'ryl�� I' l ll•.�Is r IIII ;'I!'I M� li' r� i r II „ i q�l1l 1 �N�Gr��I 9�'�'�b l��ih 'fir OP°8HOADN17Iu � Mr7 INIMUM LATERAL BRACE ! t pay TOP CHORD D11 GOFYA► GRACE.; 8�'ACING D`a rr; up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' . 60' 4/12 5' 6 4 DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral Brace Required 10" or Gre Attachme Required ��1PITCF ED-' RUSS Frame 3 a",I�T,SCISSnRS TRl7SS� rip .: 9k'•dr mN l., ;ty ir�lY�::. .. :: �.. C 0 I Z R CIA!, Up to 32'4/12 15. 20 15 Over 32'- 48' 4112 15' 10 1 7 Over 48'- 60' 4/12 15, g4 Over 60' See a registered professional engineer 'n Pine a -Pine -Fir braces •,least 2 BOttORl:zhor at each::endspacing as':,t - x4:y1 I Vry I �., IN 4 I11 i Oly �'+' 4 7p I� 'F6`610�111tl Ii llfJlMUj1A Q� I TERAtE18 C QIGONARACE y, SPACING'k(D6 $: SPAN' wA��.++U+Ci�'ITCH'yij+ J �y, S�ACING(LBS)"lire#,+;tfusses]W";; II;ySr'! t ; dLkn i `��ilt� ti re+y I"il rl 'SP DF I :SPF HF:'`, itll 1Ri . _ iiv. °.' Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 uf- - Uouglas Fir -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 togetherand cause collapse if there In no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when puffins are attached to the topaide of the top chord, robNO TRESS' i' Aaximum Plumb Aisplacement Line 4 r /; / 6' 40. 12 � rea ter /, 8 \gea\ \ \. e' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Bruce Required 10' or Gre Attachme Requirec INSTALLATION TOLERAINCES" Bow 4..: U. r:, :V. i T t'/." L(in) 50" 1 4 4.2 00" 1 2" 8.3' 150" 1 3/4" 12.5' Length L(in) Lesser of L/200 or 2" Lesser of L/200 or 2" n} a'L/200 L(tt) 200' 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1 /2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -Of -PLANE INSTALLATION TOLERANCES. �r �'�- �r����+r _ � :�� .fix 1��� en 1a v� �•rr �� >''^ ,� � � -- 't',�`� uP •;mr,,: a �,^ t�u71:�.':p;h,�g� #. .�,. _ +ve,ult;�'s_�,Na, c, .,t+�.nl��� �_ n�;' Fl,.,, _ t L • O�1�tU 1 e} IS � F " ._ 271>t?.._ i'.urt4:•�L_tletaYl'>.. arc+ 'r; S�x. y��y���fji{?} Frame 6 KABtOADA SXSTE625 4005 Maronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of .Florida #005006s Subject: Valley Trusses S Sanford, FL 32771 (407) 321.0064 Far (407) 321-3913 All valley 4russes Iabeled VT-1 thru 100 are covered under the general valley sheet Provided in the truss package signed and scaled by the engineer of record. The connections are notedon the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Sig r rely T 7msonce, F.E. Date: 3I 5fo 3 11.1, d-len fr Inc au tndtvfdual �..tldme component and l.as been lased cot Information —Ided by the cUmL The designer dhclatn. =rq resPonsl6IDty fur damages as s tool[ of faulty or tomaeet fafema[loa; aPeefI1cU.ns and/or dealt}- fu,nbhed to the tn— d-1Z.- UI the dlent and lb. mtYednas or awU ALY .1 this tofonsmU_ as It may telate to a aPa- eine"-et and ae¢pLlroraponsWwty or eaaclses no eonhut va h rtg>rd n to fabrt- Us, b.nduog, aWPm t+ d a-tallauan or UUS}es. This Ln ss has been designed of so I.W-Idual buOdiog ®pooenL h, a¢ordance s,1U ANSI/TFI 1-t995 and NDS•97 w be lnc ',.[sled ss Part of the buddfog dotgn by a Buadtng Deign" 1"'Otesed mr-blletl or piofeslorW rngb-1- when m-te-ed fot apPtoral by.Ote bu0dh.g d"IcT . the dele,r hwdbgs •aha-n must be checked to be cure (hat tl.e data ahowo Are In agrecmmt wIW the Iocgl buading undo load dm+atle eseorda roc -,cod or aoo.- loads pniceap_UI-uem orspcehlaPPUedlmdi. Unless shown, truss has not be— dolgntd for storage ar ona.Pe -7 load. The des rampraslon ehe"b ( W =samno aamly bneed b ge,, t O1 O°°llnu- ysbethmg .odds othoMse ,pedaed. Muse bolt_. cbmda to Lem,_ .re .wt fully braced I..v.ny by . pmPviy PPbed 'fAd _... G 111,7 should be braced sts I-sfmum l be _ of Ie u o.c Comedar ,Isle ,con be _soar ena<d rroo so gang. l.at UPPcdpbmnbrd steel meeting ASTM A BS3. ;fade 4u. unless .then ,he shown :ABRICATION NOTES }tor to (abrleailo,., the fab+feslor aha11 n:sier �, bb d.awmg to ,natty that tLb d_M9 Is In -.formanee with the fab.lotofa Plu- and to Ella a —,mmog respomthdlty In, such ruF 'Use, Any dl a par.elea .,. to be put In "U.g before eutu g or r.bd_lloa Isles -ball not be tnstaDcd a-er len. oth.te, {ols ordbtmted grata ltemb. shall be cut fight stung wood to wood besrmg- Con- edor Plata -- be looted on both faces or. lbras 11 nails fully [_bedded and abaU be - -bond the)otot unless otherwise shown A 14 Plats b 5- ende r 4- font. A Bab PI.L. t. IT - ,do x 8''e.g. Slots (boos) run P-oud to eunpbte imgth aPer,,Oed_ Doubfe eo . so, -eb bun sha0 meet al U.e eentmtd of the webs Jos other -Ise shown. Connector PIste -bes e -"I—.ties bnacd an the farm sh, d may need to be fa io d f ee,teb, bane. g and/or oeettno stress.. TTda tnrss is sot be GD,tofe>i wn„ .etardanl tees ted oberunlessoU_beshow ForaddUh W 'esmatmo on guahty Conwf nl to 'LUSVTPI 1-1995 tECAUTIONARY NOTES bndog and c-.uoo .rssmmcod-uom am rc fonowod Ia a®rdance syth lfandlmg �aUt^g 1k,Onc(o(. UIB-91. Tdieruss. ore Is I bundd wab d.4—PatUyIsr care d,utog bandbr aog, y sad taststhbon to ._Id a.md i. TemP'—y-0 Pen oest b,e..r hoh"og tn-so In ..ba,ght sad ptomb p� and far rabur.g literal fmca .ludl be 'gr.ed sad lost-U d by oU.ers. Cveful band- b e-senihl and etceto- bmeh,g Is always ttrrd Nmww PrmuUoaaty adIM for ses t,aqutra such tempotaty Lraclog dud g 0211on between trusses to avoid lopplrog doosmolag. Th. supervl.lon a► _djoo ( ses shall be under the mob el of I R ons sicaml In the LwboU,U_ of busses. sslooal ad -lee stall be sought Ifneeded. _enbaU_ of mnsbvctl_ Imda gee -ter the deign loads 31w0 not be appUed to .es at any -roc No Imds oU_ [ban Lb. . A of the o—I_ ah.0 be appUed to :es nnUIa1Ler all faslming and bmang mplctoL MONO VALLEY VALLEY TRUs COMMON VALLEY VALLEY TRUSSES IT7P.1 El DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28.0-0 �I �� UPPORTIIIG TRUSSES II u (IYP.I II II VALLEY AREA VALLEY TRUSSES (TYP.) SUPPORTI118 TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANT LEVERED UP TO TWO FEET. 6-0-4 WO: VALLEY SEr IA 3A6 IF LESS TNEN 3.0.0 TNEN MOVE DIAGONAL WEB TO NEXT PANEL >7 214 2L4 OR 616 OR 416 316 316 _ jam 4x6 2z4 OR 1 416 4110 2.4 $8 316 oR oR 214 11. V I QTy.I Ill WHEN DIGAOIIAL WEB PRESENT USE 4X6 PLATE 11) WHEN NO DIAL WIAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24. O.C. ITYP) 214 216 214 VARIES 12 UP TO f 2z4 2A4 JAG MAX 6.0-0 O.C. (TYP) 1116 t 214 MAX. TRUSS SPACING MAX 6-0-0 O.C_ ITYP) ® BELOW . 48' O.C. SPANS UP TO 60-0-0 TOP•CHORDS: 2X4 5P 92 BOT CHORDS: 2X4 SP'$2 IT IS NOT REQUIRED TO SHEATH TRUSSES WEBS: BELOW VALLEY SET. VALLEY MEMBERS •2X4 SP 93 PROVIDE ALL NECESSARY TOP CHORD BRACINp, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHE14 BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITI4 12d NAILS AT 8. O.C. OR A.SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WED WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG I. TWO 2XG BRACES REQUIRED ON ANY WEB EXCEEDING 14' EXCEPT AS SHOWN pLAT1,S - .11 .ARE T1rZ0 GA 71SMiD p,L'R ANSVPITI 1-1995 COOL. Support -- =:a1-o=j=ida.A W+�RiIriGl: BEAU ALL NOTES ON THIS SFIEET. COPY L Studs @ 6-0-0 o.c. OE THIS DRAWING TO BE Joh: GIVEN TO ERECTING CONTRACTOR. Dg: 4005 MARONDA WAY BRACING WARNING: L)sg-: TLY c..tdli: SANFORD, FL 32771 (401)321-OOG4Pax (d07)321-39I3 BravaB shmsa no Uus dmsdug I, not tn!rUvn beach - ahownt,rsub6d"'g°a"d..hld'masctem�,�'�te 6Widmnrsjm.. htadng t d TIC Live T(, Dead 16.0 TO M A S PONCE P _ E. LICENSE $0050068 tirade to aruhar latcra� fi am' mrznbos only In rtdua hneg0pg Imglh, Pdb g d—1 met bc. e,a Adam-1 6, al �Pe�kd loouons date minty by the buUdmg deslgoer. rlrtw Mt. 1, DC live 7.0 tl$C D.D I ago CREENBROOIL Cr.OVIEDO.FL32766 lasutut,.TFL Xd Y «>a.dr L LSee tile, ar TPiL S'�L blomtcd at 583 D'OnoUto Drive. Made II • aq tVtsmasin 13C Dead )ISt 2.0 557191. Pz f 1'(1TAT. 7t n ncF LIUSS ID: VT Date: 4-1.1-01 Du r -Oc - Ibr 1.25 Dui ac - Plk 1.25 O.C. 5Pacing: 24.0" Uesign C152r31ia: TPI Code* Desc: utal(-lv nuFUUMATION This design is loran bldLldual buildutg cmnpancnt m,d Ims bo:r, banal on Womntlan prrwklcd by U,e ehcnL The dcaigaa dlseblrns wny r p_tbany for danmgc m w.ell or faulty or incorrect btformauon_ speenloUam nd/or dotgrn lunrbhad to Ure t,u= datg„cr, by the diem and the eormciness oraeeumcy or thy INanaello., u K nmy ,data to o ap> cak pro)cUand a¢epla no roporulbgtty or cccrche no ro Leal ,e. h rcga+d to rabnm- Ibrc imndlb,g, rhlpu,ent and J uwl a, d lrwae. Th,. r I — bw.v .Iergncd as an b lliddual building cmnpunad In accwdancc ne ANSWrPI I-IM and NOS-97 to ba tnmrpor+ted as part N the bulldb,g deign I,y a nu Udb,g Delgncr Iregbm, ruehaat..r p—[:-k—1 rvi— rc.,cwed for urora ppl by the bundmg des.gKer, the dcsign kadb,gs Show, must be eheekcd to be sure lhat the data shonni are In agrcanart Ijul We tool building mdca. loot clb--M records for wbrd or.n— loads_ pm)cctspcclnmu_ orspeepl appUcd load.. Unles sho�r,. Irv_, has not been dotgncd (or atora�c or oceupsnq lowds. The design assumce mmprtcslm, d,ords ltop or bottoml arc _.U.u- _fy bn,ecd by shoU.rns un4yi'u—I.e ¢ pNed, lvhere Z.— eh-6 In tendon wee ool rully breed ht—fly by a I•ropaly applied "a" e.alr,g. they should tx b-- d at a ,+adkr apacb,g or 10'-0' o.•_ Cnnncctor phtn 51-H be mmluraetmed horn 10 gauge hot dlppcd 9-1 u Ued sled n e Wr4 AST7•r A 653, Grade 40. unto. atj,c, . FABRICATION NOTES prlor to raba-Lion, U,e (abdcntnrshau "A. thb dn,.blg to seUy 11m1. u,b dnning b W ,oNUrmtaIuWmgthe labrlml.n'a pbrn nd to .opo..srbrby for aueh .ers- -ut.n, n..y _,U rr f- are to be put W mums h l l r< t bo If or fa briw ll." iTnte .hail nal be tnstallcd orcr knolholo, krmis or dtstortcd grotty Alm-b-- shall be.1 for tight ntLh% Wood to wood bcaru.g. Con_ ' truss vflh ulb frhrlly a dded rd ahal be s)m. aboui the)olnl unle3s olhrmise sl.orrn. A 5x4 p6te b 5- w•rde z 4-bug. A 6.s9 plate 6 6' +lac s 8' lung, skis (ho1o) cam wnua to the p6Le kr.Rth aPr ,d .d. Double _t. o.. r.eh members shall meet at the ee..trold N 1he rreb3 onk wh_hr shomr. Con•u,I_ plate skcs are mtnbnurn oleeaseo horsed on I lie f•,rco shown and ma) need to bo b,ad (or eoWtn hand- Iing and/or er 1 slrv3e. This truss is out to tn: fahnalcd Wltl, flee .c1n,.hnl lro led lumber unies olherns ahmrn_ for addition rl bdam,auon m. guaUty C—L-1 reer to A1151/7F1 1-1995 PRECAUTIONARY NOTES w bncb,g and crcctran recon.mrndwuo,u a,w o be Idlowed In o—danee ..lLh-HandUmg ro�tlb.g A 0nd.rr, HIB•91. Tr,aso are In K handled ltlr parueubr care du,b.g banding EMI trm.dW.g, deU.ery and Waal uao to .cold age: Ten,po.a.T one pen..u,enl tr..rsrrg nalda,g tnw,e, b . ,l,alRla ...a plwnh pea_ '.bn and for rvbW,g 6cuwl u+rl,• alWf be elgned wnd t—L.Ued by othrn. Cereal hand- -9 is essenlbl and creciion bracing is alwm)s tphil_ Normal prtnuuoualy action 1pr maso mquUa such temporary brach,g during Is6lbllon betweeu trusses to arold Copp" reddamb,ob,g, Thesapmbbnorcm' ono( nC30 Shan he w'dcr the wnhol ur prnons sperlcn¢d in the tnsUdhUml of Uusso, rnlosbr,al -deice shall be sought U needed. 'o`r tntla, of r Lrucuo.r loads greater un um da18" loads -hail not in applied fo , 3 _ ahoy ihur: No Lords olhrr, I)e.n h.. dghl of the crcelos -ball h: -prNd to uasr_s "Wil caller ail larlcnhy; a,vJ b.aeing cu,upklcd. I HIP GIRDER 2/\ OF WO: HIPDETAIL TI: BLOCKING ADDED 'TO TOP CHOBD STEP HIP TRUSSES TO SI-IORTEN. OSB- NOT TO EXCEED 2411O.C.. rO BE NAILED TO TRUSSES W/ @ 12. ON CEN_ STAGGERED PRE-ENG'D T TOP WALL OF BUILDING 1[ 1tfN01V STEP',a iH[aro>ilda Systems ARN��G: READ ALL ;MOTES ON THIS SHEET A COPY OF 1HIS DRAWING TO BE GIVEN TO ERECTI,NG CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA NFORD, FL 32771 (407) 321-0064'Fa>c 407 ( ) 321-3913 Bract g aha,m on U H drawb g is I,.t tlon b.aclnL w nd bncln "Web b w part of the buadWg dnlgn a,.d M,kh n.usl leer by I TOMAS PONCE P.E. b mrulderej Uw bbua r� de a n nc4gg shrnm b roe bteral auppmt of lrvss men,ben m,l}'tn reduce buckling IrngU. FTorbb.n made to aneryar bktal bncb,g LICENSE M050068 I tl90 GHEElruftDOR R.DVIEOO,FL]Ilydi crust I e at rnds and specUkd lao (Ions de[enntrmd by U,e buUdb,g delgner. Additional braelnH of Ure orrnll Shvctdm may ix Ic+iuUed, Isce NIB-ql of TVU. IT[,ns plate hutLLule. Tpl, b laded cat 593 D'Oudrb D.be Aradeso.e w,weo..ab. a]rI Vl. nrr, rn• llrorir A+Wrrir +nn n,,.r. �..�...� ...-...� _.._ .. Tulg_ Job: Dwg: Dsg,w: Z7,y CLIc: TC Live 16.0 PSI 'CC Dead 7.0 psf 13C Live 0-U PSI` BC Dead 11).0 psf TOTr1L 33.0 Ise r.. uGIPTIL Truss ID; HIP , Dale: 10-20-00 Duffac - Lbr: ' I,2J DurFac -'PII: 1.25 O_C_ Spacing: 24.0" Design Crileria: TPI 'Co -de Desc: V:06.29 nn- JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dlsclamn 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 ape- c81c project and accepts no responsibility or exercises no control with regard to fabrka- Uon, handling, shipment and Installation of [noses. This truss has been designed as an Individual building component In accordance with ANSI/TP1 1.19% and NDS-97 to be Incorporated w pan 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 must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unkss 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 I0'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtcatbn. the fabricator shall review this drawing to verify that this drawing is in confomunce with the fabricator's plans and to mahre a continuing responsibility for such verl- ftcation. Any discrepancies ease to be put In writing before cutting or fabrication. Plata 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 true with nalls fully imbedded and shall be gym. 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 (hobs) con 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 refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing d 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- ttion and for resisting lateral force 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 dommoing. The supervision of erection of Lrnases shall be under the control of persons experienced In the installation of misses. Professional advice stall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any thne. No Inds 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 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V- 125mph, H. 21.0 ft, Ier 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in nTr zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.21" D--0.22" T--0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.00 T 4-3-2 0-4-3 1I MULTIPLE LOADS -- This design is the composite result of Multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A QTY:1 === ==Joint Locations=== =__=====e= 1) == 0-0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL Ilk 7 -0 16-0-0 7-0-0 1 3 15 0 5X10 3X4 sxln -6 T 04-3 3-10-3 T4 1 R R 30-0-0 10 9 8 7 2087# 3.50" 2087# 3.50" 1-0 00 30-0-0 L 1 00 (110-11-11) I 430# 430# �(RO11-11) EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROGR Cr.0V1ED031327a6 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcng, wind bracing, portal bracing or sbnilar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bracing of the metal] structure may be required. (See HIB-91 of TPI). ffmss Plate Institute. TPI, is located at 583 D'Onofrb Drive. Madison. Wisconsin 537191. 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 psf Truss ID: A Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -a••• .„w'_ ^• '• jun rnrrr: L,:I1=-LUAL1Utl3114)MFHI3UA'1V HCS: 06.0201 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer disclalms any responsibility for damages as o result of faulty or incorrect Irdorrnatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this li formoUon as it may relate to a spe- eNc project and accepts no responsibility or uercbn no control with regard w fabrka- Uon. handling. shipment and installation of misses. This truss has been designed as an IndhMual building component in accordance with ANSI/TFI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer tregistered architect or professional englneerl• 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. toed climatic records for wind or snow hods. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The deign assumes compression chords (top or bottom) are conunu- cusly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-(" o.c. Connector plates shall be manufactured from 20 gauge hot dipped 911 anlmd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsmdity for such vert- flcauon. Any discrepancies are to be put in writing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wife x 4' Long. A Gx8 plate is 6' wide x 8' long Slots (holes) rum parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webe unless otherWse shown. Connector plate sins arc minimum st7 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 Inforootton on Quality Control refer to ANSI/1" I-1995 PRECAUTIONARY NOTES All boding and erection recommendations are to be followed in accordance with'Handling Installing R Bracing". HIB-91. Trusses are to be handled with particular cue during banding and bundling delNery 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. Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing dung Installation between trusses to avoid toppling and dominotng. The supervtslon of erection of trusses shall be under the control of persons experienced in the installation of tresses. professional advice shall be sought if needed. Concentration of construerton loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shad be applied to muses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 734# Support 2 765# MAX LIVE LOAD DEFLECTION: L/999 L--0.08" D--0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 T 5-3-2 0-4-3 T7� I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125aph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L- 40.0 ft W= 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI 1- 2 -1794 0.35 2- 3 -1582 0.32 3- 4 -1637 0.39 4- 5 -1637 0.39 5- 6 -1582 0.32 6- 7 -1794 0.37 ..BC ... FORCE ... CSI 12-11 1568 0.47 11-10 1371 0.43 10- 9 1371 0.43 9- 8 1568 0.47 TI: B QTY:1 __ = =========Joint Lo==_ cations==_ __ ==____= 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ---MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 60 -734 BOT PIN 29-10- 4 1035 0 -765 BOT H-ROLL 9-0-0 12-0-0 9-0-0 1 2 4 6 A 4X8 2X4 4X8 30-0-0 Q n 4-10-3 0-4-3 i '12 11 10 9 8 1036# 3.50" (RO-I1-11) I le 30-0-0 1()-0_ (I RO_11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIlCPI 1-1995 scale = 0.2094 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDOX1.32766 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 erection bmcing wind bmcing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemll structure may be required. (See HID-91 of TPO. rrruss Plate Institute. TPI, is located at 583 D'Onofrto 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 Truss ID: B Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA •�•• ••••••• ..�•..-.. wnvvomrumrnuvrrrr HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__ _ __= = ===oToint Locations=====________=_ =0- This design is for an Individual building component and has been based onbtfortatlon CHORDS: 2x4 SP #2 BOTgl WEBS: 2x4 SP #3 ceaosite result of multiple loads. 1) 0- 0 6) 23- 7- 4 11) il- 0- 0 provided the cllfor 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 n any responsibility for damages as a result of damagesaresult of 4,5 continuously braced unless noted otherwise. Y 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty or incorrect infomration,specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) IS- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy of this infornttlon as It may relate to a ape- Support 1 727# Support 2 769# Bld Type. Ebel L= 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- clllc project and accepts no responsibility or exercises no control with to fabrica- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1035 regard handWng, L/999 81 -727 BOT PIN tion, shipment and installation of trusses. This truss has been designed asan L=-0.07" D=-0.07" T=-0.14" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 29-10- 4 1035 0 -769 BOT H-ROLL Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI 1.1995 and NDS-97 to be Incorporated as par of the building design by a Building T- 0. 07 ^ Designer Iregistered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 englneerl. when reviewed for approval by the T= 0 . 03" 4- 5 -1240 0.25 10- 9 1534 0.43 building designer. the design loadings shown RAlB = 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 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 W,(r o.c. connector ' plates shall be manufactured from 20 gauge hot dipped gahwdzed 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- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes, ..is or distorted pain. Members shall be cut for tight filling wood to wood bearing Con- nector plates shall be locoed on both faces of the true with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wile x 4' long A 6x8 plate is 6* wide x S' long Slots (hobs) 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 slur are mintmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. 7hb truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfomtatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing-. HIB-91. 7Ytrsses 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 atways required. Nomral precautionary action for trusses requires such temporary bracing during Instalhtlon between trusses to avoid toppling and dominotng. 7be supervision of erection of trusses shall be under the control of persons experienced In the Insmllation of trusses. Professional advke shall be sought If needed. Concenuatlon 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 -tors shall be applied to trusses until after all fastening and bracing is completed. 11-0-0 8-0-0 11-0 0 1 2 4 6 6 - Q 4X6 3X4 4X6 6-3-2 0-4-3 T7� I � n 30-M 11 13 12 11 10 9 8 1-0-0 1036N 3.50" 30_" 1036# 3.50" 1 (RO-0-�0 -11 (1 RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 0.2094 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 OREENRROOR Cr.OVIEM_. a27- WAKNINIU: 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 bmcing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor bteral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). (Truss Plate Institute. in. ls located at 583 D'Onofrio Drhe. Madison, Wisconsin 53719). Eng. Job: WO: SUNK/ Dwg: Truss ID: C Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL. 33.0 psf V:06.02.02- 13800- 31 ,..o .�..,. c:uco-,-vewoaucarurnlsurvry HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the==_===___=e: = Joint Locations======_======__ This design is for an individual building BOT CHORDS: 2x4 SP #2 carposite result of aniltiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 component and has been based onitformatlon WEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 provided by the client- The desWer disclaims any responsibility for damagesasaresultof 2x4 SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 faulty or incorrect ma lnforlion, specifications Wind Case- ASCE 7-98, C&C, Vet125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, I= 1.00, ExP.Cat. B, Rzt- 1.0 ---- MAX . REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 716# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-LoC Type of this Information as it may relate to a ape- Support 2 752# in ZNT zone, TCDL= 4.2 sf, BCDL= 6.0 cific project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: p psf 0- 1-12 1036 69 -716 BOT PIN exercises no control with regard torabrica- MAX L Inipact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLL lion, handling, shipment and installaUan of trusses. This truss has been designed asan L=-0.06" D=-0.07" T=-0.13" .TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T. 0.07" 2- 3 -1304 0.47 11-10 1522 0.41 os pan of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 professional 10- 9 1105 0.28 Designer (registered architect or profesT= O. 03" engineer). When reviewed for approval by the 4- 5 -1308 0.48 9- 8 1522 0.41 building designer, the design loadings shown RMB a 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sure that the data shown are in ageement with the local building codes, local climatic records for wind or snow bads. Project specNcatbns or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied 0& ceWng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown. 1 2 FABRICATION NOTES 5 o Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confornwnce with the fabricator`s plans and to 4X6 4X8 realize a contgnutng responsibility for such vert- _ ficaUon. Any discrepancies are to be put in writing before cutting or fabrcaton. Plates shag not be installed over knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of 3X4 the truss with nwlls fully imbedded and shall be >3X4 sym. about the Joint unless otherwise shown. A ,7-3-2 6-10-3 5x4 plate is 5- wide x 4- long A 8x8 plate is 8' wide x 8' long Slots (holes) run para Bel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stars 0-4-3 are minimum sizes based se the form shown 0-4-3 and may need to be increased for certain hand- ttng and/or erection stresses. This truss is not _ lu be r unless with (le retardant treated 3X6 6X8 3X8 6X8 2X4 lumber unless otherwise shown. For additional 3X6 mfornatton on Quality Control «ter to ANSIMI 1-19% PRECAUTIONARY NOTES Ail bracing and erection recormnendatlons are to be followed In accordance with 'Handling Installing @ Bracing', HIB-91. Tnmw are to be handled with particular care during banding and bundling, delivery and tnstallatbn to amid damage. Temporary and permanent bmcng for holding trusses in a straight and plumb pos- ttbn and for resisting lateral fames 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 amid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons expertenced in the lnatallalbn of trusses. Professional advice shag be sought If needed. Concentration of constmcilon loads greater than the design loads shall not be applied to trusses at any timb e. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. f1 30-0-0 12 1036# 3.50" 11 10 9 g 1-0-0-0 1036N 3.50" �f (RO-I1-11) I ie 30-0-0 0 1--0�1- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ( RO-11- (11) scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV_ Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. BRACING WARNING: Dsgnr: TLv Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SA NFORD, 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 DurFae - PIt: 1.25 - (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall slnrctum may be required. (See HIB-9I of TPO. BC Dead l O.0 psf Design Criteria: TPi LICENSE #0050068 rruss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOR Cr.0VIEDO.M32786 TOTAL 33.0 psf I V:06.02.02- 13801- 4( HCS: 06.01:02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = __==_ = ===Joint Locations======___=___== =1) This design is for an Individual building has been based BOT CHORDS: 2x4 SP #2 couposite result of multiple loads. Oa 0 0 5) 19- 9- 2 9) 21- 0- 0 component and oninfomauon provided by the client. The designerim WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 result any responsibility for damage ss a resWt of of 2x4 SP #2 3, 4, 5 continuous) braced unless noted otherwise. Y 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or Incorrect Informspecificationsn. specifications Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or dmtgtm furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorteclnessoraccuracy of this Information as R may relate to a spe- Support 1 680# Support 2 718# Bld Type. Encl L= 40.0 ft W. 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type c fb project and a.pis no responsibility or exemues no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 0- 1-12 29-10- 4 1036 74 -680 BOT PIN 1036 tion. handling, L/999 0 -718 BOT H-ROLL shipment and Installation of trusses. This tnrsshas been designed asan L=-0.07" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual buildingcornponent in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI/TPI 1-1995 and NDS-97 to be Incorporated aspan ofthe b"uah'gdotgnbyaBouding Te, 0. 06" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10-19 1291 0.44 engtneed. When reviewed for approval by the = . T003" 4- 5 -1144 0.31 9- 8 1513 0.48 building designer, the design loadings shown RhID = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 are In ageement with the local building codes. local cU=uc records for wind or snow loads. project speclBcatiorts or special applied Inds. Unless shown, taus has not been designed for storage or occupancy bads. The design assumes compressre ion chords (top or bottond aconUnu- ously traced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid mdtng, they should be braced at a maxhnum spacing of Ily-0- o.c. Connector 15-0-0 15-0-0 plate shall be manufactured from 20 gauge hot 1 14 dipped gat a)zed steel meeting ASTM A 653. 2 3 5 6 Grade 40. unless otherwise shown. O FABRICATION NOTES Prior to fabricatlon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plum and to realize a continuing responsibility for such vert- fkauon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be hmtalled 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 taus with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- Wife x 4- long. A 6x8 plate Is 6' wide x 8• long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shag meet at the centmid of the webs unless otherwise shown. Connector plate sizes are mWmum sirs based on the foam shown and may need to be Increased for certain hand- ling and/or accUon stresses. Thistruss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional fnfornatton on Auality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconunendations am to be followed In accordance with -Handling Installing B Bracing-. HIB-91. Trusses —to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permnenl bracing for holding trusses In a straight and plumb pos- ttion and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervtslon of erection of trusses shall be under the control of persons uperlenced In the Installation of trusses. Professional advice shag be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. lo ads ads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. 4X6 8-3-2 0-4-3 0-4-3 7-10-3 n F1 30-0-0 '1128 1036# 3.50" 10 9 1036# 3.50" cRo 1�-111 �I fe 30-0-0 a _111 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. BRACING WARNING: Bracing shown on this drawing 13 not erection bracing, wind bracing, portal bracing or sbnBar bracing which is a pan of the building design and which must be considered by the building designer. Bra shown Is for lateral support of truss members only to reduce buckling length. Provisions must be �S u made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Aiadlson. Wisconsin 53719). Dsgnr: TLY Chk: I Date: 6-18-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI g Code Desc: FLA 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIEDOX1.32766 TOTAL 33.0 psf V:06.02.02- 13802- 4 a,.a.cc vuojuomrnijutwv HC& 06.0202 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E1 ATY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the _ ===Joint Locations=====_==_===_ This design b for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- Oa 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on Information provided by the client. The designer disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 any responsibility for damages as a result of 2x4 SP #2 345 , , ti continuously y braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect information, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designsfumishedtothe lrtusdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ---- MAX . REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 616# Bld Type. Encl L. 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type ar this intonation as it may relate to a spe- cdk project and accepts no responsibility or Support 2 714# in INT zone, TCDL= 4.2 sf, , BCDL- 6.0 0- 1-12 990 61 -616 BOT PIN uemtscs no control with regard to fabrlct MAX L MAX LIVE LOAD DEFLECTION: act Resistant Coverts and/or Glazing g ing Req 29-10- 4 1036 0 -714 BOT H-ROLL Lion, handling, shipment and Installation of trusses. This truss has been designed as an L=-0.07" D=-0.07" T=-0.13 " TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ANSI/TPI 1.1995 and NDS-97 to be Incorporated T- 0. 06" 2- 3 -1570 0.34 11-10 1291 0.44 as pan of the budding design by a Budding Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 eng teer). When reviewed for approval by the T= 0.03" 4- 5 -1144 0.30 9- 8 1513 0.48 building designer. the design loadings shown j� = 1.15 5- 6 -1570 0.32 must be checked to be sun that the data shown 6- 7 -1746 0.37 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 (cods. The design assumes eompresslon chords (top or bottom) are conUnti- ousiy braced by shealhmg unless otherwise specified. Where bottom chords in tension am not fully braced Laterally by a property applied rigid ceding, they should be braced at a 15-0-0 15-0-0 maximum spacing of 10'-0' o.c. Connector 1 14 plates shall be manufactured from 20 gauge hot 2 3 5 6 dipped galvanized steel meeting ASTM A 653. Crade 40. unless otherwise shown. Q 0 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to very that this drawing is In conformance with the fabneators plums and to mall, a continuing reaponstbWty for ouch verl- fication. Any discrepancies am to be put In writing before cutting or fabrication. Plates shall not be Inwtalled over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate b 6' wide x 8' long. Skits (holes) run parallel to the plate length speciiled. 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- Ung and/or erection stresses. This thus Is not to be fabricated with 1be retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconunendatlons are to be followed In accordance with 'Handling Installing & Bmctng-. 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 teases In a straight and plumb pos- mlon and for resisting Lateral forces shag be designed and Waged by others. Careful had - Ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during installation between muses to amid toppling and dominoing. The supervision of ereetlon of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to asses "Id after all fastening and bracing Is completed. 8-3-2 0-4-3 1 R 4X6 30-0-0 R 7-10-3 0-41-3 ' 12 11 LO 9 990# 3.50" �a 30-0-0 1036# 3.50"1-0-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1090 DREENEIROOK cr.ovlEDo.f'I-32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taw members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI. Is located at 583 D'Onofrfo Drive, Madison, Wisconsin 53719). Eng. Job: WO: SUNIV Dµ'g: Truss ID: E1 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psr 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 I V:0 .02.02- 13803- 4 va••• •••W� ^• r•• ,vm rArn: t-:1i=-LUAUUH311DMYHISUN1P HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an mdlvidual 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/ar designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it my relate to a spe- cific project and accepts no responsibility or exerehes no control with regard to fabrlca. lion, handling. shipment and Installation of tresses. This truss has been designed as an individual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadlrrp 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, Inds. The design assumes compression chords (top or bottom) arc contlnu. ously braced by sheathing unless otherwise specifted. When bottom chords In tension nee not fully braced laterally by a properly applied rigid celling. they should be braced at a maximum spacing of la-(r 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 fabrlcatoes plays and to re,n.a continuing responsib8lty for such verl. fkatbn. Any dlscmpancles are to be put In writing before cutting or fabrication. Rates 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 of the truss with nails fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentroid of the webs unless otherwise shown. Connector plate size are minimum atzo based on the forcesshown and may need to be Increased for certain hand. Wag and/or erection resses. stThis truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSIrm 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with'NandWag installing @ Bmctrif. NIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and tmstallatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and phunb pos- Won and for reststing lateral forces shall be deigned and install ed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for hisses requires such temporary bmctng 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 bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" Der 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 0-3-14 1 MULTIPLE LOADS -- This design is the cougsosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CrrC, Ver 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iulpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: F ®TY:2 =__== __======Joint Locations======___=__=__ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 3-9-14 1 1 9-10-13 5 4 2090 4.95" 423# 2.50" 1-6-2 r (R1-6-0) o10 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOII Cr.OVIEDOXI-32766 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing sham on this dmwing is not erection bmeing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 _ which is a part of the building design and which must be considered by the building designer. Bmcbng sham for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psfC C O.C.is Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the bulldi" designer. Additional bracing of the overall structure may be required. (See 1118.91 of TPI). BC Dead 10.0 psr Design Criteria: TPI g (Russ Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 13805- 43 ucrrgn: wanes nnmyrts JUts PA71I: CAILE-LUKUUBS1125MPNLSUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Fl QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=_ ___======Joint Locations=======_=_=____ This design is for an Individual building BOT CHORDS: 2x4 SP #2 ccuposite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided n the client- The designer disclIresult any responsibility for damage ss a result of of }r continuous) braced unless noted otherwise. faulty or incorrect information.speclHnuons PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V- 125mph, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer Support 1 594# He, 21.0 ft. I- 1.00, Exp.Cat. B, Kzt- 1.0 Uniform PLF From PLF To by the client and the correctness or accuracy Support 2 326# Bld Type. Enel L= 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this information as it may relate to a spe- PROVIDE H0RIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 dries project and accepts no responslbWty or exercises no control with regard to fabrics- Support 1 275# et Resistant Coverin g and/or Glazing Req ----MAX. REACTIONS PER HEARING LOCATION----- tlon, handling, shipment and installation of MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type trusses. Twtruss has been designed asan L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 5-11 214 275 -594 BOT PIN individual building component in accordance with L=-0.01" D= 0.00" T=-0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 BOT H-ROLL ANSI/TPI 1-1995 and NDS-97 W be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.38 as part of the building design by a Building T. 0.02" Designer (registered architect or professional engtrieed. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer. the design loodkags shown T- 0. 02" must be checked to be sure that the data shown are in agreement with the local building codes. RMH 1.00 local climatic records for wind or snow loads. project speedlenuons or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) arc contlnu- 9-10-13 ously braced by sheathing unless otherwise Ilk speclf ed. Where bottom chords In tendon are 1 2 3 not fully braced laterally by a properly applied rtgW ceiling, they should be braced at a maximum spacing of I(Y-0' o.c. Connector 4.24 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS-IM A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fobricatoes plans and to realize a continuing responsibility for such verl- flation. Any discrepancies are to be put In 2X writing before cutting or fabrication. Plates shall installed be talled over knotholes, knots or distorted grain. Members shall be cut 3-9-14 for tight fitting wood to wood bearing. Con- 4-3-11 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the centroW of the webs unless otherwise shown. Connector plate shcs are minimum sirs hued on the fortes shown and may need to be Increased for certain hand- Wg and/or erection stresses. This truss is not 3X6 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional InformnUon on guamy Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection rec namendatlons arc to be followed in accordance with 'Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for misting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requbes such temporary bracing during InstallaUon 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 bads greater than the design bads shall not be applied to trtn& es at any tine. No loads other than the weight of the ereclon shall be applied to trusses until after all fastening and bracing is completed. 9-10-13 5 4 215# 11.31" 417# 2.50" 1-6-2 �(RI-6-0)�-6-0)) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOK Cr.0t'IEDO.Fl.32766 Design: Matrir Armlysis 9-10-13 WAKNIN(j: READ ALL NOTES ON THIS SHEET. Eng. lob: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bmcing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of thus members only to reduce buckling ength. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. mee Additional bracing of the overall structure may be required. (SHIB-91 of TPq. BC Dead 10.0 ps (Taus Plate Institute. TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKVOBS1125MPIASUNIV TOTAL 33.0 scale = 0.4873 Truss ID: F1 Date: 6-18-02 DurFac - Pit: 1.25 - O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building Component and has been based on Warmauon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications end/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may minte to a spe- cifie project and accepts no responsibility or exercises no control with regard to fabrlca- tlon. handling- shipment and Imstanatlon of trusses. This truss has been designed as on individual building component in accordance wltl ANSI/TPI 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or pt"fessbnal engtnewi. When reviewed for approval by the bufMlttg 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 rands for wind or snow loads, project specifications or special applied loads. Unless shown. taus has not been designid for storage or Occupancy loads. The design assumes Preston chords imp or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom Chords in tension are not fully braced laterally by a property applied rigid ccWng, they should be braced at a maxbnum spacing Of 10'4)' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 853, Gmde 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 fabricates plans and to realize a continuing responslbWty for such vert- fkation. Any discrepancies are to be put in writing before cutting or fabnesuon. Plates shall not be Installed wen knatholes. knob or distorted grakt. Member shall be cut for tight 0ttlng wood to wood bearing Can. nectar Plato shag be located on both faces of the tuns with nabs fully imbedded and shag be sym. about the)oinl unless otherwise shown. A 5x4 plate is W wide x 4' long. A 8x8 plate is 8- wide x 8' long. Slots (holes) run parallel to the plate length specified- Double cuts on web membem shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes aft minknum sires based on the form shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with lire mistdant tinted lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and emetton recommendations are to be followed In accordance with 'Harding Installing h BmchT. HIB-91. Trusses ate to be handled with particular cue during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for routing lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bmctng is always required. Normal Precautionary action for tnasea requires such temporary bracing during htstallatlmt between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of anuses. Rafesslonal advice shall be sought if needed. Concentration of construction loads greater than the design tads shall not be applied to cruse at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. Wp: TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are asstmied to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125rrph, H= 21.0 ft, I- 1.00, &Kp.Cat. B, Rzt- 1.0 Bld Type= Encl Lw 40.0 ft W- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-3-15 044-3 —L I WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS —This design is the composite result of multiple loads. This truss is designed to bear on multiple supports- Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0,84 TI: G QTY:9 _Joint Locations ========______ 1) 0==6===e 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc 6-10-12 151 167 -355 TOP PIIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7 0-0 1 2 I 6 00 3-10-3 7-0-0 4 3 2813.50" 151N 2.50" L - °Is 7-0-0 82# .5011 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSIPTPI 1-1995 Over 3 Supports C/L: 10-12 (' Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050069 Design: Afmrir Ana}jis scree TV KNIIH(II: 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 no erection bracing, wind bmety, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taw members only to reduce bucking length- Provisions must Ix made Additional anchor lateral bracing s ends and specified Lo ations determined by the building designer. Addltioal bracing of the Overall structure may be required- (See HIB-91 of TPO. (Truss Plate Institute, TPI, is located at 583 D'Onoftlo Drive, Madison, Wisconsin 53719). JOB PATH: C:ITE£-LOKUOBS1125WHISUNIV Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 rsf Attach with Q) 10d Toe-NailS Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an tndMdual buf ling component and has been based an information provided by the cllenL The designer disclaims any responsibility for damages os a result of faulty or Incorrect Information, spec01cations and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this information as a may rebate to o ape- clfic project and accepts no responsibility or uem2se� na control aM regard [o fnbrim• tion, handling. shipment and Installation of trusses. Tbb truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated os part of the building design by a Building Designer (registered architect or professional engtneerl• 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 cltlnaB — trds for wind or snow leads. project BpeetRtativns or special applied Inds. Unless shown. truss bas not been designed for storage or occupancy mods. The design assumes cornpreaston chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid eelhV, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in mnfommnae with the fabrientar's plans and to r -Ifte a continuing responsibility for such vent. Bmtlon. Any discrepancies are to be put in writing before tutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Member shall be tut for tight fhtlog wood to wood bearing. Con. nector plate shall be located on both faces of the truss with nails fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A W plate is 6' wide x 8' long. Skits tholes) run parallel to the plate length specified. Double cuts on web member shall meet at the centrdd of the webs unless otherwise shown. Connector plate sties are minimum sties based on the form shown and my 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 addmonal 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 R Bractg'. fil"1. Trusses ate to be handled with particular cue during banding and bundling, delivery and tmtallatlan to avoid damage. Temporary and permanent bracing for hok(tng inuao N a stralglnt and plumb pos- Man and for resisting lateral forees shall be designed and Installed by other. Careful hand- ling is essential and erection bracing is always required. Normal preoutionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dammatng. The supervision of erection of tr aso shall be antler the maid of persons experienced In the installation of trusses. Professlon it advice shall be sought If needed. Concentration of construction tends greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the credos shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced finless noted otherwise. Wind Case- ASCE 7-98, CSC, V- 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B. Kzt= 1.0 Bld Type. Encl L. 40.0 ft W. 7.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 4-3-15 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI-..BC... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI QTY:5 _ ==Joint Locations=====_=.____. =1) 0 6 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 0 3-10-3 1 1 M Ilk 7-0-0 11 4 281# 8.00" 151N32.50" L 1-1-9 82g .50" e " 7-0-0 -12 C/L: - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 10 LMaronda System Si 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bractrng, Parini bracing or similar bracing which is a pan of the building design and which must be comldered by the building designer. Bracing shown is for lateral support of truss member only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locatlors determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. rrruss Plate institute. TPI. is located at 583 D'Onoftio Drive. Madison. Wisconsin 53719). Attach with (3) 10d Toe-Naft Attach with (2) 10d Toe -Nails scale = 0.4854 Eng. Job: Dwg: Truss ID: G1 Dsgnr: TLY Clint: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V'06.02.02- 13809- 46 HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Infonnatlon provided by the client. The designer disclaim any responslbWty for damages as a result of faulty or incorrect tnforrnuUon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnformallon as It may mbte to a spe- cific project and accepts no respon sflyddy or exercises no control with regard to fabrica. Lion, handling, shipment and Installation of tnrsses. This truss has been designed as an individual bud" component in accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engincerl. When m-4med 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 cWnatic 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 (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ale not fully braced laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 10'-T o.c Connector plates shall be manufactured from 20 gauge hot dlpPcd galvantwd 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 responslbWty for such verl. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothob. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector pbtes 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 (r wide x 8' long Shuts (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 mlnlmum sties based on the forces shown and may need to be increased for certain hand. ti ling and/or erecon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guallty Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendation are to be followed in accordance with -Handling Insla➢ing & Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemnanent bracing for holding trusses in a straight and plumb pos- 0lon and for resisting lateral form shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precrutloury action for trusses requires such temporary bracing during Installation between trusses to avoid toPPling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Pmfi clonal advice shall be sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft W. 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D. 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 34-11 0-4-3 4 1 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# .-TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 9TY:4 =_== __=======Joint Locations=======_======= 1)0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 2-10-15 5-1-8 4 3 219# 3.50" 110/1 2.50" 1-1-9 �6 5-1-8 61# 50" I (R1-1-7) C/L: -0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports �taronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOR Cr.OVIEDO.F132766 Desirn: MmrAr Anolvrir wAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specilled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). frnuss Plate Institute. TPI. Is located at 583 D'Onofrto 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 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION Thts design Is for an Individual building component and has been based on Information provided by the e11enL The designer disclaim any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as U may relate to a ape- dnc project and accepts no responsibility or exercises no control with regard to fabrica- Bon, handling shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI )-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer, the design badl gs shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic rsnow loads. for wind or snoloads. specificationsProjectspecifications or special applied loads. ow Unless shn, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu. usl oy 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 gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkntbn. the fabricator shall revim this drawing to verify that this drawing is in conformance with the fabricator's pLvu and to mall- a continuing responsibility for such veri- neatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall 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 p.-Ud to the plate length specified. Double cuts on web members shall meet at the etmtrokl of the webs unless otherwise shown. Connector plate sires are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing d Bracing', H113-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding muses in a straight and phunb pos- Mra and for resisting lateral forces shall be designed and Wtalled by others. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing dung installation between thus= 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 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 untilafter all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V. 125uih, H= 21.0 ft, i- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 40.0 ft W- 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE IaND DEFLECTION: T= 0.00" RMB a 1.15 0-4-3 4 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be (narked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 ATY:4 _ __====== ==Joint Locations== ====_=_== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL L 5-1-8 L 1 — 2 2-10-15 5-1-8 Ik 4 3 219# 8.00" 110# 2.50" le 1-1-9 5-1-8 - 50' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ' WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chic: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bmctrl& portal brat g which is a of the building des bracing or sMllar Bracing part g Igo and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. Additional enacinutof the over; i;iructured timed b=wary determined b, the budding designer. g r required. (see HIB-91 ar7Pit. BC Dead 10.0 f Ps LICENSE #0050068 rr uss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 OREENBROOK MOVIEDOXI-32768 I TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) LOd Toe -Nails scale = 0.6197 Truss ID: H 1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uaign: mafnr Anaryslr 1UB PAIN: C:7EE-L0K110BSU25MP1MUN/V HCS: 06.0102 DESIGN INFORMATION This design is for an Indhhdual building component and has been based on Information provided by the cllent. The designer disclalms any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cifk project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns part of the budding 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 leads.project specifications or special applied Inds. 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 rigid c ellbrg they should be braced at a maximum spacing of 10'-0' o.c Connector plates shad be nmufactured from 20 gauge hot dipped gilvanlud steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricatiview on. the fabricator shad m this drawing to vertfy that this drawing is in conformance with the fabricrtoes plans and to meads a continuing responsibility for such vet7- fitatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be tmtalled over knotholes. knots or distorted gain. Members shad be cut for tight fitting wood to wood beartng. Con- nector plates shad be located on both facts of the truss with nabs fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x V long. A 6x8 plate is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cut on web members shad meet at the eentroid of the webs unless otherwise shown. Connector plate sizes are minimum sizc+ based an the forces shown and may need to be incre sed for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES All bracing and election recommendations are to be followed In accordance with Itanciling Installing @ Bmcing% HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Tanponny and pemanent bracing for holdhmg trusses in a straight and plumb pos- Itlon and for resisting halemal forces $hall be designed and installed by others. Careful hand- Iing is essential and election bracing is always required. Normal precautionary action for tilisses requites such temporary bracing during installation between trusses to avoid toppling and dominotrig. The supervision of erection of tosses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be Sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, CSC, V- 125mph, Her 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 40.0 ft W- 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" Tm-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T== 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Siatplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.WEM-. 32796 TI: I QTY:4 _____ _====J===--=- oint Locations=======- 1) == = 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 Ilk 1 2 0 3-1-8 4 31 154# 3.50" 67# 2.50" Die 3-1-8 37# 2 0" -0 PER ANSI/TP1 1-1995 Over 3 Supports C/L: -4 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 WAKNINti: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.0 psf O.C.Snacin 24.0" Spacing: made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). BC Dead lo.o r pS Design Criteria: TPI (r uss Plate Institute. TPI. is located at 593 D'Onafrio Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13812- 49 —6.. ara,u n,aayru .1Uu rnrn: L:uEC•WAUUUJI/JJMYHIJUA'/V HCS: 06.01.01 DESIGN INFORMATION 'fhb design b 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 inmrecl tniormation, specifications and/or destgns furnished to the truss designer by the client and the correctness or accuracy of this InfamaUon as It may relate to a spe- cine 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 IndW=l building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, foal cBmatic records for wind or snout lads. project specNallorn or special applied Inds. Unless shown, tr uss has not been designed for storage or occupancy Inds. 7hc design assumes compression chords (top or bottom) are mnUnu- ousy 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 n maximum spacing of la-C' o.e Connector plates shall be manufactured from 20 gauge hot dipped gah artlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrtator shall review this drawing to verify that this drawing is in confornance with the fabricator's plans and to realize a continuing responsibility for such verl- Balion. 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 fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x B' long. SW (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. Wig and/or erection stresses. 7hs truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIfMI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling Installing a Bracing". 14I8-91. Tntsees are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tnusn In a straight and plumb pos- It1on and for resting lateral forty shall be designed and installed by others. Careful hand- Bng is essential and erection bracing Is always requbcd. Normal preauuonary action for trusses requires such temporary bm" during Installation between trusses to avoid toppling and dominoing. The supervblon of erection of town shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought B needed. Concentration of constroctlon loads grater than the design loads stall not be applied to (rases at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 9TY:4 ====Joint Locations=====_____=_=== =___= 1) 0 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL Ilk ce— 3-1-8 L 1 2 6.00 39 F, 3-1-8 4 3 154# 8.00" 67# 2.50" F 1-1-9 � 3 1 8 37# 2 0" EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(: 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 b not erection bra wind bra bradingdcing or signer. bracing which s a dog by pant d the building design and which must be considered by the building designer. Bracing TC Dead 7.0 p5f (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of thus members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations, determined by the building designer. Additionalbracing of the overall structure my be required. (See HIB-91 of TPI). BC Deadpsf 10. 0 LICENSE #0050068 rrruss Plate Institute. TPI. is looted at 583 D'Onafno Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.FL32766 TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-18-02 DurFac Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uerlgn: dfarnz Analysts JOB PA771: C:17EE-L0KV0BS1125MPNISUNIV HC3: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbWty, or exercises no control with regard to ca fabrt- tlon, handling, shipment and installation of trusses. This truss has been designed ss an Individual building component in accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional 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 Waal 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 --- compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 1(Y-O' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the 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. Can- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are, minimum sizes ty based on the forshown and may need to be increased for certain hand - Mg and/or ereellon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing'. NIB-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 fortes shall be designed and Installed by others. Careful hand- Iing is essential and erealon bmdng is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to musses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 __= __ = ==Joint Locations==___________ 1) 0- _ Oc=6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MXX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 11 1 2 0 0-10-15 1-1-8 1 4 3 89# 3.50" 25# 2.50" 1-1-9 � lru i 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 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 I890CREENBROOR Cr.OViEDO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Oils drawing is not erection bracing, wind bmcing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'OnWro Drive. Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 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 scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS. 06.02.02 I I j JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: J1 9TY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- cilio project and accepts no responsibility or exercises no control with regard to fabrtca- tion. handling. shipment and installation of trusses. This truss has been designed as an mdhidual building component to accordance with ANSI/TPI 1-1995 and NDS-97 to be mco. rated 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 clirnaUc records for wind or snow loads. project specifications or special applied loads. Unless shown. thus has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of HY-W 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 drawl" is in conformance with the fabricator's plans and to realbe 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 shag 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 6 wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cub on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minbnum sloes based on the forces shown and may need to be Increased for certain 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 refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing @ Bracing', HID-91. Trusses art to be handled with particular care during banding and bundling. delivery and butallaUon to amid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and totalled 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 sold toppling domtnoing. The supervision of erection of trusses sham be under the control of persons experienced In the tmtailaUon of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads sham not be applied to trusses at any time. No loads other than the weight of the erector sham be applied to trusses unto after all fastening and bracing Is completed. 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 _ _==_ = =====Joint L=--=== ocations========ef =1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# L 1 2 0 Attach with (1) 10d Toe -Nails 14111 0T 0-10-15 Attach with (1) 10d Toe -Nails L 1-1-8 L 4 3 89# 8.00" 25# 2.50" 114 1-1-9 13t1 2I (R1-1-7) CIL. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(4: READ ALL NOTES ON THIS SHEET. Eng. Job: Systems L A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g• CONTRACTOR. lBraclng Dsaronda gur T LY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 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 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specifed locations determined by the building designer. Additional bracing of the memstructurescture may be required. (See HIB-91 of TPO. BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute, TPI, s located at 583 D'Onofrio Drtve. Madison. Wisconsin 537191. 1890 GREENBROOK MOVIEDOXI-32766 TOTAL 33.0 psf scale = 1.5123 Truss ID: J1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uuign: maim nnarysis JUN PAIH: L:IILE-LUAVUBS114MPHISUN(V TICS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Irfor tatlon, 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. cfflc project and accepts no responsibility or exerci m no control with regard to fabAca- lion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professlonal engtn rl. 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 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 rigid ceiling, they should be braced at a maximum spacing of 10'-(' o.c. Connector Plates shall be manufactured from 20 gauge hat dipped galv4nlzed 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 piss and to realize a continuing responsibility for such verl. 6eWon. Any discrepancies are to be put in writing before cutting or fabrication. Plat- shall no be Installed ever knotholes, knots or distorted gmin. Members shall be cut for tight fitting wood to wood hearing. Con- nector pbt- shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run pamilel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate st= are minimum slzes based on the forces shown and tray need to be Increased for certain hand. ling and/or erection stresses. This truss Is no 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 bmcing and erection recommendations are to be followed In accordance with 'Handling Installing & Bmcing'. 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 truss- in a straight and plumb pas - Non and for resisting lateral forces shall be designed and installed by others. Careful hand- Wng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bm" during installation between trusses to avoid toppling and dommoing. 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 bads greater than the design Inds shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to truss- 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 Wind Case- ASCE 7-98, CSC, V. 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 21.0 ft Truss in LNT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D--0.06" Tea-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 T 4-3-15 0-4-3 119-- (R-1� EXCEPT AS SH fm-aronda S 4005 MARO SANFORD,F (407)321-0064 F TOMAS PONCE LICENSE #005W68 1890 GREENBROOK Cr.O Fax MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI 1- 2 -2600 0.28 2- 3 -2522 0.42 3- 4 -2385 0.68 4- 5 -2522 0.42 5- 6 -2600 0.28 ..BC...FORCE...CSI 11-10 2280 0.40 10- 9 2257 0.39 9- 8 2257 0.39 8- 7 2280 0.40 TI: K 9TY:1 _ __= _=Joint Locations======_s, 1) =_ ==______ 0- Oa 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 7-0-0 1 2 5 Q SX10 SX10 21-0-0 11 10 9 8 1447# 8.0011 1447# 8.00" 21-0-0 430N 430N OWN PLATES ARE T120 GA TESTED R ANSI/TPI 1-1995 S WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: vctems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss I CONTRACTOR. Date: BRACING WARNING: DurFa N DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing DurFa L. 32771 which is a part of the building design and which must be considered by the bulldbng designer.. Bracing (407) 321-3913 shown is for lateral support of tress members only to reduce buckling length. Provisions must be O.C.0 made to anchor lateral bracing at ends and specifled locations determined by the building designer. De$) P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ,.1g fl'russ Plate Institute. TPI, is located at 593 D'Onofrto Drive. Madison. Wisconsin 53719). Code wiEDO.FLa2768 TOTAL V'06.0 JOB PAIN: CA EE-LOKVOBSU25UPHISUNIV I C Dsgnr: TLY Chk: TC Lave TC Dead BC Live BC Dead 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 psf 3-10-3 0-41-3 tale = 0.2880 D: K 6-18-02 c - Lbr: 1.25 c - Plt: 1.25 Spacing: 24.0" n Criteria: TPI Desc: FLA JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L CITY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = _ ___e: = =Joint Locations:e = e:.___=====a This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. =1)==0- 0- 0 5) 16- 2-12 9) 9- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims ) any responsibility for damages as a result of continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 faulty or Incorrect Information, specificationsorPROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V- 125mph, 4) 12- 0- 0 8) 12- 0- 0 and/or designs furnished to the truss designer Support 1 565# H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy Support 2 597# Bld Type= Encl L. 40.0 ft W= 21.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 744 60 -565 BOT PIN clflo project and accepts no responsibility or L/999 P exercises no control with regard tofabrt©- L=_0.03" D=-0.03" T=-0.06" fact Resistant Covering and/or Glazing Req 20- 8- 0 744 0 -597 BOT H-ROLL Lion. handling, shipment and installation of trusscs. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC... FORCE... CSI ..BC... FORCE... CSI Individual building component In accordance with T. 0 . 03" ANSI/TPI 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE IAAD DEFLECTION: 2- 3 --896 0.26 19- 8 756 0.29 as pan of the building design by a Building 'T= 0. D1" Designer (registered architect or professional 3- 4 -757 0.19 8- 7 952 0.40 englneerl. When reviewed for approval by the RMB - 1.15 4- 5 -893 0.27 building designer, the design loadings shown 5- 6 -1107 0.38 must be checked to be sure that the data shown are in agreement with the local building codes, lord climatic records for wind or snow bads, Project specifications or special applied bads. Unless shown, miss has not been designed for storage or occupancy loads. The deslgn 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 IfY-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 9-0-0 3-0-0 9-0-0 Grade 40. unless otherwise shown. Ilk 1 2 5 FABRICATION NOTES o Prior to fabrication, the fabricator shad review this drawing to verity that this drawing Is N conformance with the fabricators pins and to 4X8 4X6 realize a continuing responsibility for such veri- ftealion. Any discrepancies are to be put In writing before cutting or fabncatfon. Plates shall not be Installed ever knotholes, knots or distorted grain. Members shad be cut for tight plates shad be locato ted on both faeces of 2X4 2X4 the truss with nalls fully imbedded and shad beByrn.sy. about the joint unless otherwise shown. A $-3-1$ 410-3 5x4 plate is 5' wide x 4- long. A ax8 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 mritrold of the webs 04-3 0-4-3 unless othe-theshown. Connector plate sizes are minimum slur based on the forces sham and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with Tire retardant treated 3X6 lumber unless otherwise shown. For additional 6X8 3X8 3X6 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed In accordance with -Handling InstaWng & Bracing'• HIB-91. Tnusesare to be handled with particular care during banding and bundling• delivery and Installation to amid damage. Tempomry and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoft% The supervision of erection of trusses shall be under the control of persons experienced in the Installation of muses. Professional advice stall be sought d needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tone. No bads other than the weight of the erectora shad be applied to tresses untilafter all fastening and bracing is completed. 21-0-0 10 9 g 745# 8.00" 74$# 8.00In 1-1-0 off f ` (RI-1-7) l le 21-M EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 wAKNIN(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 erection bracing, wind bracing, portal bracing or stmllar bracing which Is a pan or the building design and which must be considered by the building designer. Bracing shorn is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See lids-91 of TPI). rrnsa Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgiir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psi BC Dead 10.0 psf TOTAL 33.0 Dsf 119 I scale = 0.2880 Truss ID: L Date: 6-18-02 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:I7EE-L0KU08S1125MP1MUNIV HCS: 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M BTY:S DESIGN INFORMATION This design is for" IndWual building component and has been based an information provided by the client. The designer diseLahns any responsibility for damages as a mutt of faulty or Incorrect brformatlon. 3pet6leatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomtauon as It may relate to a spe- cific project and accepts no responsflaillty 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 bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes conpresslon chords (lop or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by n property applied rtgd ceiling. they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanired 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 confomance with the fabricators plus and to realize a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be metalled over knotholes. knots or distorted grain. Members shall be cut for tight fluting wood to wind daring. 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 (i wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slurs are minimum stirs based on the forces shown and may need to be increased for certain hand- ttng and/or erection stresses. This truss is not to b: fabricated with fire retardant treated lumber uNess otherwise shown. For additional Infomatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing'. Hi" 1. Trusses are to he 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 allays required. Nonnal precautionary action for Lrussm requires such temporary bracing during installation between trusses to avoid toppling and do ilnofng. 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 bads 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 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" Te-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 T7� I MULTIPLE LOADS -- This design is the - __=_ =====Joint Locations=====_=________ composite result of multiple loads. 1) 0- 0- 0 4) IS- 5-12 7) 10- 6- 0 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 Wind Case- ASCE 7-98, C6C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H- 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type- Encl L= 40.0 ft We, 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL Impact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 10-6-0 k10-6-0 Ilk 1 2 q 0 4X6 PaR 21-" 8 7 745# 8.00" 745# 8.00" 119 Ia 21-0-0 (R1-1-7) 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 #W50068 1890 GREENBROOK Cr'.0V1ED0.FL327G6 119 I (R1-1-7) scale = 0.2880 WAKNIN(G: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. Dsglir: TLY Chi{: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr Du rFae - Pit: 1.25 which is is a part of the building design and which must be considered by the building designer. Bracing shown is re for lateral support of truss members only to duce buckling length. Provisions must be BC Live 0.0 psf Spacing: C 24.Ott p g• made to anchor Lateral bracing at ends and specified laeations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). g(` Dead 10.0 f pis Design Criteria: TPI (Truss Plate Institute. M. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:06.02.02- 13819- 55 nrargn: inmrtx nnaiyrlr JUH YAM: LAILL-LUKUUB51I25MPHISUNIV HCS: 05.02.02 1 .1 JB: SUNBURY I AC: WO: SUNIV WE: TI: P 9TY:4 DESIGN INFORMATION This design is for an IndMdml building component and has been based on information Provided by the client. The designer disclaims any responatbdity 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- cffle 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 truirMi it building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Deslgrcr (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local cllrnalle records for wind or snow bads, project specilcatlons or special applied Inds. Unless shown. truss has not been designed for storage or occupancy bads. The design assumo compression chords (top or bottom) are conUnu- ousy braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 10'd' o.e Connector plates shall be manufactured from 20 &huge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is to conformance with the fabricator's plans and to mallet a continuing responsthflty for such vent. flcation. Any dtwepancI s are to be put In writing before cutting or fabrication. Plates shall not be Installed over Imotholrs, knots or distorted gain. Members shall be cut for light luting 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 6xB plate is 6- wtde x B- long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centrvld of the webs unless otherwise shown. Connector plate alas are minimum sI.- m h— an d on the forsh and may need to be Increased for certain hand- ling and/or erection stream. This truss is not to be fabricated with fbe retardant treated lumber unless otherwise shown. For additional .formation on Quality Control refer to ANSItM 1-1995 PRECAUTIONARY NOTES All brad" and erection mca mendatlons are to be followed in accordance with "Handling installing A Bracing. HIB-91. Trusses are to be handled with particular cam during handing and bundling, delivery and Installation to avoid damnge. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral form shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary salon for trlfsses iegttircs such lempolafy bracing during tmatallation between uuases to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Intalation of trusses. Professional advice shall be sought if needed. Concentration of constmetlon bads greater than the design loads shall not be applied to trusses al any time. No ads other than the weight of the berectors shnl be applied to trusses usul after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 p: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) ror lateral forces due to wind or seismic loads on buildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 ®1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Part L. 31.0 ft W. 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDLm 6.0 psf ..TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 4-1-8 1 2 0 = ......... = == ==Joint Locations==___=====v= 1) 0- === 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-i,oc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CMINECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 284# [3X6] 3-11-3 8X14 2X4 2X4 14 7 3X4 11-2-3 8-1-0 8X14 0-74 3-6-4 65 4 3 �f 1518# 15.00" 144# 1.50" I GABLE STUD PLATES (0) 2X4 (1 4-1-8 IR1-1-7) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1878 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P y CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psr DurFac - Lbr. 1.25 4005 MARONDA WAY Bracing shown on this drawing h not erection bracing wind bracing, portal bracing or shnitar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building dmtgn and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Prvvtsans must be BC Live 0.0 par O.C. Spacing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (Sce Hl"l of I". Ps LICENSE #0050068 fllarss Plate i ititute, 7PI, is located at 583 Donofrio Drive. Madison, Wbcomin 53719). Code Desc: FLA 1890 GREENBROOK Cr.GVIEDO.iL32768 I TOTAL 33.0 psf V:06.02.02- 13820- 56 Design: Matrix Analyrit JOB PA771: C.IIEE-LOIC 00112SMPHI.SUNIV HCS: 06.0202 JB: SUNBURY I AC: 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, speelflcations 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- cifle 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 w an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building deslpt by a Building Designer (registered architect or professional etglneerl. When reviewed for approval by the building designer, the design loadings shown must he checked to be sure that the data shown am in agreement with the local building codes. local climatic records for wind or snow loads. ptojeci specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a ma imum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gAvanbcd 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 fabricatoes piers and to realize a continuing responsibility for such —i- ficttion. 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 far tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss wtth nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6XB 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 mnuold of the web$ unless otherwise shown. Connector plate slur are minimum sots based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional information on Quality Control rder to ANSI/TPI I-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance With "Handling Installing @ Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- aion and for resisting Lateral fonts shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal Precautionary action for messes requires such temporary bracing during tastallatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses stall be under the control of persons eVerlenced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of constructlon loads greater than the design loads stall not be applied to trusses at any time. No loads other than the re weight of the ectors shall be applied to trusses until after all fastening and bracing 1s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 [): Plate(s) OFFSET from joint center. The Joint Detail Report mu t be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION111 Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 WO: SUNIV WE: ®3X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is -the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Part L. 31.0 ft W= 4.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf _TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 TI: P QTY:4 =1)c=0= 0==Joint Locations======_=====n= - 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support 1 284# 1 3 CONIINOUS 6 7l16' OSB SHEATHING 4A 'tYA U'�• 412 0 7 X2 1 7-0-8 6 5' 4 1 324# 15.00" 324# 151.00" 8-3-0 ---ol CABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.OVIEDO.PL32766 Design: Marrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). � rr Plate Institute. TPI, is located at 583 D'Onofrfo Ddve. Madison. Wisconsin 53719). JOB PATH: C.17EE-L0KU0BSI125MPHISUNIV NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7I16' OSB SHEATHING NAILED W18d NAILS @4.0- O.C. AT ALL CONTACT SURFACES scale = 0.1878 Eng. Job: Dµ'g: Dsgnr: TLY Chk: NI Truss ID: P Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 13820- 56 HCS 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: U 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the __ =_==== ==Joint Locations ======__ This design Isfor anmdh•wualbwwing BOT CHORDS: 2x4 SP #2 Composite result of multiple loads. =1)= 0- 0-=0 5) 23- 1- 1 9) 16-10- 8 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 anyproraspided n the client. Thedes as aresult of continuous) braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 any responsibility for damages as a result of Y faulty orIncorrect Information. spee8katluns PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 and/or designs furnished tothe truss designer Support 1 764# H- 21.0 ft, I= 1.00, Eep.Cat. B, Xzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythecuentandtl,ecorrectness or accuracy Support 2 803# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Los Type of this Information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 clfle project and accepts no responsibWty or L/999 P psf 0- 1-12 1041 77 -764 BOT PIN exenssesnocontrolwithregardtofabrlca- L--0.25" D=-0.26" T--0.51" III¢)aCt Resistant Covering and/or Glazing ReQ 29-10- 4 1041 0 -803 BOT H-ROLL ton, handling• shipment and Wtallatbn of trusses. This taus has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE... CSI ..BC ... FORCE... CSI individual budding component In accordance with T= 0.37" 1- 2 -3229 0.60 12-11 2925 0.70 ANSIrM 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -2456 0.56 11-10 2925 0.68 as part of the building design by a Building T= 0.18" 3- 4 -2156 0.43 10- 9 2158 0.47 Designer (registered architect or professional engineer). When reviewed for approval by the RMB = 1.15 4- 5 -2455 0.56 9- 8 2925 0.68 building designer, the design loadings shown 5- 6 -3229 0.61 8- 7 2925 0.70 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 spect cations 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- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Literally by a properly applied rigid celling, they should be braced at a maximum spacing of ID-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown. Ilk 11 1 2 5 6 FABRICATION NOTES 6 p -6 00 Prior to fabrication, the fabricator shall review this drawing to verily that this drawing Is In conformance with the fabricators plans and to 5X6 5X6 realize a continuing responsibility for such wen- _ fkatbn. Any dscmpaneles are to be put in - writing before cutting or fabrication. Plates shall not be installed over knothole, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be boated on both face of 3X4 3X4 the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise sham. A 7-3-15 5x4 plate is 5- wide x a- long. A 6x8 plate is G - - 6-10-3 wide x S' long. Slots (holes) run parallel to 6X12 6X 12 the plate length specified. Double cuts on web members shad in at the centrold of the webs unless otherwise shown. Connector plate size 04-3 2X4 2X4 0-4-3 are minimum size based the rotor shown and may need to be Increased d for certain hand- ling and/or c-Ilon stresses. This truss Is not to be unleted with fire retardant treated 3X6 3 22-8 3X6 lumber unkas 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 A Bracing". HIB-91. Thrsses 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- tuon and for resisting lateral forte shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is allays required. Normal precautionary action for Misses repulses such temporary bradng during Installation between trusses to avoid toppling and dominotng. The supervision of erection or bode shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Coneentralion of construction loads greater than the design bads shall not be applied to trusses at any throe. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bmetng Is completed. 3.00 I I 3.00 03-8 P9038 12-10-0 3-9-0 12-10-0 10 8 1042# 3.50" 11 1042# 3.50" 1-1-9-9 � 30-0-0 (It117) I L 1-1-9 �� jv(R14-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.2077 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GReENBROOk Cr.OVIEDG.t' 327- WAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions 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 or TPI). fDuss Plate Institute, TPI. is located at 583 D'Onofrk, 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 psf Truss ID: U Date: 6-18-02 DurFac - Plt: 1.25 - O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA --•a••• •••-••^ •••W.�,w ,moo rnrrr: t-:ucc-t.VAvvvair/JMrnlJurvlV HCS: 06.0202 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe. elite protect and accepts no responsibility or exercises no control with regard to fabrlea. Lion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/IPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional 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 beat building codes, loll 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 comptesslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension am 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 malim a continuing msponstbWty for such verl- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Install ed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can- neetor 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 6' long. Slots (holes) run parallel to the plate Icnglh specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes forces based on the forshown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with 'Handling lnstaWng & Brachng'. HIB-91. Tnmes are to be handled with particular care during ban and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting latent) forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses r ph es such temporary bracing danq installation between trusses to avoid toppling and domtnoing. The supervision of erection of tresses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Wads greater than the design Wads shall not be applied to trusses at any time No loads other than the welghl of the erector shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L--0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" 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. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 40.0 ft W= 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 TI: V 9TY:1 ===_===__=====Joint Locations========-==---= 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 7 6 0000 0-3- P9 3.00 1 5X6 3X4 5X6 -6.O0 1 13.00 0-38 10-10-0 1, 7-9-0 11 10-10-0 13 1 9 I 1042# 3.50" 12 11 1042# 3.50" 1-1-9-9 ` 30-0-0 �1-1-9 (R1-1-7) I le EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 5-10-3 0-4-3 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREENBROOK ar.ovieDOXI-32766 n..:e,.. u..,.:- a-,.r...:. WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ffnm Plate Institute, TPI, is located at SW D'Onafrto Drive, Madison, Wismnsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: V Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf %I.nA n,3 no_ Zeno cc 11CS: 06.07 02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==0 ===Joint Locations=====___=====er= This design is for an Individual building component arid has been based oninform�uon BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 composite result of multiple loads. 1) 0 0 5) 21- 0- 0 9) 20-10- 8 provided disclaims 2x4 #2 All COMPRESSION ChoLds are assumed t0 be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 any responsibility for damages as a result of yrespbythecikntThedestasa SP 3,5 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 faulty or Incorrect Information. specifications and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt. 1.0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 bythecllentandthecorectnessoraceuracy this bdormauon it Support 1 781# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type of as may relate to a spe- cdlo project and accepts no responsroWty or Support 2 819# in INT zone, TCDL= 4. 2 psf, BCDL= 6. 0 P psf 0- 1-12 1042 92 -781 BOT PIN exc-"es no control with regard to rabrica- MAX L MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 BOT H-ROLL lion, handling, shipment and Installation of trusses. This truss has been deslgnedasan L=-0.30" D=-0.31" T--0.60" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building T= 0.38" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10-19 2629 0.59 englneerl. When reviewed for approval by the T= 0.19" 4- 5 -3163 0.56 9- 8 2955 0.76 building designer, the design loadings shown j2bffi = 1.15 5- 6 -2945 0.55 must be checked to be sure that the data sham 6- 7 -3246 0.68 are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, taus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify, that this drawing Is In conformance with the fabricator's plane and to reallre a continuing responsibility for such vert- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall 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 pamIlel to the plate length specified. Double cuts on web members shall meet at the mntroid of the webs unless otherwise shown. Connector plate sires are miNmum sizes based on the form shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional brfo.Uon on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES All bracing and erection recorrunendation are to be followed in accordance with "Handling Installing & Bracing'. HIS-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 pas - 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 [misses requi es such temporary bracing dultng 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 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. T 5-3-15 0-4-3 9-0-0 11 12-0-0 9-0-0 1 2 1 4 6 7 0 3.00 j 5X6 2X4 SX6 1 3.00 4-10-3 0-4-3 0.3 8-10-0 1119-0 8-10-0 1042# 3.5011 10 rr 1042p13.50" 1-1-9-9 �f 30-0-0 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 LMaronda Systems WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I WO: SUNIV Truss ID: W Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Wr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bmcbi& portal bracing or similar bracing which is a fait of the building destgn and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0„ TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See f11B-91 of-tPI). BC Dead L0.0 psf I De$n Criteria: TPI 9 LICENSE #0050068 (truss Plate ImUtute, TPI, is located at 583 D'Onofrio Drtve, Madison, Wisconsin 53719). Code Desc: FLA 1890 GREFNBROOK cr.OwiEMM3276e TOTAL 33.0 psf V:06.02.02- 13825- 6 - ...., ..,.,,. w-:uco-t.vauvoarrorrnrnDivry HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information prodded by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- einc project and accepts no responsibility or exercises no control with regard to fabAca- don, 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 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 c@ratic records for wind or snow loads, project specifications or special applied bads. Unlessshown, truss has not been designed far storage or occupancy (cods. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in Lenslon are not fully braced laterally by a property applied rigid ceding, they should be braced at a maxtmum spacing or 19-T o.c Connector plates shall be manufactured from 20 gauge hot dipped gplvanited steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's pivu and to realize a continuing responsibility for such verl. flcalion. Any discrepancies are to be put In writing before cutting or fabricllon. Plates shall no be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con. nector plates shall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double Nis on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minbnum 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 tMormatlon on Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection recornmendatlons are to be followed In accordance with *Handling Installing A Bracing. HIB-91. Trusses arc to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- Itng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to amid toppling and dombnotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought B 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 bracing is completed. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-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 Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB = 1.00 MULTIPLE LOADS -- This design is the cotrposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V- 1253xph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 TI: X ATY:2 = ==Jo =====________ int Locations=4 1)== 0====00 5) 30- 0- 0 9) 5- 3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQUIRED 5-0-0 20-0-0 11 5-0-0 11 1 3 1 5 r 6.00 3.00 I 8X10 10X10 RXIA 6.00 1 3.00 T 04-3 2-10-3 0-3-8 --�e0-38 - -�- P9 4-11-8 19-6 0 4-11-8 LO 14 8 t 1685# 3.50" 1-1-9 1685# 3.50" 30 0-0 L 1 1-9 196H 19611 EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOa CLOVIEDOXI-32766 Design: Matrix Analysis WAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is no erection bracing, wind bracing• portal bracing or similar bracing which Is a par of the budding design and which most be considered by the building designer. Bracing shorn is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). fltuss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-L0KU0BS1125MPHISUNIV Eng. Job: Dwg: Dsgnr: TLY Chk: WO: SUNIV -- Truss ID: X Date: 6-18-02 TC 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: 24.00 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13827- 6 TICS: 06.02.02 DESIGN INFORMATION This design H for an Individual building component and has been based on information pmNded by the client. The designer disclaims any responsibillty for damages as a resuh of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cdk project and accepts no responsibility or uercUn no control with regard to fabrica- Uon, handling, shipment and Installation of tnwes. This truss has been designed as an butMdual building component in accordance with ANSI/TPI 1-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professlonal 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 clbnatic records for wind or snow Inds, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assume, cormpresslon chords (top or bottom) are eonunu- ously braced by sheathing unlos otherwise specified. Where bottom chords in tendon are not fully braced laterally by a property applied rigid mWng. they should be braced at a maximum spacing of I V-(r o.e Connector Platers shall be manufactured from 20 gauge hot dipped gtalvanlred steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkatbn, the fabricator shall review this drawing to verily that this drawing is in rnnfornunm with the fabricators plans and to mall, e a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Maim shall not be installed over knotholes. knots or distorted grain. Members shall be cut for Ught fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalb fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A axe plate is 8- wlde x 9- long. Sleds tholes) run parallel to the plate length specNed. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires arc minimum sizes based on the form shown and may need to be Increased for certain hand. ling and/or emcuon stresses. This thus Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection remmmendatbm ate to be followed in accordance with -Handling InstaWng @ Bracing". 11I13-91. TYusses are to be handled with particular tare during banding and bundling, delivery and toslalhtion to avoid damage. Temporary and permanent bracing for holding masses In a straight and plumb pos. Rion and for misting Lateral forces shall be designed and installed by athen. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for uussw requlm such temporary bracing during Installation between tiusaes to avoid toppling and dominoing, The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Profe km,rl advice shall be sought if needed. Concentration of comtructlon loads greater than the design loads shall not be applied to trcrsso at any time. No lands other than the weight of the erectiom shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LARD DEFLECTION: T- 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.09" RMB = 1.00 0-3-15 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L- 40.0 ft W. 7.1 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 -64 0.85 4- 3 -12 0.73 TI: Y =________=====Joint Locations=====m=== 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL Ilk 7-0-14 1 2 r424 2.12 0-4-15 I 1 4 1 95N 4.95" 1-6-2 1 (R1-6-0) 1 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 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. Bracign shown Is for lateral support of truss members only to reduce buckling TOMAS PONCE P.E. Length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemll structure may be LICENSE #0050068 required . (See HIB-91 of TPI). rhuss Plate Institute. TPI, b locoed at 593 D'Onofrio Drive. Madison. Wtsconstrr 53719). 1890 OREENBROOK MONEDOXI-92760 Design: Mmrix Andfpfis JOB PATH: C:l7EE-L0KU08S1125MPHISUH/V Attach with (3) 1Od Toe -Nails Attach with (3) 10d Toe -Nails 193N�2f .50" I scale = 0.6346 Eng. Job: WO: SUNIV Dwg: Truss ID: Y Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead lo.o psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf vnA ne nn HCS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z 9TY:11 DESIGN INFORMATION This design is for an individual building component and has been based on Inforrnatlon provided by the client. The designer dtsclatns any responsibility for damages as a result of faulty or Incorrect Information. spee8lcations 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- c61c project and accepts no responsibility or excmiscs no control with regard to fabrca- lion. handling, shipment and installation of trusses. This tress has been designed as an individual building component In accordance with ANSI/TPI 1.19% and NDS-97 to be Incorporated as pan 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 clhrtatic records for wind or snow loads, project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The 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 selling they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASr1 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 fabrtcalo/s plans and to realize a continuing responsibility for such wrl- ficntion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shag 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 6.X8 plate is 8' 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 arc minlmum alms 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 g—lity Control refer to ANSI/TPI 1-I995 PRECAUTIONARY NOTES Ali bracing and election recommendations are to be followed in accordance with 'Handling Installing 6 Bracing', HIB-91. Truss are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pemrarrent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand. Iing is essential and erection bracing s allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusscs to avoid toppling and dominoing. The supervision of erection of tresses 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 shalt 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 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 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L--0.09" 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 3-345 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 40.0 ft W- 5.0 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 -49 0.63 4- 3 -27 0.48 =_ _ ===Joint Locations=====_=___=====i 1) 0 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 Ilk 1 2 3.00 I 0-3-8 4-8-8 Ilk 4 3� 215# 3.50" 108# 2.50" 59# 2}50'r f1'.1-1-9 o{e 5-0-0 (R1-1-7) C/L: 4 10 12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK LT.O"EDO_ FL-1 a WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chic: BRACING WARNING: TC Live 16.0 psf Bracing shown on lhs drawing Is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf which is a put of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be 11C Live 0.0 psf made to anchor lateral bracing at ends and spmIlled locations determined by the building designer. Additional bracing of the Overall structure may be required. (See 1I13-91 of TPO. QC Dead 10.0 psf rrruss Plate Institute, TPI. is looted at 583 D'Onofrto Drive. Madison, Wisconsin 53719). TOTAL 33.0 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Truss ID: Z Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JUo r-Ain: L:1irX-LUAUUtlJiIOMPHIJUNIV HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on informauon Provided by the client. The designer disclaims any responsibI for damages as a result of fauLLy or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or acmmcy of this information as LL may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of tnwes. This truss has been designed as an htdNMual buitlding component In accordance with ANSI/PI I-1995 and NDS-97 to be Incorporated as Part of the building design by a Building Designer Imgistued amhltcd or professlonal engineer). When reviewed for approval by the bu➢dfng desfgner. the design loadings shown must be checked to be sure that the data shown ase In agmernent with the local building codes. local climatic records for wind or snow bads. proJeet spectn=uons or apeelal applied Inds. Unless shown. truss has not been designed far storage - occupancy loads. The design assumes compression chords (top or bottom) am contlnu- owly 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 ma'a mum, aPaclng of 10'-(r o.e Connector plate 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 b in conformanm with the fabricator's plans and to realize a continuing responsibility for such vert- flcauon. Any discrepancies are to be put in ""icing before cut thmg or fabrication. Plates shall not be installed over knothole, it.. or distorted gram. Members shall be cut far tight fitting wood to wood bmdng. Con- nector Plates shall be located on both faces of the truss with nails fully imbedded and stall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A W plate is 6- wlde x it bng, Slots (holes) ry i parallel to the plate length specified. Double cuts on web members shag meet at the ccnlrold of the web. unless otherwbe shown. Connector plate mtr are minimum aloes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. 7hts tress isnot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7Pi 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with'Handling 1"stnllbng Q Bracing". HIB-91. Tntssc am 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- mon and fair misting lateral forces shall be designed and hmialled by other. Careful hand- ling b essential and erection bracing b always required. Normal precautionary action for brie require such temporary bracing during htstallation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons ea7erienced in the Installation of tnsae. Professional advice shall be sought if needed. Concentration of construction IQads greater than the design loads shall no be applied to trusses at any time- No loads other than the weight of the eredon shall be applied to trusses until after all faste" and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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 1 163# Support 2 65# Support 3 6# MAX LM LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION, T= 0.00" RMB = 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCH 7-98, C&C, V= 125mpih, H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 9TYA __ = ==Joint Locations=====.==e==== 1) 0- 9- 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 HOT H-ROLL 1-1-8 1 2 6.00 3.00 I 0-3-8 0-10-0 4 3 89# 3.50" 25# 2.50" 1-1-9 13 (R1-1-7) EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANS11TPI 1-1995 Over 3 Supports CJL- 1- Maronda Systems -4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE d0050068 1690 GRErNBROOR Cr.OVIEDOXI-32768 Design: Uardx Analysis w/♦KNINts: 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 bmc ft portal bracing or shun ar bracing which is a past of the building design and which must be considered by the building designer. Bracing shown Is far lateral support of truss members only to reduce buckling length Provisions must b. made to anchor lateral bracing at ends and specified locations determined by the building designer. Add Ww oral bracing of the emg structure may be requited. (See 1-1I13-91 of TPO. frruss Plate Institute. TPI, b located at SW D'Onaftb Drive. Madison. Wisconsin 53719). JOB PAIN: C:IrEE-L0KU08Sj125MPHLSUN/V Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 �— Attach with (1) 10d Toe -Nails 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 scale = 1.5123 Truss ID: Z 1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 13833- 6 Ha.- 05.17707 DESIGN INFORMATION This design is for an individual building component and has been based on Itdomauon Prided by the client. The designer dlsdalms any resPonslbWty for damages as a result of faulty or incorrect nforrnaum. specillmt os and/or designs furntshed W the truss designer by the client and the correctness or accuray of this mma fortmn as R may relate to a speccifie projed and accepts no responsnhilay - exerches no contra! allh regard to fabri a - Don, handling. shipment and ins1Zlhtkm of trusses. This taus has been designed as an Individual bu8dbng component in accordance with ANSI/M 1490 and NDS-97 to be Incorporated as Part of the building design by a Buliding Designer (registered architect or professional 'agIneerl. 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. ProJcct specifications or special applied loads. unless shown. trios has not been designed for storage or occupancy bads. The design assumes compresslon Chords (top or bottom) are mnttnu. ouslY braced by sheathing uniesa otherwise specified. Where bottom chords In tension are not fully braced laterally by a Properly applied rigid ceNng, they should be braced at a maximum spacing of 10'-0' o.c Connector Plates shall be manufactured from 20 gauge hot dipped gahnnl=d steel meeting ASTM A 6". Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revl_ this drawing to verily that this drawing is In conformance with the fabricator's plans and to realize a com(nuing resPonslbWty for such verl- flmt$DM Any distreparteles are to be Put in writing before Cutting or fabrication. Plato shall net be installed over knotholes. knots or distorted gran- Members shall be cut for tight ntuag wood to wood bearing. Can. nectar 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 8' wide x 8' long. slats (holes) tun parallel to the plate length specified. Double cuts on web members shah meet at the centrold of the we, unless otherwise shown. Connector plate sizes are mhumum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection streaaes. 11us truss is not to be fabricated with flee retardant treated lumber unless otherwise shown. For additional Information on guaRty Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bractg and erection recommendations ate to be followed In accordance with -Handling Inslailbtg & Bracing, li18.91. Trusses are to be handled with Particular care during handing and bundling, delivery and installation to assdd far � . Tea'PotarY and Permanent b."g tnasses In a straight and plumb pm. Rion and for reststng lateral forty shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal Precautionary action for trusses hes rcqusuch temporary bracing during I nstallation between trusses to avoid toppling and drmtnaing. 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 net be applied to trusses al any time. No bids other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.l TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 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 1 284# Support 2 176# Support 3 27# 14AX LIVE LOAD DEFLECTION: L/999 L=-0.02" D. 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 24-11 0-4-3 _0 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V- 125Rtph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4:2 psf, BCDL= 6.0 psf Tirpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 BTYA = = - ==Joint Locations=e===a:m==sec _ 1)0- 9 13 3) 3- 1- 8 =� 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-LOC Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT IH-ROLL 3-1-8 1 2 0 T 1-2-7 0-8-8 I 3.00 I 0-3-8 1� F 2-10-0 4 193 3.50" 115# 2.50" 1_ 1-1-9 I 65N 2 0" I (R1-1-7) 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TP1 1 C/L: 0 4 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cf,OV1EDO.FL32766 Design: Afmrir Analysis -1995 Over 3 Supports VVAKI4111MU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcung shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bmetrg which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling Length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bractng of the overall sttucturt may be required. (See HIB-91 of TP11. rrruss Plate Institute. TPI, is located at 583 D'O nofrio Drive. Madison. Wtscamn 53719). JOB PATH. C:17EE-L0KU08SIj25AfPHISUN/V Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live TC Dead BC Live BC Dead TOTAL 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA