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Home My WebLink About125 Pinefield Dr 03-2546 SFRPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTO MECHANICAL CONTRACTi PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION �15% 2, j I #ft kw PERMIT #(S-vkd546 DATE PERT DESCRIPTION 43� MI2w PERMIT VALUATION &ASS SQUARE FOOTAGE 4- Ln 01 03 �k , ' ] /.� 1. COUNTY OF SEMINOL[ IMPACT FEE STATEMENT ISSUED BY CITY 6F SANFORD BUILDING PERMIT (CITY) COUNTY NUMBER: UNIT ADDRESS: _________---------------------------------- TRAFFIC ZONE: JUDIL�DIC[ION �� CITY1}F .--- GECT RNGe PARCEL TRACT OWNER NAME:: y1r... . - - - - - - V�) Ww_. � � 107_j ADDRESSn ADDRESS: ______1........................................................ LAND USE CATEGORY: 001 - Single Family Detached House TYP[ US[: Reuidential WORK DESCRIPTION: Single Family House: Detached - Construction ------------------------------------------------------------------------- FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAi. DUE TYP[ DIST SCHEDULE DESC. UNIT OF UNITS ��_��----------------------------------------------------------------------_-�'� ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADIS, -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIDRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,304.0/) ` AMOUNT DUE $ 2,285.00 STATEMENl' /� ' RECEIVED BY: �_L�'�=��,��__ SIGNAT RE (PLRA�E PRINT NAME) � ~�' ___�� _ NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **W* DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **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 WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVIHG SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD DUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT S[OULD BE BY CHECK OR MONEY ORDER, AND SHOULD R[F[RB`|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*f* �2 CITY OF SANFORD PERMIT APPLICATION Permit N: C_i�--�� Date: June 26, 2003 Job Address: 125 Pinefreld Drive Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $128,488.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commeroial Industrial Total Square Footage: 3,422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel M 32-19-31-515-0000-1160 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Arch ilect/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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 1� 6/26/03_ Signature of gent Date Russell Keith Summers Z /Agent's Name 6/26/03_ Signature ofNota -State of Florida Date ,poi <<09 DEBBIE TIME or�Rr o MY Comm ExP• ?J5JD5 a PUBIrC a No. CC 999378 I+1 Personaly . I I o'. I.D. Owner/Agent is _X_ Personally Known to Me or Produced ID Signature o etor/Agent Russell Keith Summers PD Contmctor/Agent's Name Signature of Notary -State of Florida! DEBBIE TIME My Comm Exp. No. CC 94781 � Personalty Known Modw 1.0 fV O C=) W Contractor/Agent is _X_ Personally Known to Me or Produced ID 4' r ,• :;�. �: •. .,' is APPLICATION APPROVED BY: BldgZoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: I ill l\p\\, -9►1� CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 125 PINEFIELD DRIVE Lot: 116 Panel: 2 Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: Sri By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. pplicant's Signature ___ EC0001663 State License Number �a svK� � f CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 125 PINEFIELD DRIVE Lot:lt6 Panel: 2 Mechanical Contractor: GARY CARMACK Residential ----- ____ Non -Residential CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: ---- ------ Date: —. The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 125 PINEFIELD DRIVE Lot:116 Plumbing Contractor: WILLIAM T. SELF Residential: _� _ Non -Residential: Panel: 2 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 Sig ure CFC057039 State License Number Laronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 116, 125 PINEFIELD DRIVE at Celery Lakes. RUSSELL KEI MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 26th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. aQ Gov s�o DEBBIE TIME VIco oT�ar o My Comm EV. 2/'.�/D5 nu) a vusuc � No. CC 999378 NOTARY PUBLIC '11 vp wyw+own 1100wI.D. CADocuments and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BN. 04666 PG 0769 CLERK'S # 2003110391 RECORDED 06/27/2003 12s31s12 11511 RECORDING FEES 6.00 RECORDED BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE 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 116 125 PINEFIELD DRIVE : Subdivision: CELERY LAKES 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) PCONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) U. 0 U. o°a U Z ►Zi OL O . W ." 4 W J f V f Y M UJI'L oc Q W Z Z Z o0c CO0q UJIa oZ 0 .4 0 a 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), (&), 7., Florida Statutes. Kampf Title, 200 W. 19' St. Sanford. FL 32771, Fax: 407-330-5062, Phone: 407322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KE H SU MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. JUN 2 7 2003 ��or ru OEBBIE TIME Notary Public Norngr o My Comm EV. 2/5M5 No CC 999378 CERTIFIED COPY P""Ona"y►4— IIo,h- ,o MARYANNE MORSE CLERK OF CIRCUIT COURT► SEMINNOL_E COUNTY. FLORIDA DEPUTY CLERK CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 116 Subdivision: CELERY LAKES Property Address: 125 PINEFIELD DRIVE ® I. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 71 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 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. 0 h. Square footage table showing footages: Garages/Carports 402 S.F. Porch(s)/Entry(s) 16 S.F. Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3„422S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other 44 DATE: Thursday, June 26, 2003 SIGNATURE: _�� -4 W-Owner'or Authorized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 116, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25' 115 N 89'38'17" E 120.00' 5.00' 5' DRAINAGE ESM'T rn O c 1 o ?I M o0 o D O N p It N on o o mM o 01 O 125.00' 44.00' O----------- 5' DRAINAGE ESM'T 5.00' j N 89'38'17" E 120.00' 117 i SCALE: 1 "=30' SURVEY NOTES :A_ O O N_ -P 116 w TRACT "B" Cn O --------- O O c c 2 Ln a w J Q U U7 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: PROJECT NO: C,>3-(pTj // CERTIFIED KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 SURVEY DATE: TO: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 125 PINEFIELD DR for which permit 03-00002546 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as W SF F. 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 DATE APPROVAL BUILDING: Finaled -�� dr(b2 ZONING: Inspected UTILITIES: FIRE: Inspected Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage cn.�- Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs Z Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE APPROVAL DATE AMOUNT 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 125 PINEFIELD DR for which permit 03-00002546 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 91.93 17.11 847.00 17.11 1384.00 650.00 1700.00 �.mos `�:. M I 63 BUILDING OFFICIAL DATE r \ 1 I I 1 I I 1 I 1 1 1 I 1 I 'Ic I 1 ly ; CERTIFCATE OF OCCUPAN�Yj 1 1 I 1 1 1 REQUEST FOR FINAL INSPECT 1 ****SINGLE FAMILY RESIDENCE* Z I I I I I 1 1 1 I 1 I DATE: N 03 = 3tAE o 1 1 PERMIT #: dam- aSu� ' �'c 0 " W 4 c / c.f � p/ ADDRESS: \a� P� �.� d ao N O u v p_ v %Am ; V i N _ \ {Z CONTRACTOR: M(zm nci� ` W 0 Ul- L" in " O! p L o PHONE #: L\01- Ly`) J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering uPu lic Works Utilities CONDITIONS: (TO BE OFire OZoning OLicensing (1 ,6 Y IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY W16 3591e d- REQUEST FOR FINAL INSPECTION l� **** SINGLE FAMILY RESIDENCE"" DATE: \a-N1 -U,I .., PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yb1 - y`1 J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 7jEngineering ublic Works �Tl/�': Z�19/�3 O Utilities OFire fl �- OZoning 0 1 � OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE: \ a-�1 -C,,3 PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1- y`1 J —Q \ \ a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering uPublic Works O Utilities f71< - 0. 5wc-r OFire OZoning 0 1 � OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) ,. w IT N E R S U R V E Y I N G 1 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:125 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 • (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD ISSURANCE PROGRAM Expires December 31, 200E ELEVATION CERTIFICATE IIITVortaft Read the instructions on pagn 1.7. SECTION A -PROPERTY OWNER INFORMATION Fqr hsuahoe_Compery use MARONDA HOMES BUILDING STREET ADDRESS g Apt, Unit, Suite, actor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL N►imber 125 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Panel Number, Legal Desorption, etc.) LOT 116, CELERY LAKES PHASE 1 PLAT BOOK 62 PAGES 75 and 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Acoessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATTTUDEILONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: El GPS (Type): ( Of - N - ##.#r or ##. ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 131. NFIP COIvKIN(TY NAME & COMMUNfTY NUMER B2 COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE RORIDA B4. AMP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER 135. SUFFIX B6. FIRM INDEX DATE EFFECTNGREWSED DATE B8. ROOD ZONES) (Zone AO, use depth d5mcl ng) 12117CO065 E APR 1995 APR 1995 X NA B10. Indioate the souroe of the Base Flood Elevation (BFE) data or base flood depth entered in 89. ❑ FIS Profile ® FIRM . ❑ Community Debrmined ❑ Olher(Descrilek B11. Indicate the eleiration datum used for the BFE in W. ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Desalbe� B12 Is the buidrg brat-- in a Coastal Barrier Resources Sy am (CBRS) area or Otherwise Protected Area (OPA)t'. -- ❑ Yes : R No_ . Destination Deis . • . -- - SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) - C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certirat- wit be required when oonstrrxtion of the building 's complete. C2 Building Diagram Number 1(Select the building diagram most similar b the buidig for which this certificate is being oompleted - see pages 6 and 7. If no diagram amurai* represents the buidig, provide a sketch or phobgraph.) C3. Elevations — Zones A 1-AM, AE, AR A (with BFE), VIE, V1-V30, V (with BFIR AR ARIA, ARIAS, ARIA1 AM, ARIAH, ARIAO Comple0-Items C3.a-i below a= ding b the building diagram specilied in hem C2 Slate the datum used. If the datum is dilerent from the datum used for the BFE in Section B, oo evert the datum b that used br the BFE Show field measurements and datum oornversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum oonversion Datum NGVD 29 Conversm Comments Bevatiorn referernoe mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No ❑ a) Top of bofbm floor (including basement or enclosure) 21. 32 ft(m) n U b) Top of red higher floor 30.32 tt(m) ❑ c) Bofbm of lowest hormontai struct urd member (V zones only) NA • _ft(m) �� 1 ! t O d) Attached garage (top of slab) 20. 82 ft(m) ) �/ O e) Lowest elevation of machinery ardor equipment servidng the building (Describe in a Comments area) 20.7 ft(m) D ' I' ❑ f) Lowest adjacent (finished) grade (LAG) 20.3 L(m) z' N O g) High adjacent (finished) grade (HAG) 20. 6 ft(m) �) ❑ h) No. of permanent openings (flood vents) within 1 ft above adjacent grade NA ❑ ) Total area of all permanent openings (hood vents) In C3.h NA sq. in. (sq. am) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This cedification 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, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, ADDRESS CITY STATE ZIP. CODE 2597 SANFORD AVENUE i SANFORD FL 32772 SIGNATURE �X_K?� ff-6 _ g DEC 2003 407-M-20000 IMPORTANT: In these spaces, cWy the cmmsponcling information from Section A. For huarce Corrpay Usm BUILDING STREET ADDRESS (tidurtg Apt, Unt Stria, =ft Bldg. No.) OR P.O. ROUTE AND BOX NO.' Poby Mrrt r 125 PINERELD DRIVE CITY STATE ZIP CODE Canpary NAIL IJkrrber SANFORD FL 3znl SECTION D - SURVEYOR,•ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides Ails Bevation Ce4icx for (1) oommuniy official, (2) imsuranoe agenticomparry, and (3) building owner. COMMENTS ❑ Check here if Axtmft SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (IMTHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is hbended for use as supporting information for a LOMA or LOMR-F, Section C must be =Tleted. El. Building Diagram Number _(Select the building diagram most similar b the building fit rwhich this oarffloate is being oomplebed — see pages 6 and 7. If no diagram anflafely represents fhe building, pmvbe a sketch or ph)bgraph.) _ E2. The bop of the bottom floor (including basement or enclosure) of the building is _ ft(m) _in.(an) ❑ above or ❑ below (check orfe) the highest adjacent grade. (Use natural grade, I avaiable� E3. For Buidng Diagrams 6$ with openings (seepage 4 the next higherfloor or elevated floor (devation b) of the building is _ ft(m) _im.(crn) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The tap d the plattomrn of machinery andbr equpment servicing the building is _ ft(m) _in.(an) ❑ above or ❑ below (shack one) the hghest adjaoent grade. (Use natural grade, I available). Era. For Zone AO only. If no flood depth number's available, is the by of the bottom floor elevated in a000rdanoe with the oommuniys floodplain management ordinance? [:]Yes ❑ No ❑ Unlamoum. The local official mustce* Phis ifommation in Section G. • SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION - - The property ownerorown&s auUrori and rapresenttm who oompletes Section A, B,• C (Items C3.h and C3.i only), and E forZone A (without a FEMA49sued or communiy- issued BFE) or Zone AO must sign here. The shbments in SOC60 s A, A C, and E are oared ib the best ofmyfvrowfedge. — PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE 21P CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here iFatradvnerds SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local dki :! who is autic4yd by law or ordinance b administer the oommunIVs floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certific&. Complet the a0table iem(s) and sign below. G1. ❑ The Infom>aMn lo Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archW who is adhormed by state or lod law to certify elerflori ifonnation. Qndicate the source and date of the elevation data in the Comments area below.) G2. ❑ A oommuni y official completed Section E for a building located in Zane A (wtaA a FEMA4sued or communiyissued BFE) or Zane AO. G3. ❑ The blowing irfamafiori ptems G4-G9) is provided for community floodplain management purposes G4. G5. DATE PERMIT G6. DATE CERnFICATE OF ANCY ISSUED G7. This pemmi has been Issued for:. ❑ New Constnxtion .. ❑ Skbstarmtial lmp *erred. - GB. Elevation of as&k lowest floor (ndudng bm&rwiQ of the bulding i& — _ft(m) Datum G9. BFE or (n Zone AO) depth of flooding at the building sale is: — _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE i-0:k51d,1=01ti` PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 116, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25' 115 N 89'38'17" E 120.00' 5.00' 5' DRAINAGE ESM'T o 10.00' m o0 c c Z� o -" o O m i Ilym p NFj o O i N i O 125.00' 44.00' 5' DRAINAGE ESM'T 5.00' N 89'38'17" E 120.00' 117 SCALE: 1 "= 30' SURVEY NOTES: :A O O N 116 W TRACT "B" Cn O O O PLANS REVIEWLI) CITY OF SANFORD 0 W O 2 (n Q W -1CrU 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. PROJECT NO: 03—(pl j c6L- KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford. F1. 3M2-0823 (407) 322-2000 SURVEY DATE: CERTIFIED CORRECT TO: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING -CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: WINCHESTER Builder: Address: j .5 eme-f eld on vLp Permitting Office: City, State: Permit Permit Number: Owner: II �111►► 1 �CTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 35.4 kBtu/hr 3. Number of units, if multi -family 1 _ SEER: 11.00 _ 4. Number of Bedrooms 4 _ b. Central Unit Cap: 28.8 kBtu/ln• _ 5. is this a worst case'? Yes _ SEER: 11.00 _ 6. Conditioned floor area (ft') 3004 ft2 c. N/A 7. Glass area & type _ a. Clear - single pane 312.0 fe _ 13. l leating systems b. Clear - double pane 0.0 ft2 _ it. Elecuic Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 fe _ _ I•ISPF: 7.40 _ d. Tint/other SHGC - double pane 0.0 ft2 b. Electric Meat Pump Cap: 28.8 kBtu/hr _ 8. Floor types _ FISPF: 7.50 _ a. Slab-Ou-Grade Edge hnsulatiou R=0.0, 167.0(p) It _ c. N/A b. Raised Wood, Adjacent R=1 1.0, 378.0ft2 _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons i-. `;oncrete, Int Insul, Exterior R=4.2, 869.0 ft2 _ _ EF: 0.92 _ 1).:'rame, Wood, Exterior R=1 1.0, 1194.0 fe _ b. N/A c. Frame, Wood, Adjacent R=1 1.0, 278.0 ft2 _ d. N/A _ c. Conservation credits _ e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DFIP-Dedicated beat pump) a. Under Attic R=19.0, 1663.0 fP 15. IIVAC credits PT, b. N/A _ _ (CF-Ceiling fan, CV -Cross ventilation, _ c. N/A I -IF -Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. Ali: Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. Sup: Unc. Ret: Con. Alt Interior Sup. R=6.0, 140.0 ft MZ-H-Multizoue heating) Glass/Floor Area: 0.10 Total as -built points: 35955 PASS Total base points: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED DATE: AN n 6 2003- 1 hereby certify that this building, a;; designed, is in compliance with the/Ferlibp Energy Code. OWNER/AGEN : ° DATE: I 0 6 200- Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this buil(ling will be inspected for compliance with Section 553.908 Florida Statutes. BUIU)ING OFFICIAL: DATE:: • EnergyGauge@ (Version: FLR(;PB v3.21) w 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 3004.0 25.78 13939.8 Single, Clear E 1.0 13.0 10.0 59.31 1.00 590.3 Single, Clear E 1.0 16.0 40.0 59.31 1.00 2364.0 Single, Clear E 1.0 15.0 30.0 59.31 1.00 1772.0 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.2 Single, Clear W 2.0 14.0 10.0 53.47 0.98 525.9 Single, Clear E 1.0 6.0 16.0 59.31 0.97 919.3 Single, Clear E 1.0 6.0 32.0 59.31 0.97 1838.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 919.3 Single, Clear N 1.0 6.0 16.0 27.96 0.97 435.8 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1553.7 Single, Clear W 2.0 7.0 36.0 53.47 0.89 1706.5 Single, Clear S 1.0 6.0 16.0 44.66 0.94 674.5 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 As -Built Total: 312.0 16454.7 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.2 869.0 1.16 1008.0 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3471.2 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 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM = Points Type R-Val ue Area X SPM = Points Slab 167.0(p) -31.8 -5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p -31.90 -5327.3 Raised 378.0 -3.43 -1296.5 Raised Wood Adjacent 11.0 378.0 1.80 680.4 Base Total: -6607.1 1 As -Built Total: 545.0 -4646.9 EnergyGaugeO DCA Form 60OA-2001 I :nergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 63095.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 63095.2 0.551 (1.079 x 1.150 x 0.90) 0.310 0.950 11442.3 63095.2 0.449 (1.079x 1.150x0.90) 0.310 0.950 9308.9 58101.2 0.4266 24786.0 63095.2 1.00 1.117 0.310 0.950 20751.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 600A=2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: I 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 3004.0 5.86 3168.6 Single, Clear E 1.0 13.0 10.0 9.96 1.00 99.9 Single, Clear E 1.0 16.0 40.0 9.96 1.00 399.4 Single, Clear E 1.0 15.0 30.0 9.96 1.00 299.7 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 2.0 14.0 10.0 10.74 1.00 107.5 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 32.0 9.96 1.01 321.6 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear N 1.0 6.0 16.0 12.32 1.00 196.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.1 Single, Clear W 2.0 7.0 36.0 10.74 1.02 392.8 Single, Clear S 1.0 6.0 16.0 7.73 1.01 124.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 As -Built Total: 312.0 3232.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.2 869.0 3.26 2832.9 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5721.3 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 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 167.0(p) -1.9 -317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 -0.20 -75.6 Raised Wood Adjacent 11.0 378.0 1.80 680.4 Base Total: -392.9 1 As -Built Total: 545.0 1097.9 EnergyGaugeO DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 3004.0 -0.28 -841.1 3004.0 -0.28 -841.1 Winter Base Points: 7799.3 Winter As -Built Points: 10865.3 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier- Points (DM x DSM x AHU) 10865.3 0.551 (1.068x 1.160 x 0.92) 0.461 0.950 2992.0 10865.3 0.449 (1.068 x 1.160 x 0.92) 0.455 0.950 2401.7 7799.3 0.6274 4893.3 10865.3 1.00 1.140 0.458 0.950 5393.4 EnergyGaugeTm DCA Form 60OA-2001 ( TgyGauge01FIaRES'2001 FLRCPB v3.2 1 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.92 4 1.00 2452.52 1.00 9810.1 As -Built Total: 9810.1 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 20751 5393 9810 35955 PASS �0, STq�FO.t � f�Czz OU EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v ?1 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area:.5 cfm/sg.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; 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 >1l8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter,_penetrations and seams. Ceilings 60601.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 regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.l COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems - 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate readily accessible manual or automatic thermostat for each s stern. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.•21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.0 The higher the score, the more efficient the home. 1. New construction or existing 2. 'Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area UP) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. Raised Wood, Adjacent c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. All: Interior b. Sup: Uuc. Rec Con. AH: Interior ELECTRIC.... New _ 12. Cooling systems Single family _ a. Central Unit Cap: 35.4 kBtu/hr I _ SEER:11.00 4 _ b. Central Unit Cap: 28.8 kBtu/hr Yes _ SEER: 11.00 3004 ft2 c. N/A 312.0 ft' _ 13. Heating systems 0.0 ft2 _ a. Electric Heat Pump' Cap: 35.4 kBtu/hr 0.0 ft2 _ HSPF: 7.40 0.0 ft2 b. Electric Heat Pump Cap: 28.8 kBtiub- I•ISPF: 7.50 R=0.0, 167.0(p) ft _ c. N/A R=11.0, 378.0ft' R=4.2, 869.0 W _ R=11.0, 1194.0 ft2 _ R=11.0, 278.0 ft' R=19.0, 1663.0 ft' Sup. R=6.0, 150.0 ft _ Sup. R=6.0, 140.0 ft 14. blot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DIP -Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, P'I'-Progi•auunable 'l'liennostat, RB-Attic radiant barrier, M%-C-Mtilt izone cooling, M%-11-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this ]ionic before final inspection. Odierwise, a new EPL Display Card will be completed based on uistalled Code compliant features. Builder Signature: \ LLA"d.. Date: JUN 0 6 2003 Address of New Home: City/FL Zip: Cap: 50.0 gallons _ EF: 0.92 PT, �4-VIAE SrgT6 � vj'0 �, � /,«, „off f a r�COD Wf, *NOTE: The home's estimated energy performance score is only available tho-ough the FLARES computer program. This is not a Building Energy Rating. I yoarr score is 80 or greater (or 86 far•• a US EPA/DOE EnergyStarr" designalion), ,your home may qualify for energy effcien, y mortgage (EEM) incentives ify, ,u obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321,'638-1492 or see the Energy Gaut e web site at www,fsec. tref edu for information crud a list of certified Raters. l or it formation about Florida's L• •,iergy Efficiency Code For Building Constr•tictiort, contact the Department of Community Af-/airs at 8501487-1824. EnergyGauge® (Version: FLR( PB v3.21) 1 Jj 1 I N I-4 (7, :. co CV rn CV 0 a jjalton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE I. GLASS DISCLAIMER "NO F CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE os4" HOR�z TRACK DRAWN FROM THE TEST." (1993 ASTM E330). W al c WINDL OAO SPECIFICATION 0/08 APPROVED SIZES: 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT MAXIMUM SECTION WIDTH 21' 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT- -: 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 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ..FOR THE BUILDING OR S,TRbQTURE AND IN ACCORDANCE..01 TH ; , RREN T BUILDING COPES�.FC7F�/1T�%-C-0ADS LISTED ON Approved:' ' 'WS. Wlion.'P.E: '_` 33g5 A001S6N qk', nH51.CAl 'FL 4i514 _ r .:: FWRIOA'�ERTIRCAf16N1NCt: GEORCL) .,',ErATJn ON NO_'Oj8519 NORT}L .C�lROuN,p ,CE° TlFlG1i0N' N0.`0�3636 Date: DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/1.6x1-5/8 LAG SCREW AT EACH JB-US BRACKET a .054" vERT TRACK-. L 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET -I. 7- r o > O J `'-_• cI) fYrY',��ilu OPTION CODE'. "' '08 I RE v._ P I WM 9 ' x 14 ' MAX 4 4 PSF 1 OF 4 TRA CY END HINGE TOP SPA CKET RECUIREMEN TS 1/4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH Al TWO ALIGNING HOL TOP BRACKET (P/N 108077) (5) 1/Y-LVEJ�U TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE / O V o o —' — —. 80 _. (4) i/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1/4-20x5/8" TEK SCREWS - 90 END HINGES 9 . r. 20 CA 'U —BARzo • WIDE BODY HINGE (P/N SEE BILL :1 OF MAT'L) Uif N • / HIIqGF P.H END HINGE NYLQP-�-ROLLER (P& o 70791) ® \ BOTT BRACKET \ f� (P/ H-27-0;54 -- & LH-2N.355) (3f�-1/4-29x7/8" TEK CREWS 't(P,/N 100507. Approved: W.S. Wilson, P.F v JJ95 O 1-11111111 AD ISON DR, PEN- WU, FL Jl514 1 FLORIDA CERTIFICATION NO. 0048489 CEORCIA CERTIFICATION NO. 018519 Xl'/2'. NORTH CAROUNA CERTIFICATION NO. 023836 .(20 GA CENTER Date: 3 _ 5'- 0 ( 16 GA END STILES STILES) OPTION CODE. 0108 1 REV- P WM 9 ' x 14 ' MAX 4 4 - PSF 2 OF 4 U-BAR L OCA RONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN F 9'—O" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 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) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE •+Ile+�!�'7r;:/r ,':.u� Approved: f �' ..� v.$. Wilzn,•i�E'r,,r� S395 .49015JN'ORZ ' �14S1C��325,j��r;;. FLORIDA ;CERTIFICATION NO. 0048489 CO r,GfA CERTIE701TTDN;?1TIFI070T8514 VORTH',C,xMUNr CFRG1110N NO r013835;.: Date: - -3 — 5`'�'Q `(.��,`'�� •'.;. 11.v OPTION CODE,:;-�ii�REV.' P WU 9'x 14' MA OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TES'i 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 specificati*,ns 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 t.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to . 10 or l t%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWTNG NUMBER: 0 10 8 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 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 andAn'$wers ;GAl8(Q127). APPROVED.OPT-J' r tI� Based on ofhei'tes eioo ale,} -,-Aluminum Louvers and Styrene Window Frame Assembly per test number 02050 L Name: y ®6�A��NGlE COUNTY UiLDING D1 I W.S...Yx son,•ls.L_: ! 4 3395.Addisoct Dr.; Pprco(a:FL�4; �",t; j ti "'� r,3 r�r (��' Florida Cer4;Na,00�tS.48 ;!`\ ,�d i auto, G.� Y 3.. 7T Georgia Ccrt No��Jt85I.9-' �._ North Carolina cyrt No). 0?33� /�/� TO, �I rn N ofi Wayne foaiton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0 / 10 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX 'MOTH 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 SSB 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 0-40 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. B. 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.-.DRAWIN(Z.' 13 GA HORIZ ANGLE 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"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" _ TRACK BOLT & 1/4"-20 HEX NUT AT EACH JS—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED — Approved: t I i : i'.�-r;, AT EACH ROLLER LOCATION `l ' EXCEPT TOP BRACKET ROLLER (P/N 125139). Sa�S '�D�I ON prT: PE1! 0 FL' a2514 - s ;_, F�� cd�:.�>'�brJ rich o��§fAe' _�:,."' :• GEiRGA- Lr' MF1GlnoN 'lid: 018519 NaRnyaou.N� fERYF1CAI10vN No.•022--tr ` r .^ Date: a ti. .. r?EVP1 5 ' x 14 MA X,OP rON W f 27 -29 PSF I.. 1 OF. 4 N TRACK , END HINGE TOP SRACKET RECUIREMENTS 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/E, TEK SCREWS (P/N 141668) A (,F�a ;: �:� � � � •gyp •' L,., L ZN ARROW BODY HINGE I 0 I (4) 1/4"-20x5/8" SELF —THREADING SCREWS 2" NYLON RC `(2) 1/4"-2Ox5/8" W/ 4 1/2" S TEK SCREWS ALL / (P/N) 108132 I• 0 END HINGES Q 1 I 0 I.00 • ! WIDE BODY ;07/16" PUSH NUT AT EACH. HINGE (P/N SI } t TROLLER (P/N 243341) BILL OF MAT'L �• » LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA 2� OR HINGES U—BAR H � RH END HINGE (3) 1/4"-20x7/ TEK SCREWS (P/N 100507) Approved:_ WS. Wilson, P.E. 3395 ADDISON OR, PENSAICOLA, FL 32514 I FLORIDA CERTI.rCATION.NO. 0048489 g GEORCIA CETZTIFICATION NO. 016519 NORTH CAROLINA CERfiFTCA'nON NO. 023836 Date: E (P/N RH-270354 & LH-270355) I i 1 I I I I i m I I i •m I J n. i III 20 GA CENTER STILES 6 CA END STILES OPTION CODE.' 0710 1.. REV.' , P1 I WM 76' x 14' MAX, f27 -29 PSF 12 OF 4 U-BAR L OCA.TIONS 12'-6" THRU 14' HIGH DOORS NOTE' W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 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 (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE _1. Approved:. ;x.�.. ' : �>s, .�• ..4 339PZOR5XDISON DFZ.`Pt..N��1_�iCO�r..FL`325ti_t^..•. y:'•,GEORGWC�lNil. bi$5IT 2�� N4R1H^j0!R4Ut(l�CE n T10N<NX O2- 6 to(f Rif, �'-�: ° 9 OP TION C'�36�rF;'REV P 1 WADI 16 x 14' MAX, f 27 - 29 PSF 3 OF 4 ire, . CENTER 5 71'L E & IN TERIVEDIA - TE HINGE L 0 CA TIONS IL-M 15' 14' 10, 16i Approved: ��C.ORANGE* COUNTY BUlLMtv*-j Djv W.S. Wilson, P —c• 3395 ADDISON OR., POr-SAMI.A. FL 32514 R-ORIOA CERTIMCATION NO. 00484419 GEORClok COMMATION NO. 018519 NORTH CkROUMA CERTMAMON NO. 023836 Date: ?-,7 9 -ot . OP TION CODE.' 0 110 1 REV. pi I Wlvl 15' x 14' MAX, -7L2 7 - 29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: 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. 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 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 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 maximum 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 nunimum yield stress is 33 KSI. 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 SDAMARITY• 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 apprgved,to 3. Limes the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question lid Arrs�dis,/,GAIS(Q127). APPROVEDDOP'�10 tf S�/ Based ono er tts b uiGilly 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. :Name: W.S. Wilso'h 3395 Add•'ison.f3r„�'enfacol�~ ,325f4 !Z •�- y V �:� 1 i is I f Florida Cert Nb:A6s8 r Georgia Cert'No. UY3j��;;,:• _.�G. LI cD C14 to r) CT) CN d z a E'11�14-111 " Wayne Dalton MODEL: S TYLE: DESIGN PRESSURE: WINOL OA0 511ECIFICA TION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF Scc #_ oZ� ao(o 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 ENO 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. Approved: 2zV— W.S. Wilson, P.E 3395 AOOISON OR., PENSACOU, FL 3251 FLORMA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION N0. O18519 NORTH CAROUNA CERTIFICATION N0. 023836 Date: C7—.2 8 -a 1 OPTION CODE- 0108 I REV. P 1 MASTER PLAN 13 GA HORIZ ANGLE—\ 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT N: DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER o (P/N 125139). 5/16x1-5/8" LAG SCREW 1 AT EACH J8—US BRACKET o 054" VERT TRACKJ Hill 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH BRACKET WM 9' x 14' MAX 44 PSF I 1 OF 4 TRA CK END HINGE, TOP BRA Cf E-T REQUIREMENTS 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) SCC # o -&0 MA I I i � I IN. 14 GA WIDE BODY HINGE i (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1 /4-2Ox5/8" TEK SCREWS -Q ALL END HINGES 9' 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 & LH-270355) (3) 1 /4- 'In x7/8" TEK SCREWS (P/N 100507� Approved: ws. Wilson, P.F_ - 'Z95 ADDISON OR., PENSACOLA FL 32514 FLORIDA CSMCA110N N0. 0048489 GEORGA CE1TnSCATI0N N0. 018519 NOM CAROLINA CERTiFlGT10N N0. OZJ8J _p� 6 Date: 4 -Zg 16 GA END STILES (20 GA CENTER STILES) OR T/ON CODE.' 0108 I REV.' p 1 I WM 9 ' x 14 ' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS 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 T. -Z Duo ' 9''— 0'"^-�FiRU 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) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Yrilmn, P E 3395 ADDISON DR, PEHSAMLA. FL 32314 FLORIDA CEFMFrATiCN NO. OOJ4M9 GEORGU CErTf1F1CATION No. 018519 NORTH CAROLINA CERTIFICATICN NO. GM6 Date: T-.2 g - of OP 77ON CODE.' 0108 1 REV- P 1 I WM 9 ' x 14 ' MAX 44 PSF I 3 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 11 %. (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 *�O�DUCT TEST DATE: Janua25201. Temp 64° F. �DESCR�JZ�N:' ��.{{ D _ 1. WayneMark Model 8000, 9x7, 4 section. SVC # 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. Ep PLAN 3. Standard bottom astragal and retainer. AST [� 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, GA18(Q127). APPROVED OPTIONS Aft,Based on other tests b e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilson, P.E. 9-28-01 3395 Addison Dr.,.Pensacola, FL 32514 - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 z.1 co rn Cn C14 0 Wagne Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WOTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # �� _ � . MAXIMUM SECTION WOTH 21" NFC; 7q 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 SSG GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENOS 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 OPERA.TOR 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. Approved: W.S. Wilson, P.r M95 AOOISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 OEORCIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION N0. 023836 Date: `l'— 2 8 —01 TI 06 7" HORI Z . (2) 1/4••-2Ox5 TRACK BOLT d 1/4"-20 HEX 5/16"xt-5/8" L SCREW AT EF JB—US BRACI, DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRAC1 A TTACH M E 1 /4"— 20x9 /16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JIB —US BRACKET (1) JS—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTOQ 067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 125135 OPTION CODE- 0110 1 RE"V. P1 I WM 16' x 14' MAX, f27 -29 PSF I 1 OF 4 TRA CK, END HINGE TOP BRA CKET REQUIREMENTS SCC# oa-&;&4 MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE I b 1 1 (4) 1/4"-20x5/8" SELF —THREADING SCREWS \ (2) 1/4"-20x5/8" \ 2 NYLON ROLLE W/ 4 1/2" STEM Q © TEK SCREWS ALL / END HINGES 0 Q (P/N) 108135 1 00 1 0b 0 ` WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH FND HINGE PH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) r � . Approved: WS. Wilson, P.E 3395 ADDISON OR.. PF?1SACO" FL 32514 I FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 02 36 Date: BOTTOM BRACKET (P/N RH-270354 & LH-270355) 20 GA CENTER STILES 6 GA ENO STILES OPTION CODE: 0110 I P,E . P1 I WM 16' x 14' MAX, *27 -29 PSF 12 OF 4 U-BAR L OCA TIONS Ll�-,,;] n-IR1,13 NOTE: 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3' 20 GA 80 KSI U—BARS LOCATED AS SHOWN SGc # 2-eo 6- MASTER PLAN 9'-0" T}IRU 10'-6" HIGH DOORS W/ (12) 3" 20 CA 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 2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. WU=n. P.E. 3395 ADDISON OR. PeG4COLA. FL 32514 FLORIDA CER11FIWON. N0. 0048489 GEORGIA C£PIISCATION N0. 018519 NORTH CAROLINA CEFit1F WON NO. OM6 Date: 9 -Z�?- 01 OP77ON COD E.• ' 0110 I REV- P1 I WM 16' x 14' MAX, -f27 -29 PSF 13 OF 4 CENTER STILE & //V TERMEDIA TE HINGE L OCA TIONS C CTFR PLAN i `✓ V V 15' v v V 14' 10' Approved: W ! Wilson. PZ M95 ADDISON OR.. PENSACOLA. FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERMI'lCATION NO. 018519 NORTH CAROLINA CEMFrZAT10N NO. 023836 Date: Q-zB-ot OPTION CODE.- 0110 1 REV- PI I WM 16 ' x 14 ' MAX, f 27 -29 PSF [ 4 OF 4 Wind Load Test Report Report # 0110P1 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, FL. Product was installed with tools and hardware as aormally done in the field and per specifications outlined in the attached drawing. Two 513" 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 5.77. The pressure was then removed and the deforestation 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 Maximum 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. .'RODUCTDESCRIPTION• SCC 1. WayneMark.Model 8000, 160, 4 section. MASTERP 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller ;vith 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 TB -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, GAIS(Q127). APPROVED OPTIONS Based ono er test 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 1. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1"x4" and 1"x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. If. Governmental Product Approval: Agency Initials/Date Agency Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP ' 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 C4V OF P � If r 10 *1 '1 11 - � Created on 02/04/02 Page 1 of 2 No RANDEX PAGE 29 CAULK TOP .OF MULL #10 -X 3/4" TER SCREW - ' JAM WINDOW lx3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTO OF MULL PRECASTED-) SILL ,,,—SEE CHART FOR FASTENERS FLA- 45 MULLION ANCHOR CLIP 16 GA- GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION XFLA-26-1) 1x4 MULLION RFLA-39) `3/e'MIN. �. 3/4" MAX SEE CHART FOR FASTENERS - � �._.,DA B. ®. A. F. - MAN FACTOR NAME: AJ oRA�►ri FX MASTER Fi LE # �% - NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T6, OR 6063 T5. CHARLES"A, P, 2) OWHEN THERE IS ONE TAPCON (1/40" X 1-1 2') AP EACH ANGLE LEGPLACED ON , THE T CON SHALL BE \ 2 w ro FL DATE E 3/21�/ 20121 3) CONCRETE COMPRESSIVE STRECUP N Ty�3,000 PSI AT 28 DAYS. R z NORANDEX PACE- 30 "Ulm: 1) ALL AL OR 606 z) WHEN 1 ON EAC PLAcd 3) CONCRE AT 28 1 CHARLES FL REG DATE DW STT L SH HEAD 16111 V"4 iH HEAD k h C E 1�Ujp1• � � 2 NORANDEX PAGE 24- F4 a MAN lAC URER. NAIWE; (2) #10 x 1-3/4" Pll—SMS INTO 2 x B OR 3/16'0 x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. e 03 e • e DEADER AND SILL SE i TYP. I tly BUCK (2) #10 x 1-3/4' Ffl—SMS INTO .2 x BUCK SEE ELEVATION FOR -ANCHOR SPACING. (2) '10 x 1 3/4" PH —SUS BUCK WITH 1-1/2' MIN. E SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK OVAL 1y WOOD BUCK ..,..a.� _. =AnLf PANEL SUE DI FSBT. SIZE WIDTH STEEL REM. ALL 10• PANELS _ � & 80.0 D.P., STEEL PANEL ALL 10• PANELS rll�7 k 60.0 D.P.. u AS REg HOEWN) f TYP. JAMB. SECTION t MUDD TRACK AS REQUIRED I BY 2 BY BUCK (2) 3/18`0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,, MAX SHIM STACK 1/4- 2; ALL ALUMINUM EXTRUSIONS ARE ALIDy 6063—TS• OR T6 WITH TYPICAL VALL THICKNESS OF 0.62" y 3 USE HIGH QUALITY -CAULK BEHIND WFUDOW FLANGE 4 GLASS THICKNESS BASED -ON TABLE E1300 GLASS9 PA CHARTS, AND MAY VARY DEPENDING ON SIZE $ L 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY AppIdCABLE LOCAL LAWS, REQUIRBUILDEMENTS EMENTS RESTNG CODESDSOLELYY WITH INANCES OR OTHER ARCHITECT, CTION BUILDING OWNER OR CONTRACTOR. �. 7) CONCRETE COMPRESSIVE STRENGTH — 3.000 PSIAT 28 DAYS. t 4 ICAIPLTED CLASS _ (e r ` (=IX) MIME CLASS DOOR p W COMPARATIVE ANALYSIS CHART No. OF No: OF ip ,�•, �, E04 N LOE ANCHORS ANCHORS Hsii'` F�e1rE NSGAMB co 201,88.7 88.4 305 t/] 147.376' ��) 88.7 BB.4 14 j Bo.6' 05.7 09.4 18 5 152.760' 88.7 77.t 24 8 uLsrs' (3) ee.7 e3s 7as' 8a7 818 IS 8 O C 128' ti0' 88.7. 53.825 (2-5 e 847 60 10 8 ~ ^� W 201'.sa. 00 80 30 10 �, 4 7.976• O o0 60 R4 t0 00.6' 80 8o 18 10 O 152.750' �86.3 8a5 �24 to In u1:375' oe a5.7 7t.3 (3) le to 7S6' 8.7 73.8 18 10 C 128`rm...-FRE., 086o PO107 Ass 10 t0 v yt (2) VIVO x 2-3/4` Ll ° b 1 TAPCON OR 11-MI W i DADE APPROVED CONC. FASTENERS. o ti SEE ELEVATION FOR p q g+ y t t ANCHOR SPACING. a a� �'oqo a 1K W"' y� C3 MAX SHIM --j i_- :Wa a 01 t a ' W so ao7w sY .am, 0 rr W „e.// w� X X NFL. PANEL $ � /0 �� X PANEL .:e�.y� x PANEL / x PANEL X PANEL m. e. .na .. A j W 2 � a �I 0 U otia �9; .� wYS:i: o (2BY2)irQlcAt vxYAnow (4BY2) nmm nsvA=w NORANDEX PAGE 23 (21#10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/80 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4` MIN. EMBEDMENT INTO MASONRY. d SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 z BUCK d ° SEE ELEVATION FOR ANCHOR SPArnar. 2 BY WOOD BUCK (2) @10 z 1 9/4' PFI-SMS INTO 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 6 M I OR a R HEADER AND SILL SECTION TYP. 1 BY BUCK r-2 z WOOD Burk AS'RE UIRED SHIM gSHOW IDD TRACK A: (2) 3/18'0 Mat DADE SEE ELEVATI /NOTES: 1 SHIM 2) ALL I OR T 3) USB 4 GLAS: CHAR 6) THE PROD BUM REQU BUILC 6) CONC, AT 1 3/16" TEMPERED GLASS Q4 PANEL .SIZE INCHES DESIGN LOAD NO. CAPACITY-PSF OF ANCHOR SCREWS IN FRAME q HEAD AND SILL JAMB o.h � q WIDTH/HEIGHT EXTERNAL INTERNAL Xx xxx ?COIX cl) W W 30�C�i �i6` x 591/2 53.3 55.8 ' 10 16 ALL �Q �C 361/e" x 591/z 49.8 .8 12 49 18 18 22 6 o . ti C~-1 Q) 30 �6' x 791/2 " 49.7 49.7 10 6 838 � � > A �6x 79/2 . 45 .18 22 8 � SERIES 500 ALUMINUM SLIDING GLASS DOOR. ALL OPERABLE PANELS FASTENER ti co CHART lO +l�iaitai, FW- RMA ri.o.A.F. (2) 3/16'0 x 2-3/4" TAPCON OR MIAMI o o 1 „ APPROVED CONC. IVD1'A'/�i!fTnvn ( r wn/1T DADE APPRV4 6. n�rrv_ y y�� y 414 �aam b F ~ 1 �0 b (2BY2)m-m-&'nmmlf (4BY2) nma 6lttxnoN b h g `Ll c' Zp q s fly � yy� b o a. cv y� < 'i NIL lv a.44 a ry c 1 $ cs A � c i c� N �I i NORANDEX PAGE 22 I lU X 1-3/4" P.H. S.M.S W/1-1/2" MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WA-1/2' MIN. EM EDMENT. SEE ELEVATION FOR -ANCHOR SPACING. NOTES:' 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". SCHEDULE-2) ALL ALUMINUM ;EXTRUSIONS ARE ALLAY D[WINDOW ONS WINDOW FASTENER- 6063—T5 OR::T6:'19171{-'TYPICAL. WALL{ THICKNESS OF 0.62" 3 USE .HIGH.;QUALITY •C1iULLt WIDTH HEIGHT W0. ANCHORS HEAD/SILL NO.�AANMBHORS w N IBEHND WINDOW FLANGE 4 GLASS: THICKMgss-3A;SEb ON TABLE INCHES INCHES) SEE NOTE 6 35 E1300 GLASS CHARTS; AND; MAY'VARY DEPENDING ON SrZF 5) THE'SESPONSII 1IM x'OR SE 45 PSF PSF 60 PSF 95 PSF 45 PSF 60 PSF G LECTION OF NORANDEX !'/ E 2 2PROI)i1CTS:7O: MEET..ANY APPILCABLE IACAL LAWS 1r52 L2 2 BUIM242 REQUI E E� TS.-'. ST:S ANTES OR OTHSR SAFETY L 25" —S 2 2 2 REQUU2LMENTS;$EST.'SOLELY. WITH THE ARCHITECT. 3• 2 2 U) HUIIsDIT1G .OWNSR'.:OR"CONTRACTOR, 1 8' 3 4• '£ 2 2 C) Q 8) NOTE 'A `INDICA'C -A M THAT UAL , FASTENERS AT B' 2 2 • 2 W �• ai �^ HEAD'• �11iD �Sii:T:::ariv- nun ;�;.,.. ALT. FIN ATTACHMENT a UNDER SHEATHING CENTRAL 1- WRI DA W bi A.F. BLAVNACTURER NAM : oRq�P.�t' MASTER FILE # 3 HEADER AND SILL SECT # 10 X 1-3/4" P.H. S.M.S. 1'10 X 1-3/4" P.H S.M.S. M W/1-1/2' N. EMBEDMENT SEE'. ELEVATION FOR ANCHOR SPACING. s�� MAX Ir7 (TOP AND BOTTOM) ION W/1-1/2' MIN. EMBEDMENT CHARLES• �. 'WOOD FRAMESEE_ ELEVATION FOR FL REG., ENO— '� 49121 ANCHOR SPACING. DATE:. 3 ? 0 vv _ 36" 12 37-1/d" 3 ? 3 3 3 3 ' 46 '�' 3 3 3 3 M 52. 36" 49-6/6 2 2 2' 3 3 3 ti 2 .3• 3 9 g 52-1 6" 3 _3 g 4• 3 3 3 18_�e_ 82" 2 2 2 2. 2. 3 4 4 4 4 3• 3- 4 4' o yt _3 2 2 2- 3 4 5 41 1c -I. 'W ti -, i & � A _3 3' 3P5 4•u—5-1 6 :�3 vu war t r"rcvQr L IuA o a V AII -A 4 OF Irr Ilfll�_II_LIII� o. P-�Drnn- x w 4 .c w•iCq 14 t C DETAIi.-8 ��// ay7U;�� 2 NORANDEX PAGE 10 # 10 X 1-3/4' P.11. S.M.S.— W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 Typ. 2X4 71 LA— 40 415/416 [zF�j 2.437 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI�}�. Vo6r E l NAME: Typ =0 �. FHX # .LLj 5 0 ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.Ks. UNDER SHEATHING W/1-1/2' MIN. EMBEDMENT SEE' ELEVATION FOR FOR ANCHOR SPACING.-- J 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION .WOOD .FRAME TYP. JAMB SECTION o' WOOD FRAME CHARLES A. PA 'P.E FL REG. ENG. �4912L DATE: 3/27/02 NOTES: 1) SHIM AS REQUIRED,. MAX SHIM STACK 1/4'. 2j ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-1-S OR T6. WITH TYPICAL WALL THICKNESS OF 0.62' 3) USE HIGH QUALITY .CAULK ,BEHIND WINDOW FLANGE. 4' GLASS THICKNESSBASED'ON TABLE E1300 GLASS CHARTS AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSDIIL17Y FOR SELECTION OF.'NORANDEX PRODUCTS TO -MEET ANY APPLICABLE LOCAL LAWS, BUILDING .CODES; 'ORDINANCES OR OTHER SAFETY .REQUMEMENTS 'REST SOLELY WITH THE ARCHITECT, BUHADQG''OWNER- OR CONTRACTOR 6) NOTE • INDICATES :THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. N1Z QNR M- TTP. AT NERD L a_ Pl' D.G =AI SASH O// DETAIL=B . I NORANDEX i PAGE 21 3/18" TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. -� A / A, ED # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. I) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2 ALL ALUMINUM EXTRUSIONS ARE ALLAY 8063-TS A OR T8 WITH TYPICAL WALL THICKNESS OF 0.82' , 3 USE HIGH QUALITY CAULK BEHIND WINDOW ' • FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS,' d a . AND MAY VARY DEPENDING ON SIZE, 5) THE' RESPONSIBRM., FOR SELECTION OR NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, MENTS FSTD 0LELMING CODES.: INANCY- WITH OTHER REQUI ER ARCHITECT; BUILDING OWNER OR CONTRACTOR . 6) A PRESSURE TREATED'WOODEN.BUCK-.OR MARBLE SILL SHALL BE .ADDED- UNDER THE PRODUCT TO `r FULLY SUPPORT UNIT., THIS: SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPIJED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH, 3.000 PS! AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT TYP. 2 HY RUCK %%& ffio ! z>,DB.O.A.F.. 3/18' TAPCON MAnFA � NAM: W/1-1/4" MIN. EMBEDMENT — A10 P4Ni)C 1r (SEE ELEVATION FOR ANCHOR SPACING) ?"STER FrjaX # -+-- A d I CALL SIZE WIDTH ' A 1 BY BUCK O 2 BY BUCK SHIM TYP. JAMB SECTION ITH JAMBS) 1 'BY 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK . L.,--✓lam CHARLES A "P N. FL REG. ENG, # .49121 DATE 12/LT/01 # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ninu�o DIMENSIONS FASTENER SCHEDULE NO. AN/CHORS N0. ANCHORS WIDTH HEIGHT HESILL SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PS PSF PSF PSF 2 2• 2 2 26' 2. 2 — 2 37' 2 - - 3•- 2 - 2 53-1 8' 3 _ 3• 2 - 2 19-�8• 2 �• 2 3 28=q 2' 38_1/4. 2 - 2.- 2 - 3 37'_ _2 3' 2 3 63-1 8' 3 _ 4' 2 _ 3 26-1 2 50-5/8" 2 2' .3 3 _ 3' 3 _ _- 3 53-1 8' 3 _ 4' 3 — 3 - 2 24 3 4 1/2 '63" 2 - 2' 3 __4 37 53-1 8' 3 7 4 19-1/8" 2 20 3 4 28-1;2 76-3/4' 2 _ 2• 3 _ 4, _ _ _ 1I1Z UNR 1D17}( fl D e 2{' O.0 lt�I -A /d// IFF • DETAIL-C //�� w 1011 DETAD-B /��/ w w w z �. NORANDEX PACE 9 U16' TAPCON WITH A ®N. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING_ 1_ 750 TYP 1.940 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 4; OR T6 WITH TYPICAL WALL THICKNESS OF 0CAULK 13EHIND WINDOW .62" USE HIGH LANGK GLASS THICKNESS SYBASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCIHTECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNM THIS BE PORT SHALL ALL FIRMLY ATTACHED INTO MASO SUP AND SUPPORT ALLBE THE PRODUCT OVER ITS FULL BY OTHERS). LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI ALT. HEADER SECTION AT ze DAYS. TYP. 2 BY BUCK 1.500 (i 10 F.H. S.M.S. WITH A IN. 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR T 3/16" TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. FLORIDA B.O.A.F. o AtkIRWACTUREIt NAME. MASTER FILE SIZE WIDTH O ' 1 BY BUCK C 2 BY BUCK TYP. JAMB SECTION 1/4~ SHIM 1 BY 2 .BY BUCK MAX (BOTH JAMBS) 3 D D SEE NOTE 6 HEADER AND SILL SECTION FL RE�G. A.ENCAC P.E. T�• 1 BY BUCK DATE: 3/21/02121 # 10 F.H. S.hLS. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. iu Re ¢4aC YAI /A IFF SASH AV DETAIIrB A 9 MIAMIDADE IVIIAA7I-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•CO-NIPLIANCE OFFICE ME:IRU-DADE FT-AGLIi12 I3U11.1)ING 140 WI:S"I' I'I.AGI.L)t S'110:1; f, SU1'11i I i)t)3 MIAMI, FIXVI )A 33130-1563 (305) 375-29U I FAX (305) 375_29OS C:OSTIZ,IC'1,01: 1.1C11:NtiINC SEM,R)\ (3U5) 375.2327 c:o- ru,kcroit t)rti•lsl().N (305) 375.2966 FAX (305) 375-29os Rol, DIVISION our application for Notice of Acceptance (NOA) of (30) 375�290: FA\'(.1U5) 37�-63.11 Entergy-6-8 S-W/E Inswing Opaque Double «•/sideliies Reside' Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing tile M e use o1'Alternate literials and `Types of Construction, and completely described herein, has been recoliimended 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 mariner, BCCO may revoke, modify, or suspend the use of such *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 EXPIRES: 04/02/2006 Raul Koam,uca Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GF;INERAI. CONDITIONS BUILDING CODE S.-PRODUCT REVIEW C0,1iiiITTEF, 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 Mianii-Dade County, Florida under the conditions set forth above. APPROVED: 06/0S/2001 9_0� 4_2z�,� 1-mimisco J. Quintana. R.A. Director I'•iiami-Dade CO(111t\' Building Code Compliance Office \\.sO450001\pc2000\\templates\notice acceptance cover page.dot 111terrietI11ailaddress:1)ostillastcr!1)UIICIil1hCU(1(Ut111i1C.CU111 Iloill(:rl:l''',C: lit tll://11.11.w.I)U1Idin-CU(Icu11l1lic CUll1 Premdor Entry Systems ACCEPTANCE No.: 01-03I4.24 APPROVED JUN 0.5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 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 Noticc of •Acccptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chaplcr 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT,DESCRIPTION 2.1 The Series Enterav 6-8 S-NNI/E Inswinb Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the 'Following doCunlCnts: Drawing No 31-1029-EW-1, Shcets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer,- dated 7/29/97 with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami-Dadc County.Product Control Division._ These documcnts shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and.single door only, as sho%�-n in approved drawings. Single door units shall in6lu.dc 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 the edge of canopy or overhang to sill is Icss than 46 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc designed to accept water infiltration. 4. Ii\'STALLATION 4.1 The residential insulated steel door and its components shall.be installed in strict compliance the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systcizt. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMEN-I'S 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as ideritified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposcd installation. 6.1.3 Any other documents required by the Building O icial or. the South Florid, 31111ding Codc (SFBC) in order to properly cvaluatc the installatiot �i s stcnl,r _ - Manucl crcz, P.E. Product Con r6i- xamincr Product ntroI Division Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED : JUN O 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been Cilcd 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.L:, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirer»ents of this acceptance,. including the'correct 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 tFic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application 'with appropriate fec) and granted by this off icc. 5. Any of the, following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall-bc done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc for inspection of the job site at all time. The engineer needs not -reseal the copies. S.- Failure,to comply with any section of this Acceptance shall be cuusc for termination and removal of Acccptancc. This Noticc of Acccptancc consists of p;i(cs 1, Z and this last page 3. E\D OF THIS ACCEPT NCE ti Manuel LCC rez, P.E., Product ontro - . iminer Producontrol Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD -FRAMES WITH A BUMPER THRESHOLD (INSWING)ALI .11 Vr xwvx CMTEP kl IAo 1/r 77 1/1' Nnx 37 1/A' . • MAX Nnx MIX wr [ r LWC TIMZ CX MC MDIC a wwa 4' NA%M MAX 9• MAX Mx MAX 19' O.G 19' 0.C. 19' -D. 19. O.C. 15• O.C. 19• D C I9' 0.C. l9• D.G ' NAk MAX MAX NAX MAX Nfi1C NA% 1 NA% NAX C MID QI [ rAV3, , Ad amp(Jutl IJ I/ 'Max 0.G SPACING IB' O.C. • � / �aJm• c .r rn a rw ncf A P I er' rnv.S 17 1/ •MAX IB.' 0.C. TOP OF IM02 TO LOCK Iy Ix um VNI{( JAl A 0.L SPACING zp. 64' MAX OLD _ 00 1 116, MAX ' 17 1/ MAX rcftr a•oms • D.C. SPACING IB' O.G ices w mrtf a wa a•[.a w[� a ' DLI SiAC1/AC%fi je•iD.C. clx'i`wem'ii'rtf :4WF'wxj/u ixicucNi ' „,� D�—}—'s' oc. a oc+ls, oc Is oc�rs oc_ rMAM:4— X 0r13oCcMMA% NaX Max MAx Mnz Mnx MnX4•MAYA �— MAX w� [ VC'. rlO4 TI rc 3 sa wort a ATTACH ASTRAGAL THROW BOLT 18 x 1' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WiTH 110 It l 3/4' HEILES FLATHEAD SCREVS' NOTES, l.) WOOD BUCKS BY OTHERS MUST BE ANCHORED 1B It ]/<" LONG PROPERLY„„ T0'TRANSFER .LOADS TO THE STRUCTURE. FLAT HEAD SCREVS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO LA lNSVING RJt INSWING OUALIFY THE FOLLOWING INSTALLATIONS. A, WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPROVED,--CCv :•nNG.;til, T e STRUCTURAL' WOOD BUCK. souTHPL A4im NC CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE A C JUIY U j�'�,IN DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE INFILTRATION VHERE VATER iNFILiRAiloN Br OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL WIREWATER 1 IS NEEDED T REDUIREIGJIT IS N0i NEEDED ONE BY WOOD BUCK •t•v x + PRDDU CONTROLornsloN ]. ALL ANCHORING SCREWS TO BE 110 WITHcl X _ CISEBUILDe•+CDDEC^�PL1gICEo .�c MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE aCCEPTAItrEriO�I'V31Y.Lti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED IT A CANOPY 02 INTO MASONRY. OVERHANG SLO THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SiLL IS LESS MAN 45 DEGREES UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c cAcEmorT Pomri ARo¢ pnvm10 6' LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE LOUTS, ULM'OIL TIC A JAMBS AND Si DELiTES. Ellum. uall MCI. 86�mrL Rill MAIDS mKaIXm CD?I4Ru1Drs pin[nl 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE PAR i arrc. nmt Ixu aa[ m •.uzurc, -ORNERS ARE COPED AND BUTT JOiNED. IR>i - P tir -T- B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST M N Y Y M 31-10 I. 5TIT I INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0B TO 1.2 min 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ ,�SHEE T I OF 5 VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS IS U TO 1.2 MIL. UIR • I RTYZ] iilit SHIM M4x - I 9/16' GLAZING DETAIL i 1 /Z' GLASS BITE --� TEIWERED (LASS INTERIOR 'INSWING XXO 74 VV lax OTHER CONFIGURATIONS 111 1,4' APPROYEDAS CaAPLYWG IKTH THE Uf H FLgIOwO CODE DA Br JUN ROLowtsxw 604 CODE C@1PLW OFFICE ACCEPW=11D 01-0 311. 2If I-IU29-EV-1 SHEEP 2 Of 6 amuulo 1/4' SHIM MAX r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX t. SECTIDN B-B 2 By WOOD BUCK EXTERIOR MAILRIALS LIST ITCH N0. O DISC RIPIIQN E�S NNHBCR COMMENTS — 2O VOOD HEAD JAMB COMPRESSION VEATHERSIRIP -14 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT O ALUMINUM ASTRAGAL V- K RE N RAN X A 0 (R ) 4 ALUMINUM -BUMPER THRESHOLD V- PREHBOR BRAND OR COUIVALENT- 5/0•,ALUMINUM ASIRAG 1 1'/4•' S TOP CHANNEL EV-15 IPRCHMR BRAND OR EDUIVALENT - 1 1/4'.x 4 9/16' ©STElt EV-OB PRCHDOR BRAND - I 11/I6' - 20 GA STEEL ] SK114 26 St (DI7 IM4 -a [it Fe IA TiRUTD IO RLi1I ID QRPI B B -MIJURETHAN17 rnAM raRr BASF FOAM - DENSITY 2.0 TO 2.5 IbS./Ft' O OTTON CHANNEL EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL IO VOOD LOCK BIOCK STRIKE STILE EV-09 4' X 9 1/2' --- MIL. TO BE PINE OR EDUIVALENI 11 HINGE STILE EV-06 15/16 X I 11/16' Hil. TO BE PINE OR EoU1VALCNi 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 II/16' NIL. TO BC PINE OR EDUIVALENT 13 HIND[ EV-10 PREHDOR•BRAND - .050' THICK- HTL, TO BE POLYEIHYLE 14 WOOD MIN GE J.SAHB V-16 HALER BRAND, HINGE OR EDUIVALENT - .097 THICK (SI[I IS BID0 x x 3/4' F.H.V.$. 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 BIO X 2' FHV.S. (4) SCREVS PER HINGE INTO OEM ' HAx JAN NJO L JAH le' he IHEREATTER _ • ID) SC R£vT IHIt011p1 STRIKE JAND 109 SIDELITE JAH), r mw rRm x B' CIL 1HEREArIER ' 61 SCREVS IHRO" EACH SIDELITE JAx1 INFO SIDELIFL. 4' oDVN fROx OP, Ku 15' or-TiCREAr1(R 17 PFH TAI@S V/N1e1mF1 lie fgccKfff . REFER 10 ELEVATION VIEV TDR 1 O< SCREWS USED AND LOCATIONS 10 DIO X 3/4' FHV.S. (2) SCREVS PER HINGE INTO JAHO 19 ' OB x 2' FHV.S. (2) SCREVS AT EACH STRIKE PLATE LDCIcs[r 1 RIO X 1 3/4- rws. KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK (2) SCREVS PER HINGE INTO JAMB 10. VOOD SIDELITE JAMB EV-19 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT 22' X 64" SINGLE PANEL GLASS EV-20 " "P E GLASS N PQLYPRQPYL N v ILB_L'LCAR TrNPrREn r+Acc - DC -I 43 - (OOL SIDELITE TRIM (WOOD) EV-21 5/16 x 1/2' mTL. TO BE PINE OR EOUIVAL[N 1 1 / 4 • VOOD CASING I uR . I' H lD PI Ira (o1nvAL I - 1 xs Aa H EV-22 rU•n11E By SIDE JAnar Az NuuoxsNMUINCS U ® WOOD SIDELITE HEAD JAMB EV-23 1 I/4' X 4 9/16' NTL TO BE PINE OR EQUIVALENT ® VOOD SIDELITE BASE EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME -1643. ODL-2 HP Polypropylene by ODL :116 X 1 1/2' PAN HEAD SCREVS 8 PER FRAHEsER v(E D 14' SIOELITC STILES 10 K1 AfT R 1 11/16' MIL TO BE PINE OR EDUIVALENT I PIN NEV-26 ' 15/16' X AIL �1 Lle� xart, 1• IN FMR [MO. NAY 8' OC IFEZVIER, USED ON atm Afl1 I DOW SILICONE #995 APPROWOAS COLIPLYUIG WITH THE —�— �� PREMDOF 6Y Prow, L Dlwsal 911 L FF(Rml 1)UrtUR)G 1:OOE COItI'LUUNxncnre PHISM. KS @ ML N4 IILT 1-1029-EW-I SHEET 3 OF 6' REVISIM LEIICR 'B 2 BY 4/001) BUCK 1/4' SHIM MAX INTERIOR 79 3/16' MAX 80 11/16' I MAX 2 BY WOOD BUCK SECTION c'-c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING # 31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 AMROM AS COMKIM7C NiTrH TE 5.ouni RtlHtWwmm- lP an= CODE COSH umcp 1-1029-EW-I SHEET.4 OF 6 REVISO L[li[R p OTHER DOOR CONrl6URW IONS w r w '• w' ,r - r ec I x Q�c Ir �sc•� u�o r� 1 y ... ...;' ... r w W r -.. r w .c W Ir� • tic �•r lr v •u _ ! W I 1 / I A 1 1 Ot VK1G 1. vr' r• s - • VK•i Vr• - - _ O Ou'_ O•Kk. �C Y.pf. O b tlM• b tlro O . • O K rK•y _ VH ® p+y J 1 1 1 1 1 1 1 - zft 1 I 1 1 r. ... =•' WCJF� r w � ' 1 I'��y �� 1• II 111 Ir W 1 ... 1 ... oxxnnnvvvvnn r... w W H ... rw�r� �". •. unn xxn w°rw r � �... ••cc w � Y . �W w �c��Ye• c p ulmw .n urw v m �••or'c sc H 1 1 1 I •--1 Lr ... •YL r b ° w w L.W X0 AFPgMD AS COLIPLYQIG WITH THE SOUTH IF pgamoMCODE 0 Q� acre JU" ar fffA :Elf PRI P TROL LYNSIDi1 SMUMIG CODE CotI/�1A1 OFF - ACCEPTAhtE Ro. 01- C-3 / y_, �4 9II t. PHIS rr w KX i. i I 31-1029-EW-I SHEET 5 OF 6 g VIIIW LLIILK J M T i i r- n n [--, r-) r-, ., . u i nE-r\- JJUUK rHINLL I YLES 36 w MAX 79 x _6 130 o0 DOD MA DOB do 111113 onn x ao 00 00 �� o0 00 0 BLANK TUP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 1U-NEL 4-PANEL PA OTHER SIDELITE STYLES 36" MAX 793 M X o SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50B SL-69A SL-69B 00 as s. aa�O Qd Da ao 00 oa aD PD-1 PD-2 PD-3 PD-4 PD-5 Po-6 PD-7 PD-8 13© 00 no 0 0 FLUSH 8-PANEL CRUSSBUCIC 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBRUV V/SCROLL EYEBRUV 5 P�CL 5-PANEL V/SCROLL EYEBROv SL-69C SL-25 SL-55 SL-30D SL-40 SL-90A SL-908 00 0o as o0 PD-9 PD-10 PD-11 PD-12 PD-13 PD-14 a� PD-18 PD-19 PD-20 PD-21 PO-22 PD-23 PD-24 PD-25 PD-26 �0 qd9aa o �0�PD-35 - PD-37 PD-38 PD-39 PO-40 PD-41 PO-42 111 ,11 4111 �1� 111 i„ 111 iii 1�1 Ili 1�1 t11 i SL-90C SL-30D SL-30C SL-70 SL-80 PD-15 PD-16 PD-17 ?c W rN o z O h C cs ui 3?0 oF�o 00 PO-32 PO-33 PD-34 `< a m a 31-1029-EW-1 SHEET 6 OF 6 F[YISBA [[N[Y M I A M 1•DADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 -NIIAItiII-D.ADE COUNTY, FLORIDA J.AETRO-DARE FLAGLER BUILDING BUILDING CODE CONIPLIA,NCE OFFICE MIiIRO-DAI)L FI AGI.E:R 13UI1.1)IN.Ci I JtJ m-.*s'rri.ACim-a STREW', SUFI'li IGU, MIAM1, VI -OR IDA .1313a-15G., (305) 375-2901 FAX (305) .;75-29US C'ONTIL C.7012 I,1C:1•NSENC: til•:C:*rj )N (30)375-2S27 V:\.\ (3U5) 17t-z5SL coN•ru,kc.-rult t:NF'c)ltca?\11{\ r 1), vislUN (303)37S-29G6 14\S'(.1U5) 375•�9U� I'ICUnt:CrCON •I.U01.01\•ISION (305) 375.2')02 1"A.\ (30) 372-G3.17 Your application for Notice of Acceptance (NOA) of: Enter•gy 6-8 S-W/E Outswing Opaque Single w/sidelitcs Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration. d ite stated below. 13CCO reserves the right to secure this product or material at any time From a jobsite or manufacturer's plant for duality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO 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.: 01-0314.2I EXPIRES: 04/02/2006 Raul xoangucz Chief Product Control Division TI•IIS'IS T1•IE COVERSHEET SEE ADDITIONAL PAGES F01Z SPECIFIC:IIND GENERAL CONDITIONS BUILDING CODE S PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and.Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. :APPROVED: 06IO:5/2001 X_e42�� Francisco J, Qt1111t1111, R.A. Director INflami-Dadc Count' Building Codc Compliance Of'ficc 11-0-!500011pc2000%amplatezlnoLice acceptance cover page.dot 111ttrnct mail address; llostmastcr'u buildingcodConlinc.conl 11olliell 1�t"c; i1tt11://�ti1sl�.buildin'�coticunlinc.conl Premdor Entry Systems ACCEPTANCE No.: • 01-0314.21 APPROVED JUN 0 PIRES : _ ADri► 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITION'S . 1. SCOPE 1:1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. 11 approves a residential insulated door, as described in Section 2 of ihis' Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chapter 23). do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Sinald Residential Insulated Steel Door �ti ith 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, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclitcs in a Wood Frames «•ill, Bumper Threshold (Outswing)," prepared by manufacturer, dated' 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. These .documents shall hereinafter be referred to as the approved drawings. 3. LIA11TATIONS 3.1 This approval applies to -single unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION •4.1 The residential •insulatcd steel door and its componcnts shall be installed in strict compliance with the approvcd drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of ibis unit will not require a hur-ricanc protection system. 4.2.2 Sidclite: the installation of this unit tivi11 require a hurricane protection system. 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 REQUIREi11ENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Noticc of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Noticc of Acceptance, clearly marked. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con roI xaminer Product onlrol Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4:21 APPROVED JOIN 0 5 EXPIRES April' 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this .Acceptance (approval) shall be considered after a renewal application has bccn Tlcd and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled witli the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The enginedr, who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in [lie materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this 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 the following shall also be grounds for rcmoval of this Acccptaricc: a. Unsatisfactory perfotniance of this product or process. b. Misuse- of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. i. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybe displayed in advcrtisirig literature. If any portion of the Notice of Acceptance is displayed, then it shall be done -.in its entirety. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distribu(ors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teriiiination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3' t'KLM1JUK .. (LN I EHbY HAND) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME' WITH BUMPER .THRESHOLD 4' MAX- I 5*''MAX O C. 15' MAX OTC. 15' MAX O.C. E IS' MAX O.E. 15' MAX (OUTSWING) 0O' MAX _ 4' MAX— AX MAX 4' MAX — MAX' 3- MAX 3' MAX 3' MAX 15' 14' 3' MAX -MAX 'E' MAX 4' MAX' 81A6'( i4 MAX—`• Qf ITC WA MAY+,%• I _ 15' MAX TOP OF DOER TO 4 OF LOD ' KVIKSET DEAOBMT MODEL 660 SCRICS 164' M NAA1.(i aCAa BDL 1 MODEL 820' 22' MAXI DLO j' •• KVtKSCf LDCFSCt_ ' • ti MODCL CL200 SCRICS ••. OR NARLOC LOCXSCI MDau lee MINIMUM EIIDEDMENY D L SIL`` S61 PER JAMB 3/I6' PFH TAPCONS IIMUM EMBEDMENT I 2145T) LES A DO ll/16' 6• AX �HAX—~i' I 1 • MAX-1--HAX .MAX MA)-�-I I S' - ' 4' MAX —3' MAX 3' MAX WAX MAX NOTES- 3' MAX WOOD SUCKS BY OTHERS. MUST BE ANCHORED 4 MAX- ` MAX 4' MAX 3' MAX MAX ROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 08 x I 3/4' F.H.V.S THE PRECEDING DRAWINGS ARE INTENDED TO VALIFY-THE FOLLOWING INSTALLATIONS 3) PER SLOE FROM . WOOD FRAME CONSTRUCTION VHERE DOOR JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD PCNINFL MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUISVING LX OUISVING OOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE 1 )OR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE YA1NC PRLI SURAIIMj WRAF VA TCR IHd IL IRA(10( IN Z MASONRY VITH OR WITHOUT A NON-StRVCTURAI a1RRCKNt IS KCOEI + kCW1RCICN( IS H01 htEDCD aE ,BY WOOD BUCK ALL ANCHORING SCREVS TO BE 110 WITH NIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ° T x MASONRY. PFH 7APCONS'V1tH I 1/2' MINIMUM EMBEDMENT TO MA ■ IN( IS SHALL BE INSIALLED OKY AT MtWNS PROtECIED It A CAMPT OR UNIT MUST BE INSTALLED VITH 'MIAM1-BADE COUNIT DVER" SUCH 114AI TIC AILIC BCIVEEN INC EMC Dr. CANPT OR OVE2IIN6 PROVED' SHUTTERS to SILL IS LESS IMN /S MMCS. WILCSS 10411 IS INSTALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 1011•NAVIADLC AREAS V)CRE TIC UNIT AND 1K AREA ARE DESIDI£D' 10 ' D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACCEPT VATER INFDIRAHOK LATEX SEALANT TD BE APPLIED AT SIDE BY SIDE MBS AND SIDELITES. DOOR/SIDELITE HEADER, DOEIR/SIBELITE JANBS, ANO SIDELITE BASE IIIA®bVallOD KtnmeL 1 ZNERS ARE COPED AND BUTT JOINED. DOORS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST (BITIVE PRIMER PAINT VITH A DRY FILM IHICXNESS OF 0.2 10 IP MfL FRAHES SHALL BE PRE -PAINED VITH AN ACRYLIC LATEX VATER-BASED/ I,�T Y 1ER•REDUCIBLE WHITE PRIMER WITH A CRY FILM THICKNESS OF OB TO I? NIL, taLlnt nrt ¢>t APPADV ED AS COLT°LYII(C 11)1 i i InE uJVTH 'L1 BUILDIUC CJvE DAT By Pa00l:Ff �RiiOL Cf.15:C:1 U IsUtLDW CODE C0MPLIA.Y_E CFfiC= ACCEPTANCEH0.01- of;S'. 21 -1020-EW SHEET 1 0, iY . D77 - 1121 I ;LASS BITE GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS 0 G AC( _5n mmm gi \II, A?PRO WED A7 CoUpLyM 1'4T1{ THE n+r r! �t94ti�0, U wee BY PRO i ,YROL OIYLSIOiI BUAOIRG COO£ COV.RlJlCE OP n, of L ACCE?iAl:Cc e,Ot� r' 0 3 ! v. L! 1116 :0 1-1020-EW-0 SHUT. 2 or 6 �[r®It[IRI C 80 11/16' MAX EXTERIOR 79 S/16' MAX SECTION B-B 1 1/4' INTERIOR EAD JAMB —Kl nunNLK. COHM[NrS SIOM HCATHERSIRIP EH-12 1 1/4' X 4 9/16' MiL.i0 BE PINE pR El7UiVALENt X(DWOUD TRIKE JAMBK u- N R XS A O- M-BUMPER THRESHOLp EV-13 1 1/4' X 4 9/16- MIL TO BE PINE OR EOUIVALENI PRENDOR BRAND OR EQUIVALENT - 1 I/4' x 4 9/16'NNEL 6 S T EV-05 PREMDOR BRAND - 111/16- - 20 GA STEEL 7 Y f BOTTOM CHANNEL 16 Lel/ imI BASF FOAH - -.BA) w l �(II rtt q'Z RII 411110 IT DENSITY 2,0 10 2S Ibr-/r t' 9 9 WOOD LOCK BLOCK EV-04 LW-Ulf4' PREH-1 BRAND - 1 20 GA SIEEL l0 STRIKE STILE X 9_I/2' HIL TO BE PINE OR C0111VALENT II HINGE STILC- EV-07 IS/16' X 1 II/16' Mil TO DE PINE OR EQUIVALENT 12 EV-06 IS/16' X 1 III/IA' un ,n — —._ — l3 LOCK PREP FILLER.PLA 4'x4' HINGE 14 WOOD HINGE JAMB IS 910 x 3/4' rnw.S. 16 110 X 2- FHVS. . 11 I6' VWR IVA�FnVs SIDELITE19 8 x2' . VY LOCKSET ®I 910 x 13/4' FHV vUUD SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS - SIDELITE TRIM (WOOD) WOOD CASING' ® WOOD SIDELITE HEAD JAMB © WOOD SIDELITE BASE PULYPROPYLENE LITE FRAME 96 X 1 1/2' PAN HEAD SCREWS PIN NAIL D❑W SILIC❑NE #995 APF(it)4CJASCOHFLYINOI'dHir.M L— .lUT1 ux E p BY PR RROlOMS10N I OURD ' COOS CgJP(IM•CE OFF1C6 PI1 hCM!"TAHCE KO, --mvU - foil- THICK- NFL 10 BE POLTETHYLENE V-15 HAGER BRAND HINGE OR EQUIVALENT - .097 THICK (SIEEL) 1 1/4' X 4 9/16' MIL 10 BE PINE..(BR EQUIVALENT (4) SCREWS PER HINGE INTO OM 6) SEREVS 119MM1 EAflI SIUELI JAMB IHIO sIBELu 4' U' MAX 15' (LL IHEREArrER C. WVN FROM REFER 10 ELEVATION VIEV• FOR I Or SEREVS USED AMD ll1CAlIDR2 EV-01 15/16' X 1 11/16' MIL 10 BE PINE OR ,EQUIVALENT (2)-SCREVS AT EACH STRIKE PLATE EKVIKSET BRAND 200 L CK OR HARLUC BRAN D.100 LOCK SEREvS ttit010T HINGE JAMB INTO SIDELHE WIB B' Ow rRRT TD HAX IB• OL THEREAFTER KAX 0- TIC'10) SCREvS THE1ERREArrICRrxE JAMB IHIO SIOELIIE JR18. V 3" TRDI 1 flF 4) SCREvs l"RM101 EACH HINGE INIO MW .IWB V-IB I 1/4"X 4 9/16' MIL, TO BE PINE OR W-19 I E GLAS fiL EQUIVALENT _ N PP M,I(00.- V-20 5/16 x 1/2' MTL. TO BE P. I/B � 1 nj 0 PU R EUUBE wl� OR-EOUIVALENT -21 F(R •SIOC BY SIIN: J+UtBS• AS t41LLITAi�wmus Usti V-22 . 1 1/4' X 4 9/16' MIL. 10 BE PINE OR EQUIVALCNT V-23 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT 643. ODL-2 HP PoiyproPYlene by ODL 10 PER FRAME rO `gyp 14, r A (- Uj% NMI. (' tri rrL ml CRI IIAi B a[ Il�prtCR USCI W R&Loa me IRRI 31-1020-EW-0 A\ SHEET 3 OF 6 FRiVISBPT t[II[R B 1/4' SHIM MAX �TERIOR I 79M""'AX 80 11/16' I MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 AvFr,Ovm n C%p ym tmrd THE SOUTH Fi n"14% vApx �1' =E _ uuu►� �,uivi luur\H I lul�J. v _.j I c 1� l.F};;�'�S` 'O,r•'1Y01G VRTM THE �'••. Oular —a • N,s EWE J11718E:M: "' PDEI reOOu T ITROLD 911 G [f[[I[Apt �Iatu�Mc C°°E C04IRWICE OFF E I IIIS [S d Ai CEPrAvcE HO. G 1- o�=� 6• x 31-1020-EW-o SHEET 5 OF 6 ctvu� un[e u i HLK BUUK FANLL STYLES- 36` MAX 19 rx 6" 010 C3 D ®a� D 0 �Q� 11 a 11110 0 ❑ MAX--_ D D D D �� all O 0,11 ❑❑ aon ➢LANK TOP &-PANEL 4-PANEL 9 PANEL 10-PANEL 10-PWL 4-PANEL OTHER SIDELITE STYLES 3 0' MAX MAx� SL-10 SL-20 SL-30 SL-60 SL-50 SL-500 SL-69A Sl-69B . 00 00 ©0 OD PO-1 PD-2 PD-3 PO-4 PD-5 PD-6 PO-7 PD-B 1-9 19-991 PD-IB PD-19 PD-20 PD-in PO-22 PD-23 PO-24 0 0 090 0 0 a s a❑ �� 00 �� DUD a o PO-35 PD-36 PD-37 . PD-39 PD-39 PD-40 PO-41 nfi a0U pp rLusil a -PANEL ERnssaucK 12-PANEL 4-PANEL 5-PANEL 5-PANEL CYCBRQV 4/SCROLL ETEBROV V/SCROLL a � 0 a p p SL-69C SL-25 SL-55 SL-30➢ SL-40 SL-90A OD �0 DO Oa QQ PO-9 PD-10 PD-II PD-12 PO-13 �4 111 It1 1�1 fl0 /�11 iii m m �m�l 111 IIII 11 111 111 f � 1 �� - nt t11 qq, 1 pp 0 as � • PD-42 PD-43 PO-43A PD-438 L 5-PANEL 5-PANEL CrEBROV 0 � A-908 SL-9DC SL-30B f Sl-30C S1-70 SL-DO ru 0] QQ a❑ o PO-14 PO-15 PD-16 PD-17 ci ? 4 O PD-]1 PD 32 R PO-33 PO-34 ". p m bit g.�aeo�m NITS ls 31-1020-EW-EO 75661Q SHEET 6 OF 6 QV6®t<t«¢ Maro Maronda Systems 4005 Maronda Way Engineer of Record: Tomas Ponce, P.E. Design Criteria: TPI Design: Matrix Analysis n da Systems Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL11601 116 125 PINEFIELD DR ORLN-CEL WINA4 LEFT WINCHESTER A 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCE 7-98. These trusses are rlesinnerl fnr an Pnrincarl hniirlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 27 Truss Layout 3-26-03 Roof Loads - VT 4-11-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 Psf HIP 10-20-00 A 3-21-03 Al 4-1-03 A2 3-21-03 Total 33.0 psf A3 4-1-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 3-21-03 A5 3-21-03 A6 3-21-03 Floor Loads- A7 3-21-03 A8 3-21-03 �� TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 3-21-03 �/ B 3-21-03 131 3-21-03 B2 3-21-03 Total 55.0 psf H 3-21-03 �� DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" H1 3-21-03 J 3-21-03 11 3-21-03 pp, PLAUS Rr-V, iE"'XEI CITY OF S.I�F®R J 1 A 3-21-03 J2B 3-21-03 J3 3-21-03 J313 3-21-03 J4 3-21-03 J413 3-21-03 �/ INV # DESC QNTY DATEJUL 1 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 It � C) L—_____v CONVENTIONAL FRAMED ENTRY �� 17-8 _/_ 8-4 / 140 CUSTOMER: REVERSED PITCH: 6;12 � C� �d\ ^~~ safety alert r�M Ib Is�l usedl;'ta� attr�ctgy .. '� 'H S y,r a>�tl 1 rUG t fi j T ^1 Y �t elltlu i I EF5UN,4i?SAF r ..ti iIS�)1,r I L1LCD ItINh`en• i �W 1 'tf t,. SY P bO4=IBEGQIVIEMUERT HEED'��Sii SAG' :. a `�� ff I J` t..li AS.IT r (J'✓� ' C � mI „r �ti , �;; CAUTION I f � I�r~!i r „x,Ls gal.. operating r ��,R;racticesyor;lr�dlcates unsafe cy�nditlons tFiat'�coilidl result In;;;personalrin�ury or damage -;to structures:- H113-91 Suninicarly Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BP.ACING I E—TAL . 41 CONNECTED WOOD TRUSSES ` 's;her'>_or,,i7iiityofG7eirs,aiier(buid�r buildincocntra^tor licensedc'ontractor. ectorcrerecron conrractorl to properlvreceive. unload store handle ,nstall and ,.gce metal crate connected wood trusses to protect life andprooerry The installer List exercise the same high degree of safety awareness as with any other structural ateria'. TPI aces not intend these recommendations to be interpreted 23 superior tree crciect Architect's or Engineer's design specification for handling, installing to bracing wood trusses for a particular roof or floor. These recommendations are sed upon the collective experience of leading technical personnel in the wood CAUTION` Thehudderbulidtn'contractor:licensed contractor, erectoro`rerect►oh contractoris ad i�s-ed , to obtain and read the entire booklet"Comme-itar✓ and -Recommendations for I-fandding, Installing � E3r4rtng.Pic:all'.lateConnected Wood Trusse� I 91°`fr m,Lhc truss?, ate.inSdtude. � s � , , ypA�N� ER 3A ,QANGE1 NB. e"srgnates �'.con�iiion t fi�s�;Yf,� ti 4M s `ri s'4wh lie�lai�une_fo Ilaw`'�5 „1t t r .:prti,�rrEPcu uwr aa�,t °, the ��ustnuc fiiorrs orhee , ras,n- ti;;. a r}r tl�lg wt�f rnsltCejy^result tn,s'erlous peso ,ai m dry oc death or damaqe to stoructttres. WARNING A VGJARNINWdi pporibe's a' condition w"where,fatluretoo�l�l�u�i�nsrClons ooilCi resiticP t.^'...i, tY.vl"r n grit n ;L' _-. rp J CY, ge ao'atructurs,. severe erso , a �n u , �r Barra TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility fordamages arising from the use, application or reliance on the recommendations and information contained herein by building designers. ins,aile,rs, and others. Copyright c0 by Truss Plate Institute, Inc. All rights reserved, Tnis document cr any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. ty � 'TION Alltemporary braci6d- should be no less than 2; n crane marked.furdber. All connections should be made with minim urn of 2-16i1 nails. All trttsses-ssumeed 2' on -center or_less. All multi -ply trusses should be connected together. in accvr- fiance with design:dravvings priorto;instaif#ion; T€ USS STOtP.AGE ! CA'i1T10N: russesshouldnotbe`' unloaded on rough terrain or;un- ever surfaces which could cat se damage to the truss.' CAUTION Tnrsses storey horiz-ontally should be. supported 6WIJIbcking to prevent excessive lateral � CAU 1 iON T rz,sses shored ve tl alfy shoula benciing ara lessen mo►s�r�re ale `k�'' 'r� i,i� ?.;'j„ braced tolpre ent topV13,11n�foriljlppIIIC,. .r, a... g.. h `I q-A k r n .� ,i .�H•>aLrv>rl�V,. , _.�,u.d ..�.,n .,��.e7w !'f�'i,.y i-rr. i�-,.�.�.,. I WARNING :�:Do not break,bandin;g until�;lristalli tib K,?DANGcf� Do not store biandlns u rt �� , ttea J0 " d':. r , l �. 'j.,: �1 5✓r Ft ij!] ,� r 1 �! a Degir CarA should�be exe cisetl In�bantlln rep � � � 6 ,� .1 ti, r ��9��r,r r ,tlpr�oper��Ybiaced Do not break bar s Lr,.' .�und;es I, ` .6t �1r f u moual to avolds'f?ifiln afalncilvldua! frusses,k;�,r ,i ��, , aret :laced In a:sfable tiorizortal ssitioll }rR." ''ihlibi �Ti.. _M5 ��-s'�::ava ,qy ,,,,�r�,.. »-,�:� ^„tvY°r'r ,y.fr-,tea.,, . } t9dlllAR Trl©' �'jI1Dn?r�olifr�ncte'd r s `°{ ° j [(:Irp` is°� 1pA GE'': lVtlalriimg on3frLfss2 Wlllcitla e I ;in ; �� {InJse.� L'7. Y�I.I C.. v�J,�.�� ,'� r 9(�^k +S I... 't:aYhn.. �_.�'{.•�A,. aMrxv b"' !lt�r Velr��W�!.Fe-.� ky �.. x, - ��, Am J ru y rer�rtely� dangerous antl fsho%ild se!stric.iy s � Jun, a �Do.�nat�luse>:tlarnagedttrussesr' P� T? 7 �t;,�iw'-+r u-xa ,N� � � � �.w::r 't..l.ilf �.,� m,m s°.i�: s �{�1-r,"v.M .,{.,,9 ^c 4F_„cy ICI'�ti��Yj u�rE,wp Y}• Lt: ":€4 {, ..-7 ,��U�,.. ,�5+� ^ii r,'3�tMS 5� r+.,dt,.T"..,M..r. rbhlh.lted,�,i..._ Frame 1 � �� T 60- � or less Tag / Approximately Line '/2 truss length so� Approximately Tag "'V- truss length \ Line Truss spans less than 30'. Spreader Bar Toe In Spreader Bar 'Toe In Approximately '/2 to'f3 truss length Less than or equal to 60' Approximately /2 to 217 truss length Less than or equal to 60' S I w HA =q-, I;NS_ urung crevices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, Toe In etc, of sufficient strength to carry the weight of the truss. Each truss should be set In proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag - Line Tag Line Toe In Strongback/ SpreaderBar Approximately to �/� truss length Greater than 60' Strongback% SpreaderBar At or above mid -height Approximately i a to 3/4 truss length Tag Tag Line Line Greater than 60' G'R0 UNID RACING:BUILDING INTcR1OR brace ©'BR,4CING` BUILDING1?"EX7E1410R Top Chord Typical Verl' I / I attechmenl Plan End Wall i Chord r Blocking f Ground Brace .� Verticals (GBV) Strut (ST) Mal lie member With e (HT) p"ruas of bra. cup of truese (EB) Frame 2 12 by 4 or greater Z Topch—d. that are laterally bra. 11 getherand cause collapse if theta anodiago- 1m; bracing. Diagonal bracing should be nailed I o he undernide of the top chord when purling are attached to the topside of the top chord. sey ere,persoraai Jnju,ry,-Oran TOP CHORD MINIMUM ryiTOO CHORD;::1:i!,1�,1y1: biA NALB PITCH 'II " ALBR-A10El il SPACING S C PAN DIFFER (SPACING{LBS Ir ss sl S P,fDF : SPFJJF LTP —io -2a, 1 2,5 7 17 12 Over 23' - 42' i 3.0 6' 9 6 Over 42 ' - 60'T :3.0 5'—. 5 3 Over 60' See a registered professional engineer IF -Douglas ' Fir -Larch SP - Southern Pine Hem -Fir - HM-Fir SPF - Spruce -Pine -Fir ---------- nUOU-, Top chord .ale -,al All lateral braces Required lapped at least 2 trusses. or �r..�a_r z Required TOP CHORD I' ��yI11JII�iIl;liy9lli'I'i11!ilj I�lilihll�lllllll4llliVl TOP ''CH ORb"i , .; - 111:41MI:.V DIAGONALBRACE ;:i1;i M I UWLAT L1BRACE -1 SPACING" DB S) T BS'-, :f# trussesl SPA Up to 32' i RIDF�' ar"EHr 1 4/12 81 20 i 115 Over 32'- 48' 1 412 61 10 1 7 Over 48-' - 60' 1 412 5' 6 A Over 60' See a registered professional engine�e:r:'__4__. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses, Continuous Top Chord Lateral Brace Required or Greater Attachment r Required P 5 fe, recommendations c y :result In T jejoArusses or bJ Hdiri' 9S 12 i. V Top chords that are I atarally braced can buckle )c ze QQ together and Cause collapse if it -ere is, Io jib go- naibracing Diagonal bracing sl,cuid be nailed to the underside of she t^r �d when pw.;ine are attached to the "opsizie of tl,e_op cho, d. -_ _ J SCISSORS TRUSS Frame 3 m e2, spat IncTop C CHOrD BO AL BRACE, Jan" Nh" fisesi 1 U to 32' 4/12 is, 20 5 1 Over 32'- 48' 4/12 15, 10 l� i Over 48'- 601 4/12 15, 6 4 Over 60' See a registered professional engineer-----" DF Dou:gIas HrA6rrh SP Sb6thern,Plfie -Pim-Fir __',''. H ZPF Spruce lateral braces vy .g.II..I6f.V....._, IaDpetl at lea st 2 p 't, II� I�ffI I'I 4ti�ipll III I I• li {{II'f11�Ip 111 Oi. �I I �:h� II ;� ��N j Ilii'�j �' J I°I' �� II IIIIII�I��!IlI 11�I III I p tI II I1, 1 ,w I�l�� ' I�I ." tlN�in�ill��NG��I��i�I�Gllilil:��' � I � I Nt. i ::�,,�, :mlili�ll��r��III��II O'i?, C ORS 'DIA'GONA IIrE6 ACEI'll �II �(dTERALIBRACE I f �ll i { fI If MINIMU IaT�A.1.4 n1 i„nn:lil I:, in:I ,I I SPACING lllhllll a::,: ING� (DB s I� �ISP,. CING(LBsj 'I, I:II ry�ll II,I:L, III ^ II.H.::,II ill ILJu-uIII�I�)��lll�l,-1!�u14,li�I1�tl� ;il;ll'i . �truss� s iII;DI;'lll�� : 1{�ln/o�ga u'ILti,lh, II:�LI:� .,•lni:nplW.iIII�i��:il:,lil,i�illi�i:ll�,�, -I :,. ll�:I:InIA:„ali4�lli:l•I,o)i�p nS Pr D F-ib:i:f,6 P-FIH F UP to 32' 30" 8' 16 to I Over 32' - 48' 42" 6' I 6 4 Over 48' 50' 48" 5' 4 2 i I Over 60' See a registered professional engineer 2 2 xe m PARALL_L d Fra —� I�� CNORDITRUSS�I�IIII��I�� y- ��i'. mina'iNlill:m9�lHl:Il�lgl'llllllil'ol!a91ur• :I � 1�------ _�1i Top cnorda that are lateraLy braced can buckle�' tog ether a nd cause collapse if the re is no d is go-(r Greater net bracing. Diagonal bracing should be nailed " I `v?• 10 the underside of the top chord when purline re attached Pa - to the to ids of the top chord s a Attachment ❑F = Douglas Fir -Larch SP - Southern Pine :: _ Required — r- SPF. Spruce Pinc-Fir y HF Hem -Fir... ' 30" or I. ;V. greater DJ i 1 �rll �� if t re� !�; � ��u1 �1• � t,y The end diagonal brace ,1 for antilevered uld diagonals's;are es ti y trus�cc'mcet ac ability and rnust be dug Icatedt1 placed on v rtical Dc 11 en c of the truss system IF webs in'Iine wlttT u1t l itn.Irr1 4 F ( 1i�lsri:.- lip+t,ql to C'SU support. �51 w. pp it i j fi '!„V„xi: . _..,..strasxtutru�.mra_�:•�x�,�,w.�,osavcvr.,y,.�.,��..m..aRa�-. y_.--._. __ r �_i .. I„•. i. , - TC1P CHJ I.TR�USI I III CORD �.I — { S a , 1, P D' � - COntl'1JOL'S _ -- Too Chord Tor •ioro. ihal are laterally braced can buckle Lateral Brace togetherand cause collapse ifthere in no dia 9 -- ::. r Required nal bracing. Diagonal bracing should be nmlc-d I - to the underside of the top chord when purline j t �' Of Greater arc attached to the topside of the top chord._ I , r' 2. 1y Attachment Required — -I— — LissF I \ I� .,m�,t H h ve th li o. 6 VP ai= 1, r r ar It 4 tdrA ,I 1 II ya 1 rI I h,li„I, 1 L F ft . ar. mw a DIAGONAiLBRACE I SPAN.I ` rti�� II 21II.''CgP.rC�101jDi�w [II_1I 1MUNi I'rP�TCH711 Io'I TERALBRACE F�SPl1C1JJG( LBS) SP�CIh1G bB�S II�'la It 7r�l L'hhu F"I . Up to 24' vkl, ii 3/12 I SPFHF., 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 Over 54' Sea a re ist Bred professional en Inee ur - uouglas rir-uarcn 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 togetharand cause collapse ifthere Ianodiago- nalbracing. Diagonal bracing shou Id be nailed to the underside of the top chord when puriins are attached to the topside of the top chord. M6Nb T�i'SS } i rd1 � t inn' S+ YYx Ilt� Sn PLUMB I i I Truss Depth I D(in) Lesser of D/50 or 2" 4aximum 1isplacement \` Plumb Line 12 �3or \ greater FaI alp Uretofiallovv:these rac6m1 itiations could result�t �i>i lff. octal Injury or damage�rottrus� a ,,oibwldir� NS T ALLA.TION'TOLERANCES 12" 1 /4"k(il) 24" 1 2" 36" 3/4"48" V,60"1-1/4" ft" 8, L(in) ...........::::•.................................. L(in74' ' U20o "i L(fj) 50" 14" 4.2' 0 " 1/2" 8.3' 150" 3/4" -12. 5' All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Grt Attach m e Requirec BOW L(in) Lesser of Q200 of 2" :,'.L(in} ;: L/200 ' L(ft) 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1 /2" 25.0' z r r l,i �' -t l � Y 1 'lil� I - C 1 t Y r'i ., •11� ' iet �`', l r ' .� r :sY; ! , �: . t it �"fi`'�i�5�i'�• �. s �1��'�itLhi� y� n�#7 'r `fi=n �, `Srl�f t "I� _' }� ' _ �� i' � ^ I, i 1,�{ ` 71.' - �1 /'�v-a U�' r . it .�,� 1 t �aN�" r,J�iF ' �y i, r s..� r,� i °f< e•' ° Q o I-` s s , ,.LI'I ' i!r i'f} D o° u It 4 .-�,� 71 r , I qY. i Au N1 r . , '3:.1„ I, ':•..' l' r :.�N NIP IP r 'JI-uy:`• '' `''•'I - ,'YI .r�� f..f r+r}TjZn�r ,t ��,.s II._ .,o d'z'.�IS..' Wyc Wit �; 1,�. � ,3i S 'ui II "•,+.. a� y' , �•,t 1 ' II F 1 n . �`^ G a l • Y I };' °,I�r' ; I t �+��1it ♦ �.I . ! Isit w Er MA axonda kda stems XCROI I3A SYSTEMS 4005 Maronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of .Florida. #0050068 Subject: Valley Trusses San ford, FL 32771 (407) 321.0064 FaX (407) 321-3318 All valley1russes labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the encrineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. 5 inserely Tom s Ponce, P.E. Date: 31 5fpg No. OC),i;w63. - -c TE fir• F�n��'•........•'•C"\ �,�\. DESIGN INFORMATION Titb dolgn is for an Indhndual building component and lass been based on bufermatlan Provided by the client. The designer dbclafms arty lmpunstbfbll r for damages as a mull of f uily or Incorrect Iarormauoa; spedNcations and/or d-Ipa furnished to the truce desipm by lbe -11-t and the mitenlness or aectrary a1 Ibis tol'ormstl® as It may tchtc to a spe- eBie Project and accepts rm r.sponstbuity or attrebe no tmtral with regard to fabtim- nor. InadLhM-tupuurit crud buraltation of basso. This truss has taut designed as m ImUvtdtnl building cninpoumt in accordance With ANSI/TPI 1-1995 and NDS-97 to be Inmrpomled' as Pa't ol the buUdfng destgn by a Building Deslafv Iregbtered arehtted or pruiesstooai v'ghrevl. Wben ncdewed fbr pplural by -the building designer. the d-IV. taadmgs'%hoam must be checked to be sure that the data shown tie In agreement Will the tog] building codea- Iotal cllmaltc I -Id' for -bid -go- loads. Projm -P-M- inn- or -pedal apptlrd lead-. Uaim sham, truss has not insert d-I&xd for storage or o.tup-cy loads. The design assumes eniolo-Inn dnords (top m boltnmt are c.atiau- oisly leased by sheathing tires othvwbe ee pned rvtaie bottom chord, to teaahm a+e not ftd)y braced htcratty by a property applied ' Wd edltERtt U-7 -bould be bme.d at a madmum spaemg of IQ-0- o.c Cao.raior pbto -hall be manufamtred I— 2D gauge hot dW,,1 gaMrdmd steel meeting ASTM A 653. Grad.40, ®Ica oWelwhe id wr4 FABRICATION NOTES Prior to fabrldl®, the fabtimlor-ball revMv this drawing to verify that this howt ng fs In mrdmmance w41h the fabrf-L e. plans surd to 11-'.- a matmtdog c-P IbW ty for --h .er4 Dotfou. Any discrepsoriesare to be pot in -dtt.g before cutting or fibdcQilecn. Phto -ball not be 1-- a • over knulholes. [mots or dbimtcd gram Members a1a0 be cut for 6girt Ruing Wood m woad bcartrng. Con. meter Pilo absD be I.-ted on both Bees of the trw- with ends fully h-b4dded and -hsU be sym. about the jom! -it- otherwise -he- A 5z4 Phte b 5- tide is 4- Ion& A Ox8 plate b B' Mole a or long. Slots (belesl rem Pi;- d to the phte length sp cf ird- Dtmbi< cuts on web mrmb- sb.0 meet et the eentmid it be webs imlesaothawtseahaWn. Connectorplitestae are minimum -I- based on the forces -hw n and mq need to be taei-,,d for uz,U in hand. Lt., m't/ar erecttan stresses. This truss Is not '.o be fabrtaded with the retard i nt troted 'umber todess athwbe -hown - For addliji-A -U - oil 9watity Control refer to ANSI/171 1-1995 PRECAUTIONARY NOTES AD bmcing .it erection rr>ammcndatioas are t. be (.Unwed lu accordance wlt6 ?lammng foswa.g AP —her. IIIB-91. Trusses are to (>< tatndled wtib Pv1>arhr care doting banding and b"ndim9. deU.vy and tostnDatbn to avoid danmge TcmPomry and permanent bractag forbalding trim- to - -trtvnt and phanb pot Itlop and for resisting tatml force stall be deigned and 10-wkd by ohm. ciu rui b-d- Ung h tisrnUal and erection biactrig IS always retFi ed. Normal preautlomly action for trusses fsqubm snit ldaptawy br2clug dtutag InsfALUaa between trusscs to amid toppling and douiltaning. The supervision of emcuen of trusses -hall be under the control of persons e P.1—d 1. the In-mUatl.o of truv.s. Pf-f-b-mil advice shall be Sought U oteded CancentmUon of construction loads gm2ter tan lire destg. toad- had not be applied to pusses at any thee. No bad. oil.- Ikon the -pght of the erectors shall be applied to trusses until alter all fastening and %sating is compldci. MONO VALLEY VALLEY 7RUS COMMON VALLEY VALLEY TRUSSES (gyp.) MARONDA SYSTEMS SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) WO: VALLEY SET IF LESS THEN 3-0.0 711EII MOVE DIAGONAL WEB TO NEXT PANEL i 2x4 OR 416 DIAGONAL WEBS 1 1 3x6 OR REQUIRED WITH SPANS 214 GREATER THEN 26-0-0 316 2x4 fill 0.04 2x4 II 3x6 2,41 2x4 21ll 2x4 II 3x6 ow TRUSSES 1 416 • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET_ 5r6 i 214 OR 3x6 4110 214 315 3x6 on on 1416 2x4 TI: V( QTY:I (11 WHEN DIGAONAL WEB PRESEIIT USE 4X6 PLATE 11) WIIEN 110 DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24' O.C. (TYPI 3x6 214 I VARIES12 UP [0 7 2x4 214 3x6 MAX. 6-0-0 O.C. (TYP) s 2x4 NAX. TRUSS SPACING LIAX 6-0-0 O.C. (TYP) BELOW a 46' O.C. I� SPANS UP TO 60-0.0 TOP CHORDS: 2X4 SP d2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP d2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP $3 PROVIDE ALL NECESSARY TOP CHORD DRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 1 Od NAIL PER INTERSECTION. OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED B' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG f. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt LEXC1;PT AS SHOWN PLAT'LS.ART, T120 GA 1EST]iD PER ANSUTPT 1-1995 1"(aronda Systellis 4005 MARONDA WAY SANFORD, FL, 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1e90GREENBROUK Cr.DViEDO.FL32766 Coast. Support WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmdilg shown on th's drawing Is hot emtton bmcing, "id bracing, portal bradil which ter a Part of the building design and which must be rxrsidved b7 the bullding dc,jga bne(ng Am" I- for ht"al support of mass members only to teduce buckling Icaglh Provisions list be t�6 made to anehm Metal bmdng -t ends and s AddlUoaal laacbng of the oreroU atrvettue {> d loeatl.ns detetmhucd by the building delgocr. tttn-- Prato lmutuea TPL b loeatm n 5S9 0 ,mine w i4r n�„t, t��Ie.91 or Tptl. on, tviscmum 53719I. Studs 0 6-0-0 ox. Eng. Job: Dwg: Dsgur:lZ.Y C1PE: TC Live 16.0 psf TIC Dead 7.0 psf BC -UVe 0.0 psf 13C Dead 2..0 Tisp "TOTAL 25.0 Dsf Truss ID: VT Date: 4-1.1-01 Dulfac - Lbr. 1.25 Dufte - Pli: 1.25 O.C. Spacing: 24.0" Design Criteria: TP1 COOe Desc: v-ni on nn n-inn DESIGN INFORMATION This dcslgn L, far an Indhidual buDdbig rmnpomrit and has been based on Inrormatlon prodded by the dl.-L The d-tgner dtsehtrOa ..r ,opon.mu,y. mr raultyer Inconeet bdonrtation. speolflplloln and/or d.tgn, Iurs,lsheA to U,e bites dnlgner by the [lent and the correctness or accuracy of this bdonnnUon as 1, may rct.te to a apo— e0k project and accepts no responstbaay or ecuelso no eonlnl,eah regard to rabrtca- Dart Inndih,g, Ali—cnt and Imbllallor. d ..vase. Tilts trap hail been d-Igned Al, .n bidlwldual building cnlnpaoenl In 3ccardance vA NISI /'fpl 1.1998 end NDS.97 1. be b,c..rper.ted as part of the bulldh,g d-1gn I a 8.0,1b,g D-rgnv 11"tered-chtteet nr P,ofeslornl e1,Mcerl When .Noce[ for upProal trr the b.nd,r,g delgr.cr, the dotgn 6odings sho.s, must be checked to be sure Ul,at U,e data shown are b, agreement amlh U,e local building codes, loot dlmaUe records for aU,d arsnms 1m 6. pmjed spedncaUons ar speebl.ppfled loads. Unlos .1,—. tr,m l,es not be— deslgncd for storage or occupancy loads. The deign asslrmm --prealw. ef—ds pop Al, bottom) Al" eonWu- ously bramd by shntirb,g unless Oth-- speealed, Wher. bottom chants A.lend.. a,e out r.or braced hter ray b-V a Ieopufy appaed ngid eeaing, it,' shaaid be bmeed wt At bortrmom spacing or 10'-0' o..: Connect.' pole .1u11 be ma..ufacto—d Irom 70 gauge hot dipped gal'rullted steel ro-Z,q AMI A 653. Grade 40...toil aU,=. al_. FABRICATION NOTES Prior to hbrtabon, the fat"Atat.r shall ,-few this dm,rb,g to r try tlul tilts doming Is in es rll. nee alth the Iahnie,i..fs ptaru oral to --tee . rnntlnurng responsiblUq I— sad,, Il-1"Ar- Any dlsacpa odes are to be put to wsab,g before c.rlUng or fabrle011on. rbto.haft not be tnstaucd o.•cr knothole. knots or dlstwted groin hten.be shall be cut for tight nithig hood W mood Iscanng. Con. ncctor plate sh.0 be bested on both ram of the Ir„ss vnh nails rtdly Imbedded old shad be .jr .bout the joint unless oUler,rbe alrovn. A 5x1 plate b 5- wide x 4- long. A 6.,,3 plate 1s 6 M e x 9- long. Slots Iholal ram Pa J" to Ule Plate length specMetd. Do,lMe euLt on sreb m I-bers sha0 meet .l the ecntrold of lire ..ebs unh ss othrn he shown,. Connector Plate sun ate "At." ltn sbo In.ed on the forces Ali— And may need to be tnoeased for eeltaln hand. lb.g and/or --I to" at ra lilts inns As not to be fabdetcd mrth lire ¢lanbnl bcatcd hunbcr m,1ea oU,errsbe shown, ror oddlu not bdn,l Onattami Quality Cantnl rdcr to ANSI/Ill 1-1995 PRECAUTIONARY NOTES AU braeh,g and erection n-cammcndatlons ate to be fWlo d 1, aaryrdanee ,`1-'I1an4lb,g hst.ntog A eratbyt', f118-91. Truaxi are to be lrw,dled Mth parueu6r ore du,b,g bandb,g .cad b.r,.dm.g. ddeery and Instaaatlen to .eold dar„l.Mi Tnnpor.ry end Pen..... il_c g for I,olding tnuae br a atralghl .nd plumb pm- Itlon and to,, eblh,g btent Innis shall be deigned and —1 d by othe-. C.—J.1 hand- ling is es.—ital and erection bracng isal.-ay. tcquitcd. Normal prcraullouary at-lhln for blr-so MAIIII z such luoporary bracing during Installation between busses to avoid toppling and d.mb,ang. The aoper.rs,.r. of erRHan or U l—shW be under the eoldrtl or persana e.rcdrn¢d 1n the tnslallaUort d tn,ss-. proresstmnl adrlee stlaU be sought If needed. Conecnt-Uloo nr eorestrueuoa load. g,eater than the deign loads slnU not M applied Ica USWe all soy Ibne, No laun nds other ttit,.. .fight r4 UK cr..do.. shall 16 n1.PUcd 1, truss- bola alter all 1.1,knhy! and Inadng es eu.,,V1.ted. ,1 ULV I.I\11'iV HIP GIRDER ARUNUA SYS"IEMS 2x OF WO: I-IIPDETAIL BLOCKING ADDED TO STEP HIP TRUSSES OSB' NOT TO It HIP QTA TOP CHORD TO SHORTEN. EXCEED 2411O.C.. 0 BE NAILED TO TRUSSES w/ " @ 12ON CEN. STAGGERED PRE-ENG'0 TR TOP WALL OF BUILDING TYPICAL B-LOCIUNG FOR SHEATH ING Iriaro><>tda Sysee>it>ts 4005 MARONDA WAY SANFORD, FL._ 32771 (407)321-UO64 Fax (407) 321-3913 TOMAS PONCE P.E. L.IMISF ®005UU68 1690 GREENBROOa CLOVIEDO,r1.32768 "ARCING: READ ALL NOTES ON THIS SHEET. A COPY OF 11-IIS DRAWING 1.0 BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: encing shorn an Uhli dn.eh,9 is n.d creIU— bneh,¢ Mnd bnein - rodal b,adr.g ,a sbNlar braeb,g ntUeb b a part al the building d-Igo and witch nmsi be moil ldue1 by the buUdblg d-fencr. B,aeb,g shrn,n b for blml auplwt of twee member md}' io redo.. buckling lo,gth. Flewtrl.ns ,oust Im .lade to andior latctal bnel'I al cods rod Al led Iota Dorn dctcrmined by Ll building dofg„ca Addllloml bmm,qsewn etrvdure o,a7- I>r. l-f-d. (See 1110-91 of TvO. Muss rat. Imlflute. 1pt, is looted Al, 553 D'OnI 'I- Ultre, hladf--, wfseonsln 5371 al. Rug. Job: Dwg: llsgnr: TLY Chlt: TC Live 16.0 V f 7'C Dead TO per DC .Live U.0 psC );C Dead 11).0 psF TOTA1. 11 TpS •• ror uG//i1L TLUSS ID: FIIP Date: 10-20.-00 DurFac - I.br: • 1.25 DU1FGc - PII: 1.25 O.C. Spacing; 24.0n Design Crilefia: TPI Code Desc: - ,Is: WINUHESIER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design is for an Individual bull" BOT CHORDS: 2x6 SP #2 component and has been based on Information WEBS: 2x4 SP #2 provided by the ellent. The designer disclaims for 2x4 SP #3 1, 9 damages as a result of any y or insibilitycorrect faulty or incorrect InfomaUon, speedlrutlons MULTIPLE LOADS - - This design is the and/or designs furnished to the truss designer Composite result Of multiple loads. by the client and the cormctncss or accuracy All COMPRESSION Chords are assumed to be or this information as it may relate to a spe. continuously braced unless noted cific project and accepts no responsibility or otherwise exerlion. hes li control shiithpment regand in to installation lion. handling. shipment end InstnllaUon of PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This truss has been designed as an Support 1 965# Individual building component in accordance with Support 2 922# ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: as part of the budding design by a Building L/999 Designer [registered architect or professional engineers• When reviewed for approval by the L=-0.13" D=-0.14^ T=-0.27" building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: most be checked to be sure that the data shown To 0.10" are in agreement with the local building codes, local climatic records for wind or snow bads. MAX HORIZONTAL LIVE LOAD DEFLECTION: project specifications or special applied loads. T- 0. 05" Unless shown, truss has not been designed for RMB a 1.15 storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specifled. Where bottom chords in tension are not fully braced laterally by a properly applied rlgld ceiling, they should be braced at a maximum spacing of 101-0' o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, I/ Grade 40, unless otherwise shown. 19-0-6 FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwing to verify that this Blowing is in conformance with the fabrt=tce3 plans and to realize a wranuing responsibility for such vest. Mallon. Any discrepancies are to be put in wrhing before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood hearing. Con- nector plates shag be located on both faces of the truss with =03 fully Imbedded and shall be sym. about the)oint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A rub plate Is 6' wide x 8' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise sham. Connector plate Sizes an 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 tnfomnaUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bractng and erection recommendallom are to be followed In accordance with -Handling Installing A Bractng. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtailallon to avoid damage Temporary and permanent bracing for holding trusses In a stmighl and plumb pos- Iticn and for resbung lateral force shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for misses requies such temporary bracing during installation between trusses to avoid toppling and dominotI4 The supervision of erection of trussn shall be under the control of persons experienced In the WtaLLstlon of trusses. Professional advice shall be sought U 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 shag be applied to trusses until after all fastening and bracing is completed. 00 10-3-2 04-3 TY� I '14 13 1498# 3.50" 1-0-0 (RO-11-11) I I� EXCEPT AS SHOWN PLATES ARE TL20 GA (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afarrit Analysis WO: WINA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W- 44.0 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 -2768 0.48 14-13 2426 0.51 2- 3 -2573 0.55 13-12 2045 0.41 3- 4 -1912 0.50 12-11 1651 0.30 4- 5 -1654 0.42 11-10 2046 0.41 5- 6 -1908 0.51 10- 9 2426 0.51 6- 7 -2573 0.56 7- 8 -2768 0.55 5X8 12 44-0-0 TESTED PER ANSI/TPI 1-1995 4X6 TI: A QTY:2 _____=- ===Joint Locations============_ 1) 0- 0- 0 6) 31- 0- 8 11) 25- o- 0 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4- 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lac Vert Horiz Uplift Y-Lac Type 0- 1-12 1497 44 -965 BOT PIN 43-10- 4 1451 0 -922 BOT H-ROLL -6 0000 14AD 8X10 4X6 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 bmcing which IS a part of the building design and which most be considered by the building designer. Bracing Shown is for lateral support of buss members only to reduce bucking length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requied. [See HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onafrio Drive, Madbon. Wisconsin 53719). JOB PATH: CATEE•LOW01751WINA411 Job: Dwg: Dsgur: TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 9-10-3 0-4-3 Tr� 1 1452# 3.50" scale = 0.1489 IA Truss ID: A Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V-09.05.02- 19944- 1 HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the cbenL The designer disclaims any responsibility for damages as a result of faulty or inconecl Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accumcy of this Information as it may relate to a spe. einc project and accepts no respomibWty, or exercises no control with regard to fabnca. tlon. handling. shipment and irsallntion of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc 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 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMN A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing roporslbWty for such vert- tlwtbn. Any d)screpancim are to be put in writing before cutting or fabrication. Plain shall not be Installed ever knotholes. knots or distorted grain. Member shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the taus with nails fully Imbedded and shall be sym. about the joint unless otherwise shorn. 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 member shall meet at the centrold of the webs unless otherwise shorn. 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 ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wlth'Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Ilion and for resisting lateral forces shall be designed and installed by othen. Careful hand- Iing is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppWlg and dominoing. The supervision of erection of trusao shall be under the central of penons experienced In the butallatton of lrusse. 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 welght of the erector shall be applied to Irusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 2x4 SP #1 D 1 2x4 SP #2 D 2 WEBS: 2x4 SP #2 2x4 SP #3 1,3,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1059# Support 2 1089# MAX LIVE LOAD DEFLECTION: L/999 L--0.26" D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB = 1.15 9-3-2 0-4-3 3.00 1 r 6 00 0-3-8 II -4-0-0�12-1(-H 7 16 15 1498# 3.50" 11-0-0 (R0-11-11) I �� EXCEPT AS SHOWN PLATES ARE TL20 CA (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 vANNE59A DR0VIED0.f1327o6 Design: Ahu ft Aiuilyt15 WO: WINA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 44.0 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 -5063 0.82 17-16 4588 0.96 2- 3 -3059 0.71 16-15 4209 0.95 3- 4 -2290 0.63 15-14 2688 0.68 4- 5 -1870 0.42 14-13 2051 0.45 5- 6 -1784 0.42 13-12 1873 0.32 6- 7 -2046 0.49 12-11 2128 0.38 7- 8 -2628 0.54 11-10 2460 0.48 8- 9 -2800 0.50 5 5X8 3X4 4X6 13.00 44-0-0 TESTED PER ANS1/TPI 1-1995 TI: A] QTY:1 == --= -===Joint Locations======---====== 1) 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 6) 27- 0- 0 12) 27- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 68 -1059 BOT PIN 43-10- 4 1497 0 -1089 BOT H-ROLL -6 4AD 8-10-3 0-4-3 T7� 1 1498# 3.Ij50"" 100 (RO-11-11) scale = 0.1457 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: O: W A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Al CONTRACTOR. Usgnr: TLY Clik: Date: 4-01-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which Is n par of the building design and which must be cansfdered by the building designer. Bmehtg TC Dead 7.0 psf DurFae - PIt: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations deterintned by the building designer. BC Live 0.0 psf O.C. Spacing: 24.0" overall Additional bracing of the erall structure may be required. (See HIB-91 of TPB. BC Dead 10.0 psf Design Criteria: TPI 9 ffrnss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V:09 .02- 20365- JOB PATH: C:ITEE-LOKVOQSIIVIAA4V 1ICS. 08.20.02 JD. YYIIVl MtJItK A 4 AU: IU# UNLIH U.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design Is for an individual building BOT CHORDS: 2X6 SP #2 component and has been based on Information WEBS: 2x4 SP #2 provided by the client. The designer disclaims any responsibility ty for damages as a result o 2X4 SP #3 1,10 faulty or incorrect Information. specifications MULTIPLE LOADS -- This design i9 the and/or designs furnished to the truss designer eonposite result of multiple loads. by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be of this Informationas It may relate to a spe- continuously braced unless clfic project and accepts no responsibility or noted otherwise. exercises controlwithrepro tatao lion, handling. Installationng. shipment and Installationn of PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This thus has been destgned as an Support 1 979# Individual building component in accordance with Support 2 936# ANSI/TPl 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building MAX LIVE LOAD DEFLECTION: Designer (registered architect or professional L/999 engtneerl. when reviewed for approval by the L=-0.13" D=-0.14" T=-0.27" budding designer. the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: must be checked to be sure that the data shown T= 0. 10" are in agreement with the local building codes, local climaticrecords for wind or snow loads, MAX HORIZONTAL LIVE LOAD DEFLECTION: project speclfte"U"' or special applied loads. T= 0. OS" Unless shown• truss has not been designed for storage or occupancy loads. The design assumes RMB - 1.15 compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of HY-V o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahwUed 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 fabrfdtoes plans and to rallzc a continuing responsibility for such veri- fltallon. Any discrepancles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members Shan be cut for tight fitting wood to wood baring. Con- nector plates shall be Looted on both faces of the tnusS with nalis fully Imbedded and slaty be sym. about the joint unless otherwise shown. A Sx4 plate is S' wide x 4' long. A 6x8 plate is 6' 9-3-2 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 0-4-3 are minimum sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stmsSes. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise Shown. For additional Inforrnauon on guality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling InStalnng a Bracing-, HIB-91. Tru"s are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding messes in a straight and plumb pos- Won and for resisting lateral force,, Shan be designed and Installed by others. Careful hand - Unit is essential and erection bracing is always required. Normal precautionary action for trUstes requtmss such lempotwry bracing during m5taflation 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 truss=. Professional advice shall be sought If needed Concentration of construction bads grater than the design bads shad not be applied to trusses, at any time. No bads other than the weight of the erector shall be applied to trusses until after oil fastening and bracing Is completed. �0 WO: WINA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C4C, V_ 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L_ 40.0 ft W= 44.0 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 -2797 0.46 15-14 2457 0.48 2- 3 -2625 0.51 14-13 2130 0.40 3- 4 -2053 0.47 13-12 1858 0.37 4- 5 -1790 0.39 12-11 2130 0.40 •5- 6 -1790 0.39 11-10 2457 0.48 6- 7 -2053 0.48 7- 8 -2625 0.52 8- 9 -2797 0.52 4X6 3X4 der, '15 14 13 1498# 3.50" 11-0-0-0 (R01TI1) I I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 LMaronda Systems f 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 _ 1005 VANNFSSA DROVIEDOXI-32766 Design: hiarrir An 1psis 5AIU YYAKNING: 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 budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss member only to reduce buckling length. Prm751ons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the m•erun structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: CATFF-LOKUOBS1117NA4V TI: A2 QTY: j ===__=__ -===Joint Locations=====_========= 1) 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 2) 6- 2-15 7) 32- 4- 8 12) 27- 0- 0 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 44 -979 BOT PIN 43-10- 4 1452 0 -936 BOT H-ROLL Q 8X 10 Eng. Job: Dwg: Dsgiv: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 asf 8-10-3 0-4-3 4X6 -F 1452# 3.50" scale = 0.1489 Truss ID: A2 Date: 3-21-03 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA NCS: 08.20.02 JIB: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Indhidual building component and has been based on Information provided by the elleni The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclflcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this ti format on as it may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This tntss 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 englneed. When reviewed for apprornal 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. Mal climatic records for wind or snow lads. project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are conlunu. ously braced by sheathing unless otherwise specified. Where bottom chords Lei tension are not fully braced laterally by a property appbed 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 gahanlzed steel meeting ASTM A 653, Grade 40. unless olhcrvlse shown. FABRICATION NOTES Prlor to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricatoes plans and to realize a continuing responsibility for such veri. flation. Any dlscmpaneies are to be put In u7lUng before culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nal)s fully Imbedded and shall be Byrn. 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 eenlroid of the webs unless otherwise shamzes . Connector plate si are minhnum sizes Lamed 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 Me retardant treated lumber unless otherwise shown. For oddltional Information on Auallty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with 'Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular ore during banding and bundling delivery and installation to awold damage. Temporary and permanentbracing holding trusses In a straight and plumb pm. [Lion and for resisting Lateral forces shall be designed and Installed by othen. Careful hand. ling is essenual and erection bracing is always required. Normal prcmutfinary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the central of persons experienced In the installation of muses. Professional adtice shall be sought If needed. Concentration of construction loads greater than the design lads shall not be applied to tresses at any time. No I-ds other than the weight of the erectors shall be applied to trussesuntil after all fasicnmg and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14,15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D=-0.25" T=-0.49" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.13" RMB = 1.15 8-3-2 0-4-3 3.00 I 0-3-8 II WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -5364 0.71 2- 3 -3264 0.65 3- 4 -2522 0.58 4- 5 -2325 0.43 5- 6 -2117 0.35 6- 7 -2120 0.35 7- 8 -1920 0.37 8- 9 -2189 0.46 9-10 -2679 0.50 10-11 -2827 0.48 ..BC...FORCE ... CSI 20-19. 4902 0.78 19-18 4776 0.75 18-17 2875 0.42 17-16 2195 0.31 16-15 2406 0.37 15-14 2061 0.37 14-13 2211 0.39 13-12 2489 0.46 5X8 3X4 2X4 3X4 4X6 13.00 1498N 3.50" tY �a 17 1'6 115 1-0-0 L� (RO-11-11) I 44-0-0 EXCEPT AS S1101NIN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050063 I003 "ANNESSA OROwIEDOXI-37766 Derign: Mardr Armlyris YCKKnlntrf: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brndng shown on this drawing b 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. Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the o•emll structure may be required. (See HIB-91 of TPI). (Truss Plate Instflute. TPI. is located at 583 D'OnoMo Drive. Madison. Wlsconsln 53719). JOB P4T11: CT1*FF-L0KV08S1t11N,44V TI: A3 QTY:1 =====-===--===Joint Locations=============== 1) 0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3) 9- 7-12 10) 38- 5- 1 17) 15- 0- 0. 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094 BOT H-ROLL 10 9AD 7-10-3 0-4-3 13 12 1498# 3.I50-"- - 100 I (RO-11-11) scale = 0.1457 Eq. Job: I A Divg: Truss ID: A3 Dsgfir: TLY CU: Date: 4-01-03 TC Live t6.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 13C Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-09.05.02- 20368- ; 11CS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information presided by the client. The designer disclaims any responslbthty for damages as a result of faulty or Incorrect bnformauon. 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- calc project and accepts no responsibility or etercises 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 " part of the building design by a Building Designer (registered amhltect or professional engineer). when reviewed for approval by the building designer. the design loadings Shawn must be checked to be sure that the data shown are N agreement with the local building codes. local climatic records for wind or snow loads. project specin.tIons or special applied loads. Unless shown, truss has not been designed for storage or occupancy bath. The design assumes compression chords (top or botton) are continu. tartly braced by Sheathing unless otherwise specified. where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS 1,I A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to Fabrication. the fabricator shag review this drawing to verify Thal this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri. ficauon. 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 fltttng wood to wood bearing. Con. nector plates shag be located on both faces of the truss with ML13 fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.x8 plate is 6' wide x B- long. Stairs (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 'Inanm uSizes based on the forces shown and may need to be ocreascd for ccrtaln hand- ling and/or erection stresses. This truss Is not to be fabricated with (be retardant treated lumber unless otherwise shown. For additional Information on 9uality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance will, 'Handling Installing & Bracing% niB-91. Trusses are to be handled with particular can during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- IUon and for refsUng lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal Pm=uUomry acUon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons uperienced in the tastanatron of trusses. Professional advice shall be sought U needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the .,eight of the emeln shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x6 SP WEBS: 2x4 SP 2x4 SP AC: 10# UPLIFT D.I. #2 #2 #2 #3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 940# MAX LIVE LOAD DEFLECTION: L/999 L=-0.14" D=-0.15" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB = 1.15 8-3-2 0-4-3 -i I WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -2828 0.44 2- 3 -2680 0.46 3- 4 -2190 0.42 4- 5 -2144 0.54 5- 6 -2144 0.54 6- 7 -2190 0.43 7- 8 -2680 0.47 8- 9 -2828 0.49 .-BC ... FORCE ... CSI 16-15 2489 0.46 15-14 2209 0.36 14-13 1915 0.33 13-12 1915 0.33 12-11 2209 0.36 11-10 2489 0.46 5X8 2X4 SxR un IV a XD 8X10 i 16 15 14 13 1498# 3.50" 1-0-0 � (RO-11-11) I 44-0-0 EXCEPT AS SIiOWN 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 Design: Afarrit Analysis 11V,KKNINts: 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. AddlUonal bracing of the overall structure my be required. (See IHIB-91 of TPI). rrYusa Plate Institute. TPI, is looted at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKVOBS1147NA0 TI: A4 QTY:1 1) 0-=0- 0 7) 33- 8- 8 13) 22- 0- 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4. 4) 15- 0- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc I 0- 1-12 1497 44 -984 BOT PING 43-10- 4 1451 0 -940 BOT H-ROLL 6.00 1 8X10 Eng. Job: Dwg: Dsgrv: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 ' psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 0-4-3 4X6 1452# 3.50" scale = 0.1489 NA4 Truss ID: A4 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02-_ 19946- 1 HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responslbdily for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the true designer by the client and the correctness or accuracy Of this Information 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 muadaUon of trusses. This lass has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval b y the building designer, the design loadings shown must be checked to be sure that the data shown are m agreement with the local building codes. Ines] clbn rtic records for wind or snow loads. project specdlcaUors or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) arc cont1nu- ously braced by sheathing unless otherwise 3pcct0cd. Where bottom chords in tendon are not fully braced laterally by a properly applied rigid ectling. they should be braced at a ouLXLr um spacing of 10.4r o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Cmde 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 =Laze a continuing rnponsiblbty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed Over knotholes. knots or distorted gram. Members shad be Cut for tight Ailing wood to wood bearing. Can. nectar plates shad be located on both faces of the taus with rwds fully Imbedded and shad be Byrn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the we unless otherwise shown. Connector plate sizes are mmlmum sires based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss s not to be fabricated with fbe retardant treated lumber unless otherwise shown. For addlUonal mnauon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing'. HIB•91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. ition and for resluing lateral forces shall be designed and Irtstalled by others. Careful hand- tmg is easentlal and erection bracing is always required. Normal precaullorary acUon for truases mqutre such temporary bracing during tmtallatlon between trusses to avoid loppung and dominoing. The supervision of erection of tresses shall be under the control of persons uperienced In the in3t2WUOn of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the welghl of the erectors shad be applied to trusses maid after all fastening and bracing Is completed. JD: VVIIVt-htbltK A 4 AU IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,4,6 13 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndbod per ASCE 7-98, C&C, V- 125rnph, H. 23.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 40.0 ft W. 44.0 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/999 L--0.28" D=-0.29" T=-0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.14" RMB = 1.15 T 7-3-2 0-4-3 F 0-3-8 II WO: WINA4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 978# Support 2 1039# ..TC...FORCE ... CSI 1- 2 -5380 0.73 2- 3 -5324 0.85 3- 4 -2785 0.54 4- 5 -2753 0.42 5- 6 -2448 0.36 6- 7 -2452 0.38 7- 8 -2062 0.42 8- 9 -2368 0.60 9-10 -2808 0.63 5X8 3X4 3.00 1I 3.00 ..BC ... FORCE ... CSI 18-17 4907 0.71 17-16 2980 0.64 16-15 2435 0.51 15-14 2846 0.45 14-13 2339 0.45 13-12 2457 0.46 12-11 2460 0.47 2X4 6xR 1498# 3.50" 11-0-0 (R0-11-11) 1 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA MOVIEDO.f L52758 Design: Afalrir Analysis AVL WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on [his dmwing s not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown Is for lateral support of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified IoraUons determined by the building designer. AddWonal bracing of the Ommil structure may be required. (See HIB-91 of TPI). (rasa Plate Institute. TPI, s located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB PATH: C.•ITEE•LOK1JOBSIWWNA4V TI: A5 9TY:1 __==--- --===Joint Locations=============== 1) 0 0- 0 7) 26- 1- 3 13) 31- 0- 0 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2- 6 3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc e 0- 1-12 1497 119 -978 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL -6 0000 LL III 1498# 3.50" 1 (R0.11-11) scale = 0.1457 Eng. Job: : WINA4 Dwg: Truss ID: A5 Dsgur: TLY Clik: Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 pSf O.C. Spacing: 24.0" BC Dead 10.0 pSf Design Criteria: TPI Code Desc: FLA TOTAL. 33.0 psf V:09.05.02- 1 54- 2 11 CS. 03.20.02 DESIGN INFORMATION This design is for an IndMdua! building component and has been based on Information provided by the client. The designer disclaims any responsibility, for daring- os 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- eine project and accepts no responsibility or exercise no control with regard to fabrica- tion. hand Wig, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered architect or professional engineert. 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 clbxmuc records for wind or snow loads. project specifications or special applied bads. Unless shown' tress has not been designed for storage or occupancy (cads. The design assumes compression re chords (top or bottom) acontinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tenslon are not fully braced laterally by a property applied rtgld ceillst& they should be braced at a maximum spacing of 19-0- o- Connector plates shall be manufactured from 20 gauge hot dipped gal-nlzed steel m-ung AS rM 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 mnformmace with the fabricators plans and to realize a continuing responsibility for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nectar plates shall be located on both faces of the truss with nails fully imbedded and shag be ". about thejoint unless otherwise shorn. A 5x4 plate Is 5- wide x 4' Ion& A 6x8 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 shoe. connector plate sizes are minimum sizes based on the forces shown and may need to be Incased 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 Aual ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling InslaWng & Bracing-. HIB-91. Trusses an: 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 far resisting literal forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required- Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the ImLallation of trusses. Professional advice shall be sought If needed. Concentration of construction (rods 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. JIB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1110 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000# Support 2 1039# MAX LIVE LOAD DEFLECTION: L/999 L=-0.16" D--0.16" T--0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 T 7-3-2 OA-3 '15 1498# 3.50' 1-0-0 (110-11-1 i) I EXCEPT AS SHOWN WO: WINA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V- 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Typea, Encl L= 40.0 ft W- 44.0 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 -2811 0.62 15-14 2462 0.47 2- 3 -2360 0.58 14-13 2459 0.41 3- 4 -2057 0.44 13-12 2399 0.43 4- 5 -2442 0.45 12-11 2399 0.43 5- 6 -2057 0.44 11-10 2459 0.41 6- 7 -2360 0.59 10- 9 2462 0.47 7- 8 -2811 0.63 TI: A6 BTY:1 =________=====Joint Locations===========-=== 1) 0= 0- 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0 3) 13- 0- 0 8) 44- 0- 0 13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 76 -1000 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL Q 4X6 3X4 fiXR Ave Q 13 44-0-0 PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DMOVIEDOXI-32766 Design: Manic Analysis VVAKnllVl,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which most be corsldered by the building designer. Bracing shoe 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 bulldog designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPI). (Truss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eug. Job: Dwg: Dsgrtr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 6-10-3 0-4-3 N.ID 1498N 3.0-0 I�5O0 I (RO-11-11) scale = 0.1457 Truss ID: A6 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:IIEE-L0KU0BSl47AA4V HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information Provided by the client. The designer disclaims any responsl6Wly, for damages as a result of faulty or Incorrect information, speclftcallons and/or designs furnished to the loos designer by the client and the correctness or accuracy of this Infomution as It may relate to a spe- cWe project and accepts no resporaibUlly or exercises no control with regard to fabrfea- Hall. 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 Deslgner (registered architect or professional engineeil. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, buss has not been designed for storage or Occupancy bads. The design assumes compression chords (top or bottom) nre mnttnu. oualy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceWng, they should be braced at a maMmum spacing of 10'-0' o.c. Connector Plates shay be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Cmde 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 realtie a continuing responsibility (or such vert- Nation. Any discrepancies are to be put in wilting before cutting or fabrication. Platte shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for tight flitting wood to wood bearing. Con. neetor plates shall be located on both faces of the taus 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 specifted. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stz- are minimum sues based on the forces shown and may need to be Increased for certain hand- ling and/or cmcUon stm33ca' This truss is not to be fabricated with fire retardant treated lumber unless otherwise shorn. For additional Information on Auallty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling InslaWng & Bracing'. 1118-91. Trusses are to be handled with particular care during banding and bundling. delivery and tnslallauon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is allays required. Normal precautionary action for lnuso requires such temporary bracing during Inst21120on between trusses to avold toppWng and dominoing. The supervision of erection of trusses shall be under the control of persons uperleneed in the Installation of truss -* professional advice shall be sought If needed. ConcentmUon 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. JIs: VVINc:HtJltk A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1041# MAX LIVE LOAD DEFLECTION: L/999 L--0.30" D=-0.31" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 T 6-3-2 0-4-3 3.00 I 0-3-8 II 16 s 1498N 3.50" 1-0000 EXCEPT AS SHOWN PLATES ARE TL20 CA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32760 Design: Mmril Arlalpsis WO: WINA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 121h H- 23.0 ft, i= 1.00, Exp.Cat. B, Kzt= .0 Bld Type= Encl L= 40.0 ft W- 44.0 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 -5443 0.78 16-15 4985 0.77 2- 3 -3056 0.90 15-14 4534 0.75 3- 4 -3379 0.68 14-13 2691 0.48 4- 5 -2901 0.41 13-12 3492 0.58 5- 6 -2906 0.50 12-11 2714 0.60 6- 7 -2224 0.44 11-10 2456 0.57 7- 8 -2532 0.52 8- 9 -2791 0.55 TI: A7 QTY:1 ==__= __=======Joint Locations=============== 1)0- 0- 0 7) 33- 0- 0 13) 17- 2- 6 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 5) 21- 2- 6 11) 33- 0- 0 6) 27- 1- 3 12) 21- 2- 6 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift y-Loc 0- 1-12 1498 70 -1005 BOT PIN 43-10- 4 1498 0 -1041 BOT H-ROLL >s 91 -6 0000 5X8 3X4 6XR 'IVA .., I 3.00 44-0-0 TESTED PER ANSUTPI 1-1995 rrNKN1I4(,: 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 c,-uon bracing, wind bracing, portal bracing or similar bmcbng 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. Pre n-isions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memll structure may be required. (See HIB-91 of TPI). rrms3 Plate Institute, TPI, is located at 583 D'Onofrio Drf%'c. Madison. Wisconsin 53719). JOB PATH: C.ITEE-L0KV0BS1W1NA4V 11 Eng, Job: Dig: 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 T 4A6 149817 3.5011 10-0 (RO-11-1 l) scale = 0.1457 Truss ID: A7 Date: 3-21-03 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA IICS: 08,20.02 J<s: wlNUHt5ltK A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been hued 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 ns It may relate to a spe- dfk project and accepts no responslbWty, or exercises no control with regard to fabrica- tion• handling, shipment and installation of trusses. This testis has been designed ss an Individual building component in accordance with ANSI/•IPI 1.19% and NDS-97 to be Incorporated ss part of the building design by a Building Designer (registered architect or professional englnced. When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown we In agreement with the local building cod". local climatic records for wind or snow loads, Project specifications or special appiled loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu. ously braced by sheathing unless otherwise spmMcd. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvarlI-d steel matting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimuon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrlcwlor's plans and to mallu a continuing responsibWty, for such verl. fication. Any discrcpancles are to be put In writing before eutting or fabrication. Plat" shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fILUng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nafis fully Imbedded and shall be sym. about the Joint unless olhen lse shown. A 5x4 plate is 5- wide x 4- long. A Cub plate is 6- wide x 8- tong. slots (holes) rim parallel to the plate length specified. Double cuts on well members shall meet at the cenlrold of the wells unless otherwise shown. Connector plate sizes are minimum `dms lased on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Informaluon on Quality Control refer to ANSI/TPI 1. 1995 PRECAUTIONARY NOTES All bracing and erection reeorrinrendatlons are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to awroW damage. Temporary and permanent bracing for holding anus" In a straight and plumb pos- itron and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precoutlonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and daminoing. The supervision of erection of tnrsses stag 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 Imds stall not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to trusses until after ail fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,6,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1003# Support 2 1040# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.19" T=-0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 T 6-3-2 0-4-3 WO: WINA4 WE: MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Kzt_ 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 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 -2782 0.53 2- 3 -2520 0.50 3- 4 -2212 0.41 4- 5 -2924 0.47 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 ..BC...FORCE ... CSI 14-13 2449 0.52 13-12 2697 0.55 12-11 2697 0.55 11-10 2449 0.52 TI: All QTY:1 -===Joint Locations======____==___ 1) =0-=0- 0 6) 27- 6- 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- t) 5) 22- 0- 0 10) 44- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz Uplift Y-Lot Type 0- 1-12 1498 74 -1003 BOT PIN 43-10- 4 1497 0 -1040 BOT H-ROLL 4X6 3X4 6XR 'Ayd nvc '14 1498N 3.50" 1-0-0 (R0-11-11) I �a EXCEPT AS SHOWN PLATES ARE TL20 GA Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VA"PSSA DR01,1EDOXI-32766 Design: Matrix Aiwlysis 44-0-0 TESTED PER ANSU1'PI 1-1995 YVAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is rat 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. AddlUonal bracing of the merall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PATH: C.ITE£-LOK1JOBSIIVINA4V Q T 5-10-3 0 4-3 Ill 10 1498# 3.I�5a0--"" 00 I (RO-11-11) scale = 0.1457 Eng. Job: N Divg: Truss ID: A8 Dsgitr: TLY Chk: Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0*0 psf O.C. Spacing: 24.01, RC Dead 10.0 psf Design Criteria: TPI Code Desc: FLAV:09.05.02- TOTAL 33.0 psf 1 42- HCS: 08.20.02 DESIGN INFORMATION This design Is for an Indhidual building component and has been based on Information provided by the client. The designer dtxlaans any responsibility for damages ns 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. eNc project and accepts no responsibWty, or ecereises no central 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/T'PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregistered architect or professional engmeerl. 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. Ioco1 climatic records for wind or snow loads. Protect specdncaUons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or boltord are conlinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxim= spacing of IO'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel m-Ung ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES GIs: WINUHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 9,11 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1043# MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D=-0.39" T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.15" RMB - 1.15 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in canfornance with the fabncatoes plans and to mall, a continuing responsibility for such veA- fMalion. Any discrepancies are to be put In writing before cutting or fabrlcaUon. Plates shall not be Installed wen knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A plate aide x 4- beg. A plate is 6- 5x4wide p6x8ar o g. wtde x 8' beg. Slots (holes) rim parallelW the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes 5-3-2 0-4-3 an: m n sires trued the lances shown and neeee d ct be increasedfor certain hand- b"gandayand/or erection stresses.. This tnrss is not to be fabricated with fire retardant [ratted lumber unless otherwise shown. For additional information on Quality Control refer to ANSIMI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing @ Bracing-. HIB-91. Trusses are to be handled with particular care during landing and bundling, delivery and irutallatlon to avoid damage. Temporarypermanent and peanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is at ays required. Normal precautionary action for trusses requires such temporary bracing during Insta11allon between trusses to avoid toppling and dornlnoing. The supervision of erection of trusses shall be under the control of persons ecperenced 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 I.- at any time. No loads other than the weight of the erectors shall be applied to I ruses until after all fastening and bracing is completed. WO: WINA4 WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced B" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 1251rph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 44.0 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 -5382 0.66 2- 3 -3342 0.56 3- 4 -3041 0.46 4- 5 -4339 0.51 5- 6- -3538 0.52 6- 7 -3291 0.50 7- 8 -3291 0.58 8- 9 -3291 0.58 9-10 -2632 0.45 10-11 -2840 0.47 ..BC ... FORCE ... CSI 19-18 4919 0.75 18-17 4480 0.71 17-16 3764 0.62 16-15 4489 0.69 15-14 3544 6.58 14-13 2307 0.40 13-12 2507 0.46 TI: A9 g1Y:1 ______==_--===Joint Locations_______________ 1) 0- 0- 0 8) 28- 6 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 4) 13- 1- 3 11) 44- 0-10 18) 4- 3- 8 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13) 35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 -- MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc e 0- 1-12 1498 85 -999 BOT PINp 43-10- 4 1498 0 -1043 BOT H-ROLL O y 10 1P - Q 4X6 3X4 3Xd IVA zVc 3.00 I 0-3-8 II 13.00 19 Ll8 17 1G 15 1498N 3.50" 11-0-0 (RO-11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.ri.32766 Design: Mathr Analysis TTAKIMINki: 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 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 overall structure may be required. (See HIB-91 of TPO. (Truss Plate Institute. TPI, is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). JOB PATH: C.17EE-LOKlJOB5i117NA4V Eng. Job: Dwg: Dsgur: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 ncf T 0-4-3 4-1I0-3 1 ��1L q Ac) 1498N 3.50" (RO-it-11) scale = 0.1457 Truss ID: A9 Date: 3-21-03 DurFac - Lbr- 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 03.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been bused 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 fumshed to the ass designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cUlc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Inaalllation of busses. 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 DmIgner (registered architect or professional engineer). When mvlewed for approval by the budding designer, the design lmdIngs shown must be checked to be sure that the data shown arc In agreement with the local budding codes. local egnnatic records for wind or snow loads. project specdkations or special applied loads. Unless shown, truss has not been designed for storage or occupancy Ioods. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rtgld ceWng, they should be braced at a maximum spacing of 10'-0' o.e Connector plates shag be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a mntlnuing responslbWly far such ven. nealion. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight Ming wool to wood bearing. Con. nector plates stall be located on both faces of the truss with nals fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate 13 6' wide x 8' long. Slots (Holes) run parallel to the plate length specified. Double cuts on web members slag 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- ting and/or erection slresaes. This truss is not to be fabricated with fire retardant treated lumber unlessotherwise shown. For additional information on Quality Control refer to ANSI/fPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendation are to be followed In accordance with -Handling Installing A Bracing. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb poa. Itlon and for restating lateral form slag 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 Ins1211aUon between trusses to avoid toppling and donllnoing. The supervision of erection of trusses shall be under the control of persons expertenced In the Installation of trusses. Professional advice 511011 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 shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1042# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 T 5-3-2 0-4-3 1 WO: WINA4 WE: MULTIPLE LOADS -- This design is the cearposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Vn 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L- 40.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE 1- 2 -2838 0.46 16-15 2506 2- 3 -2630 0.43 15-14 2305 3- 4 -3228 0.55 14-13 3258 4- 5 -3558 0.58 13-12 3258 5- 6 -3558 0.58 12-11 2305 6- 7 -3228 0.55 11-10 2506 7- 8 -2630 0.45 8- 9 -2838 0.47 5X8 3X4 6X8 .CSI 0.46 0.40 0.51 0.51 0.40 0.46 TI: B 9TY:1 -Joint Locations==========,==== 1) 0 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0. 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 35- 0- 0 6) 28- 6- 0 12) 28- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1005 BOT PIN 43-10- 4 1498 0 -1042 BOT H-ROLL 6.00 3X4 SX8 2X4 2X4 4X6 4X6 8X10 4X6 8XIO 116 1498# 3.50" is 14 13 12 (RO-ll-11) I 44-0-0 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: SA N FORU, FL. 32771 Dmcing shown on this drawing I,not cn ctlon bracing, wind bmcing, portal bracing or stllar bracing which is a part of the budding design and which must be ronsldered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckJbtg length. Prrnision must be TOMAS PONCE P.E. made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the merall structure may be required. ISee HlB-91 of TM). LICENSE #0050068 1005 VANNE33A DROVIEOO. Pn_ Zo•raa rrluss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wsconsbn 5371% Uuign: Mmrir Anafysir TOTAL 0-4-3 4X6 4X6 Eq. Job: Dwg: Dsgty: TLY TC Live TC Dead BC Live BC Dead 10.0 psf 33.0 psf Clink: 16.0 psf 7.0 psf 0.0 psf T 4-10-3 I 1498N 3.50" 10-0 (RO-11-11) scale = 0.1457 Truss ID: B Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0f1 Design Criteria: TPI Code Desc: FLA JOB PATH: C:I7'EE-L0KU0BS1WMA4V TICS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the cddisclaim cnL The designer disclai any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss deslgner by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or excretses no control with regard to fabrica- tion. handling. shipment and Installaton of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow lards. project specifications or special applied Imds. Unless shown. truss has not been dm[gned for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otheranse specified. Where bottan chords in tension are not fully braced laterally by a properly appbcd rtgId ceding. they should be braced at a maximum spacing of 10'-0' o.c. Connector pbtes shall to manufactured from 20 gauge hot dipped g.Kwlzcd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricatoes plans and to realize a continuing responsibility for such veri- ncatton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed ever knotholm knots or distorted groin. Members shad be cut for light Ailing wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malls fully imbedded and shad be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length speedkd. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes ore 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 Are retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -flandWg Installing A 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- Itlon and for restsung lateral forces shall be designed and Installed by others. Careful hand- ting is essential and erection bracing is always requited. Normal precautionary action for teases requites such temporary bracing during Installation between trusses to avoid toppWig and dominoing. The supervision of erection of tosses shall be under the control of persons upertenced in the Installation of truces. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to tosses al any time. No la ds other than the %tight of the erectors shall be applied to trusses until after all fastening and bracing Is canpleled. Jt3: WINLIi1:511:1 A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #1 D 2x4 SP #1 D 1,6 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 10,12 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1016# MAX LIVE LOAD DEFLECTION: L/999 L=-0.49" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tet 0.16" RMB = 1.00 F6 OU T 4-3-2 04-3 i T_ WO: WINA4 WE: MULTIPLE LOADS -- This design is the COuosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, Her 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L- 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -11813 0.60 18-17 10785 0.63 2- 3 -8935 0.42 17-16 9919 0.59 3- 4 -12580 0.24 16-15 8086 0.52 4- 5 -12601 0.26 15-14 14188 0.81 5- 6 -14332 0.28 14-13 11206 0.68 6- 7 -9730 0.18 13-12 10784 0.63 7- 8 -9732 0.21 12-11 5697 _�0.37 8- 9 -6371 0.20 11-10 5648 0.32 2-PLYS REQUIRED TI: B 1 BTY:2 ____= _ __ ===Joint Locations=====______ 1)0- Oc 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- (J 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF TO TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3095 32 -999 BOT PIN 43-10- 4 3091 0 -1016 BOT H-ROLL 1OX10 1OX10 6X8 12X12 10X10 10X10 3.00 _J3.00 0-3-8 II Q T 04-3 3-1I0-3 1 1 18 117 16 15 114. 113 12 -- - 11 1 3096# 3.50" 11-0-0-0 3091# 3.5011 (RO-11-11) I 44-0-0 I 1-0-0 EXCEPT AS SI101VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 430# (RO-1111-I1) � scale = 0.1457 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OP-OVIEDOXI-32766 Design: Matrit 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 budding design and which roust 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 budding designer. Additlonal bracing of lire overall structure may be requited. (See 11I13-91 of TPA. (Truss Plate Institute. TPI. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSllVINA41' Eng. Job: Dwg: Dsgtir: TLY Chk: TC Live 16.0 psf 'CC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: B 1 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on tnformaUon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spccNmuom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrica. tion. handling, shipment and installation of trusses. This truss has been designed as an tndlvldual 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 englncerl. When reviewed for approval by the building designer, the design loadings shown roust be checked to be sure that the data shown arc in agreement with the local building codes. local climatic records for wind or snow Inds. project specifications 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 conUnu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid "fling. they should be braced at a maximum spacing of IU'-o' o.c. Connector Places shag be manufactured from 20 gauge hot dipped galvanized steel meeting AMM 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 reallm a continuing responsibility for such vent. ficatlon. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the I-- with nalb fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.x8 pule is 6' wide x 8- long. Slot3 (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 sI,- am minimum sues based on the forces Shawn and may need to be increased for certain hand. ling and/or emcuon stresses. This I-" is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an 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', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Wtallauon to avoid damage Temporary and permanent bmcmg for holding trusses in a straight and plumb pos- Itton and for resisting latent forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always requled. Normal precautionary action for trusses requires such temporary bracing during Instalhllon between trusses to avoid toppling and dominoing. The supervision of erection of tosses shall be under the control of persons acperienced in the installation of trusses. Professional advice shall be Sought U needed. Concentration of constructlon loads greater than the design loads stag not be applied to louses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. Jt1l: WINILMLSIER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS- 2x4 SP #3 2x4 SP #2 3,5,7,9 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 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/999 L--0.36" D=-0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.07" RMB = 1.00 T 4-3-2 0� WO: WE: MULTIPLE LOADS -- This design is the ccmposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H= 23-0 ft, I= 1.00, Exp.Cat- B, Kzt= 1.0 Bld Type- Encl L. 54.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI -BC ... FORCE ... CSI 1- 2 -6375 0.29 16-15 5653 0.42 2- 3 -6290 0.27 15-14 5620 0.48 3- 4 -9291 0.39 14-13 9438 0.75 4- 5 -10551 0.41 13-12 9438 0.75 5- 6 -10551 0.41 12-11 5620 0.48 6- 7 -9291 0.39 11-10 5653 0.42 7- 8 -6290 0.27 8- 9 -6375 0.29 2-PLYS REQUIRED TI: B2 QTY:2 ==_______=====Joint Locations============_ 1) 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- O 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0. 12) 29- 6- 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 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 0- 1-12 3093 0 -1364 BOT PIN 43-10- 4 3093 0 -1364 BOT H-ROLL 0 7 6 � 6YI2 AVc - i 16 15 14 3093# 3.50" 1-0-0 (RO-11-11) I 430# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I005 VANNFSSA DROVIED0.1"I-377GG Design: dfarAr Analysis 13 44-0-0 14995 VV1AKM1r4IU: 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 bmcmg, wind bmcmg, portal bracing or similar bmcmg 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. Pruvistons must be made to anchor lateral bmctng at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). rrrum Plate Institute. M. is located at 593 D'Onofno Drive, Madison, Wisconsin 53719). JOB PATH: C:ITF.E.L0KU0BSIDZVA4V T 04-3 3-10-3 i --u 4AD A 309311#p� 3.50" �1 -U-0 430# (RO-11-11) scale = 0.1457 Eng. Job: Dwg: Dsgar: TLY Cldc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf Truss ID: B2 Date: 3-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 03.20.02 JB: WINCHESTER A 4 AC: 104 UPLIFT D.L. DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer dlscblms any rnponsibdlty for damage as a result of faulty or Incorrect Inforrrlation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infonnatlon u It my relate to a spe- ci is project and at:eeps no msponslbWty or exeroises no control with regard to fabrics - tlon, handling. shipment and Installation of trusses. This truss has been designed u an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Labe Incorporated as part of the budding design by a Budding Designer (registered architect or profe tonal 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 climatic records for wind or snow loods, Project specUlaUlens or special applied loads. Unless shown, buss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are cortUnu. ously braced by sheathing urdess otherwise specified. Where bottom chords In ttmskm are not fully braced laterally by a properly applied rWd ceding• they should be braced at a maximum spacing of 10'-0- o.e. Connector plate shall be manufactured from 20 gauge hot dipped gahanlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall reA— this drawing to verify that this drawing is In confonnance with the fabtimtor's plans and to realize a continuing responslbWty, for such ven- Ucation. Any discmpancin are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bcaring. Can. vector es plates shall be located on both races; of the truss, with nods fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wife 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 cenlroid of the webs unlessotherwise shown. Connector plate 31m are minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erecuon stresses. Tlils truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Infomalion on Quality Control refer to ANSI/TPI 1-IM PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with -Handling Installing 6 Brocing-, HIS-9 1, Trusses are to be handled with particular cam during banding and bundling, delivery and tnstalloUon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses stall be under the control of persons experienced In the Installation of trusses. Professional adwlee shall be sought If needed. Concentration of coustrucUon bads greater than the design Toads shall not be appUto I— at any time. No loads other thacdn 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" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tee 0.03" RMB = 1.00 4-3-5 0-3-15 1 WO: WINA4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C✓tC, V= 125mph, Her 23.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 9.9 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- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: H QTY:3 =________= e:=Joint Locations=============_= 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 F-4.24 3-9-15 I I 9 10-13 5 209# 4.95" 4 1-5-0 423# 2.50" � (R14-12) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 ■ WHKNIN(s: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgitr: TLY Clik: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, whhd bracing, portal bracing or similar bracing which is a taut of the building design and which must be considered by the budding designer. TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 Bracing 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 totem] bracing at ends and specified locatons determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPn. BC Dead 10.0 psf LICENSE #0050068 ffruss Plate Institute. TPI. is located at 583 D'Onofdo Drive. Madison, Wisconsin 53719). loos VANNESSA DROVIEDOXI-32766 I TOTAL 33.0 usf Truss ID: H Date: 3-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Matrix Anahsis JOB PAT71: QITEE-LOK1JOBSTW6\A4V NCS.• 08.20.02 ,fo. VVllyl.ntJltK A 4 Al.: IU# UHLIFI U.L. DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any nesponsibWty, for damages ss o 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- ctltc pmjeet and am" no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation or trusses. This truss has been designed as on Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated m pan of the building design by a Building Designer (registered architect or professional engineeri. when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow bads. project specd)eations 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 conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celling. they should be braced at a maximum spacing of I(YAr o.c. Connector plates shag 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 m%lew this drawing to vertfy that this drawing is in conformance with the fabricators plats and to r Ilm a continuing responsibility for such ver- fleallon. Any discrepancies are to be put in writing before cutting or fabrication. Plato shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Wing 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 6x8 plate is 6' aide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wchs 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 ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with'lianditng Installing & Bmcing-. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itbn and for resisting lateral farces 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 donilnotng. The supervision of erection 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 load.- greater than the design toads shag not be applied to trusses at any tone. No loads other than the weight of the emclms shag 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 1 581# Support 2 341# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 267# MAX LIVE LOAD DEFLECTION: L/999 L_-0.06" D- 0.00" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB _ 1.00 4-3-5 0-3-15 1 WO: WINA4 WE: MULTIPLE LOADS -- This design is the CCuWsite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod Per ASCE 7-98, C&C, V- 125mph, H= 23.0 ft, I= 1.00, E7cp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 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 1164 0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 4 4 TI: H 1 QTY:1 =__= - ======= Joint Locations====__====__= 1) 0- 0- 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ---------_ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 --MAX. REACTIONS PER BEARING LOCATION-----. X-Loc Vert Horiz Uplift Y-LOc Type 0- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H-ROLL 2.12 J 0-4-1 5-7-14 16 3-9-15 209# 4.95" 4 15-0 (R14-12) 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSIPTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-37766 Design: Afarrir Analysis YYAKNING: 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 n par of the building design and which must be considered by the budding designer. Bracing shorn is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Literal bracing at ends and specified locations determined by the budding designer. Additional bracing of the mcrad structure may be required. (See HID-91 of TPI) (Truss Plate Institute. M. Is located at 583 D'Onofrio Drwe. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0XU0BSII117rVA4V 423# 2.50" Eng. Job: Divg: Dsgur: TLY CNk: 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 = 0.4912 Truss ID: H 1 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and Iva 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 aPc- cific project and accepts no responsibility or exercises no control with regard to fabrca. lion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, pmjcct specifications or special applied foods. unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom Chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maxtmum spacing of 10'-0' o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless othcwlse shown. FABRICATION NOTES Prior to fabrcatlon. the fabricator shall review, this drawing to verify that this drawing is 1. conformance with the fabricator's platys and to realize a continuing responsibility for such verl- fkation. Any citscrep-cfes are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Meoabers shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rags fully bnbedded and shag 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 mcmbcm shag meet at the cmtmld of the webs unless otherwise shown. Connector plate sizes are minimum sues based an the forces shown and may need to be Incensed 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 Auagty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection lecommendations are to be followed In accordance with *Handling Installing 8: Bracing', hflB-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 poe- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and crection bracing is always required. Normal preautwnou action for trusses requiem such temporary bracing during IIISU1lallon between trusses to avoid toppling and dornlnoing. The supervision of erection of trusses shall be under the control of persoru experienced in the Installation of trusses. Professional advice slag be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the wclght of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CkC, Ve, 125mph, H. 23.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 44.0 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/318 at Mid -panel # 1 L=-0.26" D= 0.04" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 4-3-2 OA-3 WO: WINA4 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 1 353# Support 2 438# Support 3 49# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -189 0.88 4- 3 -2 0.83 TI: J QTY:25 ==============Joint Locations======__===___= 1)_-0-6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION------ X-LOC Vert Horiz Uplift Y-Lest pe 6-10-12 149 0 -438 TOP H ROLL 0- 1-12 276 363 -353 BOT PIN 6-10-12 81 0 -49 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 363# 7-0-0 l 2 6.00 3-10-3 7 0-0 4 277# 3.50" 3 1-0-0 150# 2.50" " 7-0-0 81N a.SOrr (RO-11-I1 —oi EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPI'P1 1-1995 Over 3 Supports C/L: 61-10-12 1 (Maronda- Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1/0050068 1 OD5 VANNESSA DR.Ol7EDOXI-32766 Design: Mmris Analysis 1►Y/►KNINIi: 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, parrot bracing or similar bracing which Is a par of the bunding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. P—isions must be made to anchor lateral bmcing at ends and specgled locations determined by the building designer. Additional bracing of the overall structure may be required. (See NIB-91 of TPI). muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH.- C:ITEE-L0R1J017S11i7NA4V Eng. Job: Dwg: Dsgnr: TLY CIA: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Inf TOTAL 33.0 rasr Attach with (3) 10d Toe -Nails Attach with (2) 10d 'Foe -Nails scale = 0.4929 Truss ID: J Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 03.20.02 JB: WINCHESTER A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual budding component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect WornatIon, speclfietlions 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- ckle project and accepts no responsibility or "crebes no control with regard to fabrica- tion. handling. shipment and tnstadaUon of trusses. This trill has been designed as an Individual budding component in accordance with ANSIrIPI 1.1995 and NOS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When miewed for approval by the budding designer. the design Iwdings 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. pmjecl specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords noes or bottom) arc conUnu- ousiy 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 I(Y4r mc. Connector plates shad be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTh1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to maltze a continuing responsibility for such veri- fication. Any discrepancles are to be put in willing before cutting or fabrication. Plates shad not be installed wet knotholes. knoll w distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shag be located on both face of the Wu with malts fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide s 4- king. A 6x8 plate is 6' wide x it long. Stolz (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. connector plate sizes are minlmum sires based on the fore" shown and may need to be Increased for certain hand. long and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations arc to be followed in accordance with -Handling Installing & Bracing", HID-91. Trusses arc to be handled with particular care during banding and bundling, delty y and Installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral (area shad be designed and Waded by others. Carelul hand. ling is es rentlal and erection bracing is always required. Normal precautionary action for trusses requlm such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Wallatlon of trusses. Professional advice shall be sought D needed. Concenbatlon of construction loads greater than live design loads shad not be applied to trusses at any time. No loads other than the weight of the erectom shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 379# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.01" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-3-2 0-4-3 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125rnph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 44.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 582 0.42 6- 5 -824 0.26 2- 3 879 0.45 5- 4 -2 0.05 TI: J 1 QTY:7 _== _=====Joint Locations=====_=_======= 1) 0- 9-13 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION-:--- X-Loc Vert Horiz Uplift y-Loc Type 6-10-12 210 0 -494 TOP H-ROLL 0- 1-12 274 379 -339 BOT PIN 6-10-12 19 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 339# Support 2 494# TU-0 1 2 3 6.00 3.00 I Attach with (3) 10d Toe -Nails 2-10-3 1-0-0 Attach with (1) 10d Toe -Nails 0-3-8 � �I I�4-0-0 2-3-8 6 274# 3.50" 4 I 1_0 0 210# 25 0u (KO-11-I1 EXCEPT AS SIiONVN PLATES ARE TL20 CA TESTED PER ANSI/TPf 1-1995 Over 3 Supports C/L: 6-10-12 � scale = 0.4929 (taronda Systems r 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFMA DROVIEDOXI-32706 Design: Afdlrir 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 er"Unn bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building destgner. Bracing Shown is for lateral support of truss members only to reduce buckling length. Prwhions 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 I1I13-91 of TPI). (Truss Plate Institute. TPI. is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB PATH: C:I7'EE-LOKVOB51t17NA4V EHg. Job: Dwg: Dsgnr: TLY Chk: : W NA4 Truss ID: J 1 Date: 3-21-03 TC Live 16.0 psf DUrFac - Lbr 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC rive 0.0 psr O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 19959- 3 TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWly for damages as a result of faulty or Incorrect Information, spm(flcalbns and/or designs furnished to the truss designer by the ehenl and the correctness or accuracy Of this Information as it may relate to a spe- dfic 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 I-IM and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered amhltect or professional engineer♦. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the lord building codes, local climatic records for wind or snow loads. project specifications or special appl ed loads. Unless shown, thus has not been designed for storage or Occupancy Inds. The design assumes compression chords Ilop or bottom) are conllnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension an not fully braced laterally by a properly applied rWd telling, 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 Poor to fabrication, time fabricator shall mvImv this drawing to verify that this drawing is In conformance with the fabncalors plans and to reallre a continuing responsibility for such veri- Bratbn. Any dlserepaneles am 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 plat" shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unity otherwise shown. A 5x4 plate is 5' wade x 4' long. A 6x8 plate Is 6' wide x 8- long. Sbu (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 an minm bnusizes based on the (ones shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with Bre retardant treated lumber unless olherwtse shorn. For additional Information on Duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing% HIB-91. Trusses are to be handled with particular can during banding and bundling• delivery and Wtallatlon to avold damage. Temporary and permanent bracing for holding lass" 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 Ls always required. Nommal precautionary acuon for muses requires such temporary bracing during Installation between trusses to avoid toppUng and dominodng. The supervision of erection of trlus s shall be under the control of persons experienced In the InstaBlatlon of trusses. Nofesslonad advice shall be sought If needed. Conccntmuon of construction Inds 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. Jo: VVIlv1.ntbltK A 4 AL: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 363# MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-3-2 0-4-3 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the comAll C'OOMPMPRESSIONite UChords are lt of lasslmledple dto be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 44.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ...CSI .BC...FORCE ...CSI 1- 2 983 0.50 6- 5 -1236 0.18 2- 3 -129 0.44 5- 4 -1171 0.19 TI: J 1 A QTY:1 ____ _== - ===Joint Locations=====_========= 1)= 0- 9-13 3) 7- 0- 0 5) 2- 5- 0 2) 2- 5- 0 4) 7- 0- 0 6) 0- 9-13 ----MAX. REACTIONS PER BEARING LACATION------ X-Loc Vert Horiz Uplift Y-Lot Type 6-10-12 89 0 -271 TOP H-ROLL 0- 1-12 276 363 -352 BOT PIN 6-10-12 141 0 -218 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 352# Support 2 271# Support 3 218# 7-0-0 1 2 3 r6 00 3.00 I 3-3-13 0-3 2-1-8 4-7-0 Plate Height 6 = 0-6-6 277# 3.50" 4 1_0_0 90# 2.50" 7-0-0 141# .50mr (110 1-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 Lmaronda Systems 4005 MARONDA WAY / SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D0.0YIEDO.1`192766 Design: Matrix Analysis VV1%Kr411M%rf: 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 bracbmg at ends and speclfled locations detertnlned by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPII. fl'russ Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATII: C:ITEE-LOKVOBSII11AA4V Eng. Job: Dwg: Dsgtir: 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 (3) 10d Toe -Nails scale = 0.4929 Truss ID: J 1 A Date: 3-21-03 DurFac - i. r: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect tnfor OtIon. specifications and/or designs furnished to the truss designer by the egenl and the correctness or accuracy of this Information as It may relate to a spe, cilk project and accepts no responsibility or exercises no control with regard to fabrto- tion. handling, shipment and I— allallon of trusses. This truss has been designed as an individual building component in accodance 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 engtneer). 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 lord building codes. local climaae records for wind or snow loads. pmJect specifications or speclal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes Compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a property 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. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vetfy that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vert- flm0on. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be Wtaged Over knotholes. knots or distorted grainMembers shall be cut for tight filling woad to wood bearing. Con- nector plates shall be located on both faces of the taw with nails fully imbedded and shag be aye. about the Joint unless otherwise shown. A Sx4 piste is 5' wide x 4' long. A 6x8 plate is (r wide x 8' long. Slots (holes) run parallel to the Plate length specdled. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sties am minimum sbes based on the forces shown and may need to be increased far certain hand. Iing and/or erection stresses. This truss is not to be fabricated with fire retardant bested lumber unless otherwise shorn. 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 & Bracing". 111B.9I' Trusses are to be handled with particular care during banding and bundling, delivery and bnstaBauon to avoid damage Temporary and permanent bracing for holding moves in a straight and plumb poa. Mon and for resisting lateral forces shall be designed and icstat ed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requhn such temporary bracing during Installation between trusses to avoid toppOng and dominotng, The supervision of erection of trusses shall be under the control of persons experienced ed in the Inslallnuan of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the ec welght of the ertors shag be applied to trusses until alter all fastening and bracing is completed. JD, VVll'0—NtJltI< A 4 AC: 109 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. WndLOd per ASCE 7-98, C&C, V- 125mph, H= 23.0 ft, I= 1.00Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 46.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/741 at Mid -panel # 1 L--0.08" D= 0.0111 T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 3-3-14 0-4-3 I WO: WINA4 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 1 333# Support 2 345# Support 3 43# TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -165 0.66 4- 3 -2 0.50 TI: J2 QTY:6 __ ===Joint Locations=====___�__�___ 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ---MAX. REACTIONS PER BEARING LOCATION----_ X-Loc Vert Horiz Uplift Y-LOc Type 0- 1-12 215 324 -333 1BOT PINLL 5- 0- 4 60 0 -43 BOT PROVIDE HORIZONTAL CONNECTION H-ROLL PER SCHEDULE Support 1 324# 5-1-8 I. 2 r 6.00 2-10-15 5-1- 4 8 215# 3.5011 3 1_ 1-0-0 1 109# 2.50" I (RO-11-1I) 5-1-8 6111 50" EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 11 •aI ... Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROMDOXI-32761i Design: Marrir Analysis wHK1VIN(s: 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 bracbrg, portal bracing or slinthr 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. Prrnlslonu must be made to anchor lateral bracing at ends and specified locations deternlncd by the building designer. Addittonal bracing or the _crag structure may tic required. (See H1B91 of TPI(. (truss Plate Institute, TPI, is located at 583 D'Onafto Drhe, Madison. Wisconsin 53719). JOB PATH: C:17EE-LOK1JO8SIIV1NA4V Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6319 Truss ID: J2 Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an Indhidual 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. si mitioallons and/or designs furnished to the truss designer by the client and the conmtness or accuracy of this information as It. may relate to a spe- cific pmJeel and accepts no responsibility or exeretses no control with regard to fabrica- tion. handling, shipment and Inslallaton of trusses. This truss has been designed as an Indt%!Zml 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 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 10=1 building codes. local cLmatle records for wind or snow loads• protect specifi=Uorts or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid telling• they should be braced at a maximum spacing of 10 13' o.t Connector Plates shall be manufactured from 20 gauge flat dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall —I— this drawing to verify that this drawing is In tonfomunce with the fabricators plans and to realize a continuing responsibility for such verl. ncation. Any discrepancies are to be put in writing before culling or fabri=lion. Plaits shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight tita"ll wood to wood bring Con- nector plate shall be located on both faces of the truss with malls fully Imbedded and shall be syTn. about the Joint unless otherwise shown. A 5x4 plate is 5' aide x 4- long. A 6x8 plate Is 6' wide x 6- tort&. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmld of the webs unless otherwise shown. Connector plate sizes ant minim= site based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant heated lumber un ess otherwise shown. For additional tnfomtalion on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ail bracing and erection reconimen&Uons are to be followed In accordance with -Handling Installing &r Bracing-, HID-9 1. Trusses are to Ix handled with particular care during banding and branditng, delivery and Installation to avoid damage. permanent and pemnent bracing for hold lttg truss- In a straight and plumb p-- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and erection bracing is always mqubed. Normal pre=utwnary action for busses requtres such temporary bracing during (nsla0ation between Inisses 10 atmid topppng and dominoing. The supervision of erection of trusaes shall be under the control of persons experienced In the InstaLlalwn of trusses. Professional advlae shall be sought If needed. Concentration of eam"cUou bads greater than the design loads shall not be applied I tmsses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. Jb: WIN-;HLSIER A 4 AC: lilt# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE . Support 1 342# MAX LIVE LOAD DEFLECTION: L/812 at Mid -panel # 1 L=-0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = I.15 3-3-2 04-3 1 WO: WINA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwis WndLod per ASCE 7-98, C&C, V= 1e. 2, rwis H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 44.0 ft W= 5.0 ft Truss in I14T zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI . -BC ... FORCE ... CSI 1- 2 -223 0.55 6- 5 35 0.31 2- 3 -33 0.06 5- 4 1 0.30 TI: J213 QTY:2 ===___--_-_-_=e:==Joint Locations —coca=______==== 1) 0- 9-13 3) 5- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 5- 0- 0 6) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION— ,--- X-LOC Vert Horiz 0-12 Uplift Y-LoC e 0-11-12 206 342 -306 BOT PIN 4-10-12 90 0 -312 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 3064 Support 2 71# Support 3 312# S-U:0 1 2 3 —300 0-3-8 6 0-8-8 206N 3.50" 4 1- 1-0-0 1 70N 2.50" (RO-11-11) 5-0-0 91N 50" EXCEPT AS SFIOJVN PLATES ARE TL20 GA TESTED PER ANSIrrPj 1-1995 C/L: 4-10-12 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. ng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING ;vg: CONTRACTOR. sgnr: TLY T Chia 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 SA N 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 des shwa is for lateral support Bracing deliion, TIC Dead psr 7.0 psf TOMAS PONCE P.E. of truss members only to reduce buckling length. Rowvig must be ram o`°naieraang`oftheo,`,�ll;u,°�°emm;} �1°, q�°,��° sdetermin g designer.gC 13C Live 0.0 psf LICENSE 1/0050068 laos VANNESSA DROVIEDO.FL32766 ofbythebuildin rriuss Plate Institute, TPI. Is located at 583 D'Onofrlo Drive. AfadBon. Wisconsin 537I9). Dead 10.0 pSr Design: Afmrir Analysis JOB PATH' C:ITE£•LOKVOBSIlI7A:94V TOTAL 33.0 psf Allach with (1) 10d Toe -Nails 10d Toe-Nails3) scale = 0.6440 Truss ID: J2B Date: 3-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on information prwlded by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spectBn eattos 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. clnc protect and accepts no responsibility or exercises no control with regard to fabrioa- Uon, handling. shipment and Inslat allon 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 Budd mg Designer (registered architect or professional engineer). When reviewed far approval by the building designer. the design loadings shown must be checked to be sure that the data shown are Inagreement with the local building codes, local cllmntic records for wind or snow loads, pro)ect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes rnmpresslon 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 maxlmum spacing of 10'-D• 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 fabricators plans and to realize A continuing msponsibU ty for such vert. notion. Any discrepancies arc to be put in writing befom cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shag be cut for tight Biting 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 Buis on well members shall meet at the centroid of tire wet. unless otherwise shownzes . Connector plate si 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 addition.! Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -Handling IrtstaWng A Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding lnrsses In a straight and plumb pos- Itton and for resbtmg lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bmetng is Mays required. Normal pre uonary action for trusses requires such temporary bracing during Installation between trusses to avoid topplbig and dominoing. The supervision of erection of trusses shall be under the control of persons expertenced in the Installation of trusses. Professional advice shall be sought a needed. Concentration of conslrucUon loads greater than the design Inds shall not be appi ed to trusses at any Ure. No loads other than the weight of the crecton shall be applied to trusses until after all fastening and bracing Is completed. JI3: VV11)1k-NtbltR A 4 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. WndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ftI= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= incEl L= 40.0 ft W- 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-3-14 0-4-3 WO: WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccnposite 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 1 249# Support 2 215# Support 3 26# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -99 0.25 4- 3 -2 0.19 TI: J3 9TY:6 ==Joint Location = s==========-=== 1)= 0 6-=7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc e 3- 0- 4 66 0 -215 TOP H ROLL 0- 1-12 149 196 -249 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 F 000 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 1 9 1 - 3-1-8 4 3 149# 3.50" 66H 2.50" 1 0-0 I 37# 245011 3-1-8 f5 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-0-4 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNFSSA DROVIEDOXI-32766 Design: Afarrir Analytic YVAKNINts: 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 bmeing, wind bracing. portal bracing ur 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. Provtslons must be made to anchor lateral bracing at ends and specdled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrt Plate Institute. TPI, is located at 583 D'Onoirto Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEF-L0KV0B51l17NA4V Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.9039 Truss ID: J3 Date: 3-21-03 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Infonrralion provided by the client. The designer disclaim any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrim- Uon, handling, shipment and installation of trusses. This truss has been designed as an IndMduaI 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 far approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the kcal building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assrunes compression chords (lop or bottoml are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at n maximurn spacing of 10r-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahmnized steel m"Ung ASTM A 653. Crade 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 fabrseatoes plans and to realize a continuing responslbWty for such veri- nmlbn. Any discrepancies ore to be put in writing before cutting or fabrication. Plates shall not be installed me, knotholes. knots or distorted grain. Members shall be cut for tight fitting woad to wood bearing. Can. nector plates shall be located on both faro of the truss with nails fully Imbedded and shag be sym. about thejolnt unless otherwise shown. A 5s4 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 eentrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addftional information on gual ty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. loon 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 Irrsses requires such temporary bracing during InslallaUon between trusses to avold toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the IntallatIon of muses. 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 loads other than it'c weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JD: VVI14k-r1tJ1ti< A 4 At;: IU# UPLIFT D.I. 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 1 247# Support 2 217# Support 3 26# 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 2-344 0-4-3 WO: WINA4 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. WndLod per ASCE 7-98, C&C, V= 125uph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -102 0.25 4- 3 -18 0.19 TI: J3B QTY:2 =_ ===Joint Locations=====_======__ 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ----MAX. REACTIONS PER BEARING LOCATION—_ X-Loc Vert Horiz Uplift Y-LOC Type 3- 0- 4 66 0 -217 TOP H-ROLL 0- 1-12 149 200 -247 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 6.00 r 1-2-7 0-8-8 1 3.00 0-3-8 2-10-0 4 149N 3.50" 3 1-0-0 i 67# 2.50" e e 3-1-8 37# 2jW' (RO-11-11) 1 —1 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 3-04 ■ Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP-OVIEDO.FL3276a Design: Afafrh 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 winch must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pm1slons 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 TPII. frruss Plate Institute. TPI, is located at 583 60nofrio Drive. Madison, Wisconsin 53719). JOB PATH. C:ITEE-L0XV0BSIIV1NA4t' TOTAL Eng. Job: Dwg: Dsgiv: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 Dsf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9039 Truss ID: J3B Date: 3-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on infomaaUon provided by the client. The designer disclabn t any responsibility for damages as a result of faulty or Incorma information. specifications and/or designs furnished to the truss designer by the client and the correcmw or accuracy of this Information as It may relate to a spe- cdle project and accepts no responsibility or exercises no control with regard to (abrto- 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 most be checked to be sure that the data shown are In agecmenl with the local building codes. local climatic records for wind or now bads. project specifications or special applied loads. Unless shown. truss has no been designed for storage or occupancy loads. The design assumes compression chords Ilop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied right ceiling. they should be braced at a maximum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahmntzed steel meeting AS NI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to venry that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ven. ficatlon. Any dtscrepaneles are to be put in westing before cutting or fabrication. Pill- itea =11 not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fItung wood to wood bearing. Con- nector plates shall be located on both faces of the L ss 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 [holesl run parallel to the plate length specified. Double cuts on %%:b 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. Ung and/or emcUon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations arc to be followed In accordance with -Handling InstaWng & Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand. long is essential and erection bracing is allays required. Normal precautmnary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of susses 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 muses until after all fastening and bracing Is completed. Jo. vvtlV%.nt0ItK A 4 AU IU# 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. wndLod per ASCE 7-98, C&C, V= 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type_ Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Reg MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D. 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.00" RMB _ 1.15 1-344 T 0-4-3 WO: WINA4 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 1 156# Support 2 75# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.03 4- 3 -2 0.02 TI: J4 BTY:6 = ====Joint Locations=========-----= =1)=0 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----,- X-Loc Vert Horiz Uplift y-Loc 1- 0- 4 24 0 -75 TOP H1 Type 0- 1-12 83 57 -156 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6.00 1-1-8 4 3 1-0-0 83# 3.50" 24# 2.50" 1. 1-1-8 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports rmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afarrir Analysis YYAKNING: 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 budding design and which must in considered by the building dmigter. 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 IN the building designer. Additional bracing of the overall structure may be required. [see 11I5-91 of lPil. rrruss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 537191. Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY ICU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf HC Dead 10.0 psf TOTAL 33.0 usf scale = 1.5869 Truss ID: J4 Date: 3-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA JOB PAIN: C:ITEE-LOKlJOBS1lV1AA4V HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the coreetness or accuracy of this Information as it may relate to a spe- c.c protect and accepts no responsibility or exercises no control with regard to fabrica. tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design Imdinpy shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In lermlon are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a mavanum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Crade 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 ver- fkalfon. Any discrepancies are to be put in willing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fILUng wood to wood bearing. Con. nect., plates shall be located on both faces of the truss with malls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wife 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 arc minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection es strses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with -Handling Installing cal Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for Misting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal pr uonmy action for trusses requttes such temporary bracing durtng Installatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall no be applied to trusses at any lime No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. Jb: WINUMESIER A 4 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. Field Connection at Support 1 must be able transfer 28 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.0011 T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB a 1.15 1-4-1 t T 04-5 WO: WINA4 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. WndLod per 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 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 -9 0.03 4- 3 -6 0.02 1'1-8 6.00- TI: J4B 9TY:2 _ ---- --Joint ===________ nt Locations==__ =i)_O__9==5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING L0CATI N--- X-Loc Vert Horiz Uplift Y-Lou Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# 3.00 I 0-3-8 0-10-0 4 3 89# 3.5011 25# 2.50" 11 n (R1-11-1- 7) 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPCPI 1-1995 Over 3 Supports C/L: 1- 4 nonda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI_32766 Design: Mairir Anahtir WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmw1ng Is not erection bracing, wind bracing, portal bracing or similar bracbig 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). ffruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA77i: C.IIEE-LOKVOBSIWLVA4V 0-8-9 0-2-8 Attach with (1) 10d Toe -Nails Attach with (t) 10d Toe -Nails scale = 1.5123 . Eng. Job: Divg: Dsgnr: TLY Chk: A4 Truss ID: J413 Date: 3-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 19963- 3 HCS: 03.20.02