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HomeMy WebLinkAbout153 Crown Colony Way 03-2278PERMIT ADDRESS CONTRACTOR ADDRESS iMaronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER p -. ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR NJ PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION ft-x a6e� PERMIT # �' a� DATE . 1 . 03 PERMIT DESCRIPTION_ ^a PERMIT VALUATION qj7) SQUARE FOOTAGE akakog 0 d H th w° CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 153 CROWN COLONY WAY for which permit 03-00002278 has heretofore been issued on 7/10/03 has been completed according to plans and specifications filed in the office of the Buildirjq Official prior to the issuance of said building permit, to wit as (2 ;Lyoqe_L, complies with all the building, plumbing, e ectri 1, zoniing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: DATE APPROVAL BUILDING: Finaled p��o�.� ZONING: Inspected UTILITIES: FIRE: Inspected Water Sewer Lines In Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 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 DATE AMOUNT 7/10/03 7/10/03 7/10/03 7/10/03 7/10/03 7/10/03 7/10/03 7/10/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 Yes No APPROVAL PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 153 CROWN COLONY WAY for which permit 03-00002278 has heretofore been issued on 7/10/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 7/10/03 91.93 01-RADON GAS TAX FEE 7/10/03 13.34 01-ROAD IMPACT'FEES 7/10/03 847.00 01-RECOVERY FD/CERT. PGM. 7/10/03 13.35 01-SCHOOL IMPACT FEE 7/10/03 1384.00 WD IMPACT:SINGLE FAMILY 7/10/03 650.00 SD IMPACT:SINGLE FAMILY 7/10/03 1700.00 ma:6nNA-a- ff-� 3 Cs3 OWNER BUILDING OFFICIAL DATE rI 11 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIO **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: C;3 -Jc)1� ADDRESS: CONTRACTOR: PHONE #: y01- Ln rj -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. =:Engineering OFire 1� r , �1� 12-L i 0-�) Public Works ��rr�,�� OZoning Utilities OLicensing ,( � A� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: u 3 - -2--2_-7�' ADDRESS: 155 CONTRACTOR: Wn Co�onLl we-L PHONE #: yd1- Lir) S -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering Public Works — Utilities OFire OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) �Gl=lGcni-�- CERTIFCATE OF OCCUPANCY (,jV�. REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** I ojj�o _-C�s DATE: �\ -1 `{ - D 3 PERMIT #: 03 .2-Z--7 S' ADDRESS: 5,3 CONTRACTOR: v b u v) colonc/ PHONE #: y(j1- W) J -Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ;Engineering OFire ublic Works /)/IJOZonin g Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) L I U II � 1 t l 1 1 I I 1 1 I I I I • • • • � I `w I 4u V\I (' � 1 I I 1 I I I 1 I I I I I II fy t \ I I I I I I I I I CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: i\ •-1 14 - o3 1 0s � C N d I I PERMIT #: o3•2-Z CF v W o ADDRESS: 155 CV 6uj�q v a s coma o m CONTRACTOR: Max-n f1CXk'N' ~ A. C f lJJ W � LSJ " ' C o PHONE #: y(j1- Li') `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. DEngineering +Public V J Utilities Fire ❑Zoning OLicensing CONDITIONS: (TO BYCOMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1. N . I 1 I I w CERTIFCATE OF OCCUPANC�1 6 !0 REQUEST FOR FINAL INSPECTI �a ****SINGLE FAMILY RESIDENCE****�— .Q 1'I V�V;I DATE: PERMIT #: `j 0 ADDRESS: CONTRACTOR: C am nctC_ PHONE #: y(j1- LV_) rj I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 1 � I -Ei� °'=~ O O tN I H 1 1 4M v O I V u W O I a ° ° m r H O O 'J u C C1 a/ 'E I C L 0- a V, a 0 U The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering ❑ Public Works �Itilities CONDII ❑ Fire Y \ � ❑Zoning V\ � A ❑Licensing Y-1 � A� __ _ �Y IF APPROVAL IS CONDITIONAL) :ED :RAL EMERGENCY MANAGEMENT AGENC O.M.B. No. 3067-0077 P .ATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 'ELEVATION CERTIFICATE Irnportant: Read the instructions on pages 1.7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME MARONDA HOMES INC. OF FLORIDA. Policy Number BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 153 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 47 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( W - ##' - ##.##" or ##.##/###0) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. Ztt; I IUN tt - FLQOU INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY/ 120294 SOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(§) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AD, use depth of floodirxJ) 12117C 0045 Don 1...1'....,_—_ E 417195 417195 X uiwic u is awl uc ul u la uaac rluuu acvduun torC)uata ur uase flood depth entered In fly. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction* Finished Construction 'A new Elevation Certificate will be required when coristnuction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed -see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, ARIAH, AR/AO Complete Items C3: a� below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) Sao ft.(m) o b) Top of next higher floor _. _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) _. _ _ft.(m) 00 o e) Lowest elevation of machinery and/or equipment lL m servicing the building (Describe in a Comments area) _ft.(m) • E X 0Lowest adjacent (finished) grade (LAG) SY4, ft. m z' 0 o g) Highest adjacent (finished) grade (HAG) _ft.(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code Section 1001 CERTIFIER'S NAME LICENSE NUMBER TITLE COMPANY NAME CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the cor resr g information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or-,,,...o.) OR P.O. ROUTE Pk1D BOX NO. Policy Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or endosure) of the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are com l to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL DATE TELEPHONE ffp 3 407475-9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORi1,1ATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain m; aragement ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed <urd embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevatior r data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEM Aassued or community issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain manageme, it purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Constriction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: G9. BFE or (in Zone AO) depth of flooding at the building site is: LOCAL OFFICIAL'S NAME COMMUNITY NAME SIGNATURE COMMENTS TITLE TELEPHONE DATE _ ft.(m) Datum: _ ft.(m) Datum: ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions AYONE ING'. AV LAW LAND SURVEYORS Address: 153 Crown Colony Way 300 COUNTY KOAO 427 SOUTH LONGWOOP, FL091PA 32750-5499 TELEPHONE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Legal Description: Lot 47, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 47. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). Dominick F. Cavonc !:Iorida Land Surveyor & Mapper Reg. No. 2005 Licensed: Business No. 5073 1 1-7-2003 Date Fieldwork Completed W.O.# 2003-15231 COUNTY OF SEMINOL[ IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD BUILD (CITY) COUNTY NUMBER: UNIT ADDRESS: ___ --------------------------------- _ TRAFFIC �ONE: JURTSD�C�� CITY-[B` 3EC: ___ T P ��� RNG: PARCEL: SUBDIVISION TRACT: PLAT BOOK: ,' �r PLAT BO[��PAGE:'������ BLOCK: LOT: u~ -�� ----' OWNER NAME: /-� ��'-- --'--- ��--- ADDRESS: APPLICANT NAME: ADDRESS: ---------------L1-------_------------------------------------------ LAND USE 7EGORY: 001 - Single Family Detached House TYP[ US[:'Reoidential WORK DESCRIPTION: Single Family House: Detached - Construction --------------------------------------------------------------------------------- FEE BE���IT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE'. DIST SCHEDULE DESC. UNIT OF UNITS WAR -- -----------------------------_----------------------_-_--------,--_'-_--- -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.0o LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285.00 STATEMENT Z, RECEIVED BY.. ����___ SIGNATURE (PLEOSE PRINT NAME) i | ~~� DATE::: 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 RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF TUE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFI00: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE �\ CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENU[ SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER' AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A**)� - a a r)� CITY OF SANFORD PERMIT APPLICATION Permit # : Date: a 20 2003 _ Job Address: 153 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 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 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,669 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0470 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronds 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: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify, that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 1<"'=- 6/20/03_ Signature o Agent Date Russell Keith Summers P ' Owner/Agent's Name �)-6/20/03_ Signature of Notary -State of Florida Date v to DEBBIE TIME w tau i 5,ID5 My Comm Exp. ?/ No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 6/20/03 Signatu ractor/Agent Date Russell Keith Summers ntmctor/Agent's Name /20/03_ Signature of Notary -State of Florida Date ,�pf rto9 DEBBIE TIME a woeiRc i My Comm Exp. ZIUD5 No. CC 999378 Wl —ay K-~ 1100m I.D. Contractor/Agent is _X_ Personally Known to Me or _ Produced I D 0-63 APPLICATION APPROVED BY: Bldg'. ning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: � r) b l • �J� -V, a 1.1 1"Ll s V� 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: L 3 �n 1 Won u V n u , ,% 6A . FL Electrical Contractor: DANIEL G. PUGLISI Residential: __p-0-00- Non -Residential: 4T Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service .5 ,q] 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: 'IT,oa By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Aj5jpjk6nt's Signature EC0001663 State License Number 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: 153 Crown Colony Wad/ Lot: 47 Panel: 7 Mechanical Contractor: GARY CARMACK Residential Non -Residential Nature of Work: ►VO TOTAL DUE: unt By signing this application, I am stating that I am in comw City of Sanford pl' Mechanical Code. . wl�v� Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owners Name: Maronda Homes Inc., of Florida Address of Job:_ 153 Crown Colony Way Lot: 47 Panel: _7 Plumbing Contractor: —__—WILLIAM T. SELF Residential: _y _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Signat e CFC057039 State License Number LF AN EASILY OL SERVABLE BETTER VALUE1 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORJDA 32810 407-475-9112 • FAX: 407-475-911 S LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 47 153 Crown Colony Way. RUSSEILCKE(jH,SdMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. 94.zly' DEBBIE TIME My Comm Exp. 2*05 CC 999378 NOw+ tlon+alc CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc Iwla��alNwul���rarurrwrwraliuu NARYANNE HORSE, CLERK OF CIRCUIT COURT U. LL o(A 0 U at ~ W M W jr is M �U: C 0 g W Z Z o�c 0 V4 0 SEMINOLE COUNTY BK 04846 PG 1503 CLERK'S # 2003093015 RECORDED 06/02/2003 0303ti2 PN RECORDING FEES 6.00 RECORDED BY N Nolden NOTICE OF COlu AUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0470 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 47 153 Crown Colony Way:. Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave.. #102, Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1`T St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration,date is 1 year from the date of recording unless a different date Is specified.) Sworn to and subscribed before me this Q"A -� Notary Public I� RUSSELL KkawafiMMERS Maronda Homes, Inc. of Florida Vice President - Construction day of 2003. CERTIFIED COPY ewpl�affii' DEBBIE TIME MARYANNE MORSEL MYCOMM EXP. ZIW'5 CLERK OF QWCUIT COURT NoCC99937 SSEMINOLE COUNTY. FLORID Vj—n I I Othe 1.0. MUTY ct CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 47 Subdivision: CROWN COLONY Property Address: 153 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. O b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). 0 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. FX-1 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. M h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. 0 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A FK 6. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. 11. 12. 13. 14. 15. Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, 3une 20, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for: MARONDA HOMES, INC. LOT 47, CROWN COLONY SUBDIVISION DESCRIPTION: 6 I 76 thru 78 SEMINOLE RECORDED IN PLAT BOOK PAGE(S) PUBLIC RECORDS of COUNTY, FLORIDA TRACTOD, A 4 LOT 49 p CONSERVATION AREA O ^ 589°48' 14%V 4r r 589059042'VV `' 01*11 33.15' 26.85' JCALE V- 20' a 5' 10, 20' o �yr9 13'D.E. Y.1°�•p0 GRAPHIC SCALE N m 30, LOT 48 F It c CONS SLAB eA jt LOT 46 10.000 io 40.00' N MODEL: 5UNBURY'I' 1n TWO STORY U: (3-2 ) WITH LOFT '- A '- s�i FINI5HED FLOOR h� Fy q� ELEVATION -46.15 a b a Qom' h DRAINAGE TYPE:' B W I o.oa WITH 10' x 30' PATIO LU � A 3;' s � 00 O O O w o O Z e�rh° O � Z 16.0' IO.00' CONCRETE ' DRIVE • tG ------------ yJJ`Y�9 10'U.E. a �` 589058' WE 60.00' $ o N N CROWN COLONY WAY F.H.A. PLOT PLAN �— _ �--- 589W 14'E P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISnNG ELEVATION PER ENGINEERING PLANS. NOTES FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING S89*58'14 E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR. 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT UE WITHIN SIDE: 7.5' PLANS FOR THE PRO.IECT. THE 100 YEAR ROOD HAZARD AREA 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 199Q THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 47 CONTAINS (SUBJECT TO CHANCE) 6.923 SOUARE FEET/0.159 ACRES +/- THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and YAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINESI AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TIONS/LEGEND. P.T.-FONT ON TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT P.L-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTP.C.-POINT EER OF CURVATURE aR-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENTLENGTH L.B.-LICENSED BUSINESS CH.BRG- ORD BEARING SQi1.E.-SIDEWALK UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITYLINE A/C -AIR CONDITIONER PAD aDEL TA t3=N1RAL ANKLE) D.&U.E.-DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT SURVEY NOT VALID UNLESS EMBOSSED REVISI INC.IS FILE: W.O.2003-74Oa V CADO CROWNCOL47.OWG tpl-*A NONE, l L r (� 'WD' THE ST. ICNATJRE AND RAISED SEAL OF A FLORIDA UCENS£O.SURVEYOR AND .YAPPER ���� T�• aio��2, ON OATS LAND SURVEYORS AND MAPPERS 300 SOUTH RONALO REACAN BOULEVARD LONCWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMIf.7CK F. CAVONE - PRESIDENT FLORIDA SURVEYOR R YAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 plpT PLAN 6 003 1 131 1 IVN r N Ln rn N WAync WINDL OAD SPECIFICA TION -al 09 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-O" MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF _ NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO F CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN a, THE TEST SPECIMEN MAY BE os4" HDRIz TRACK-, DRAWN FROM THE TEST." (1993 i ASTM E330). 2. GLAZING OPTIONS - TOP OR (2) 1/4-20x9/16" INTERMEDIATE SECTION, .090 SSB 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 c PANELS MINIMUM 7/16" TO MEET' q L` K�f NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM DRILL IN OR 9/32" HOLE N TRACK FOR YIELD OF 80 KSI J8—US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. (t) J8-US BRACKET LOCATED -• AT EACH ROLLER LOCATION • - EXCEPT TOP BRACKET ROLLER 6. OPTIONAL - (MIN) q ; .080" (P/N 125139). ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE -- LOCATED IN THE END PANELS OF ` ! THE BOTTOM SECTION. G' 7. LOCK OR OPERATOR IS C 7 REQUIRED. 5/16x1-5/8" 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH.: JB-US q ELEMENTS SHALL BE THE BRACKET o- RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .,FOR THE BUILDING OR STRT-J0TIJk AND W`I;tN ;q,,9R, RENT 054" vERT TRACK � •' IN ACCORDANCE- � � 6 BUILDING COPES-•-F.014 I T,' ff--GADS O LISTED ON :T�Of'�'AW14v(� • ,.� 1/4-20x9/16" TRACK O . '-^ ,.•�1,';� ' �_, BOLT & 1/4-20 HEX NUT AT EACH J8-US Approved:'' - BRACKET o. ' 3395 A06SON Op",,PEN ACOlk FL ,�2514 'FLORIDA'�ERi1Ftt`i1t16N1N0': 6oia4as.•f''_::�"=�'. '_ 'NO-101a519 I CEORCL (,Ei FlfAPON Noni, tkl oUtol , u.nF dow N(1` 0j3536 Date: OP F10N CODE.' b:1'08 REV P WM 9 ' x 14 ' MAX 4 4 PSF 1 OF 4 TRA CK END HINGE, TOP BRA CKET REOUIREMEN TS 1/4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET (P/N 108077) (5) 1/Y-GVIIJ10 TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE / (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1 /4-20x5/8" VIN TEK SCREWS •QoL END HINGES A. 20 CA `U —BAR ��. WIDE BODY HINGE W(P/N SEE BILL OF MAT'L) LLNO HiiqrF P.H END HINGE NYLO "ROLLER (P f N i 70791) \ r;p � BOTT BRACKET \ (P/ H-2.70 54 & LH-2N,3`55) \ (31'71/4-2 'x7/8" \ ��TEK CREWS \ '(t/N 100507. Approved. W.S. Wilson, P.F " 3395 ADO I I j I I i ' j I I 1-11111111 ISON OR, P£N. U A. FL 3'Z514 x FLORIDA CERTIFICATION NO. 0048484GEORCIA CERTIFICATION NO. 018519 1 /2" NORTH CAROUNA CERTIFICATION NO. 023836 ,(20 CA CENTER Date: 3 _ �_ a 16 CA END STILES STILES) OPTION CODE-.- 0108 1 RE-V... P WM 9 ' x 14 ' MA X 4 4 PSF F2 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 CA 80 KSI U—BARS LOCATED AS SHOWN b 9'-0" 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 - � 1 I (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 3395 A6 &S -OV P�idVCd L�325j -�C.. FLOPoOA ;CERTIFICATION NO. 0048489 C✓ 01a4 CERTIF)an0N ?+07a'18514 L* •;..:'.'.-';' VORTH :4WOUNA CERTIF1CAnON NO r023g�6' Date: r.�-;fir,' 1ti�`,Yv° - '-'- S-c+ (. �Z' OPTION CODEL: �d i � REV. P WM 9 ' x 14 ' MA 44 - F .'i 3 OF 4 Wind Load Test Report Report 1# 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 specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 l%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four 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 andAA' Wdm-:QAl8(Q127). APPROVEDOPT30[�ISt Based on ofhertes ,Sting qu�4ale.t,-�Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name:/.- - ,' . F1E : �. . �6��NGE COUNTY U DING Di i-)ION W.S. ason,'. 'T '7.' d(.`r''' 3395.Addiso(rDr.; Pgrlsacoka;:FC �?' 1,,.,, tT', Q Florida Cer4;jJd..00�18.g$ •,., °O`t ° E iT Georgia Cert •Nb� J J' ' North Carolina Cyry N& 02:Oe z Wayne 1atton M ODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL DAD SPEC/F/CA %ION 0110 WAYNEMARK 8000 & 8100 RAISED PANEL POS. 27 PSF 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. 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT '& (2) 1/4"-20 HEX NUT APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" �� ��.,il1 cfll rn CV of z a 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION, 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR'`TH£ LOADS LISTED ON THIS. -.DRAWING, i 5/16"xi-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1 /4"-20 HEX NUT AT EACH JB—US BRACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (I) JB—US BRACKET LOCATED Approved: AT EACH ROLLER LOCATION W.!� for r ',fir:` ,` •'`. EXCEPT TOP BRACKET ROLLER I33S'ADQI�ON�Qfi: P:N$y��01N� FL�2514 1 i (P/N 125,39). .i ..F. Cf�RRCN• C£iiTIF1C.±T10N '1(0: 018519 - ` , - _ . •'; - Ngr"oU.NS ffR>11F1CA(ION N0.•022 E Date: OPTION r r�:`:REV. P 1 WM 15 ' x 14 ' MA X, f 27 - 29 PSF I 1 OF Il TRACK END HlIVGE TOP SPA CKET REOUIREMEV TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4 20x5/E, TEK SCREWS (P/N 141668) n +� }. G. 0 , 7�tvf'r• A R �L Roo. ARROW BODY HINGE CIO (4) 1/4"-20x5/8" �( SELF —THREADING SCREWS 1 /4"-20x5/8" / \ 2" NYLON T TEK SCREWS ALL / (P 4 1/2 9 END HINGES A� (P/N) i0E i .00 r A I WIDE BODY ;°7/16" PUSH NUT AT EACH. HINGE (P/P .AROLLER (P/N 243341) BILL OF ME t- LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 GA 1- ty OR HINGES U—BAR HIN RH END HINGE (3) 1/4"-20 TEK SCREWS (P/N 1005C Approved: �ZZ WS. Wlmon, P.E. M95 ADOISON OR., P06.1,COI., FL 32514 FLORIDA CERTIFICATION . NO. O 48489 0 GEORQk CERTIFICATION N0. 018519 \ NORTH CAFt01.1NA CERUCkTION NO. 02S8J6 Date: (P/N RH-270354 & LH-270355) I 1 m 0 20 GA CENTER STILES 6 GA END STILES OPT/ON CODE.' 0710 1 REV P1 I WM .76 x 14' MAX, f27 -29 PSF I 2 OF 4 m 0 20 GA CENTER STILES 6 GA END STILES OPT/ON CODE.' 0710 1 REV P1 I WM .76 x 14' MAX, f27 -29 PSF I 2 OF 4 U—BAR L OCA ROWS C NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN ° F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:.;,aZ,,� t I t '. 1 ;-nDISON OR:`P£}j(�2�$xACOI Ff.`3251Ss:'.. c o.. NORiil- ROutfl�CfXf1E1GoON<NCC 02-3 36; Date'. ;� 2��-0( �,� &R. ,?4G'.°'ti�JQ;;, OPriON Cb�pl"p,,RE-v. Pi W111 15' x 14' MAX, f27 -29 PST 3 OF 4 CENTER STILE do INTERIWMA.TE HINGE L 0CA TIONS 10, Approved: .�C.'' ORANG� COUNTY ��P���i�v W.S. Wiison, P.E. �.� �m. 3395 ADDISON DR., PENSACO(A, FL 32514 FLORIDA CVMF)CAnON NO. 0048489 CEORQk CERTIF)CATION NO. Ot8519 NORTH CAROUNA CE nrcATi0N NO. 023836 Date: p- Z 8 —O OPT101V CODE.' 0770 1 REV' P7 WM 16' x 14' MAX, 4-27 -29 P(:ZFI 4 OF 4 V Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door .must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; fI,. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" cluck 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 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: February 22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard 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. S..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 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 jess 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, Questiop hci AnsNiv/,GAIS(Q127). APPRO VELT'OPTI0� I Fir, i+� S0 Based ono_ er tts b uiGi11' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. me: `' _ '. J� (.t �` = W.S. Wll$On - 7 •{ afJS� v t;�i IL-jt � d ts':.ya t d`v ° Na 3395 Add'ison.gr„ Pennacol�,". 5I4 a Florida Cert r "%rl' 4L5e�:1 �Ce d_d_� o, r ��.�G./� 1 4 Georeia Cert No. OY8.5�„� ;, •` ',/ U • cD C'4 to r-i Cn CV ci z a a ff {�, Wagne Dalton MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL SCC MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF NOTES: I. 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). MASTER PLAN 13 GA HORIZ ANGLE •I 0 .054" HORIZ TRACK 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. fLl!!l (2) 1/4-20x9/i6"3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 5" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING . CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E. J395 AOOISON DR., PENSACOIA, Fl. 325I4, R.ORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: ' 4—,2 R -o / OPT/ON -CODE.- 0108 I REV. P 1 DRILL .281 OR 9/32"m HOLE IN TRACK FOR J8—US BRACKET i ATTACHMENT I (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER o (P/N 125139). I • i I i 5/16x1-5/8" LAG SCREW i AT EACH JB—US C BRACKET � e i .054" VERT TRACK 4t HIII- t/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET WM 9 ' x 14 ' MAX 44 PSF I 1 OF 4 TRA CK, END HINGE; TOP BRA CKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX z NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1 /4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE 00 \ ° I (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) SCC # MA'__I► � i � I (2) 1 /4-2Ox5/8" TEK SCREWS • p ALL END HINGES 9 . �.. .00 3" 20 GA 00' _ U—BAR3w\ WIDE BODY HINGE (P/N SEE BILL OF MAT•L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET f� (P/N RH-270354 & LH-270355) �. (3) 1 /4-20x7/8" TEK SCREWS (P/N 100507 \ Approved: W.S. Wimn, P E 3395 ADOISON DR.. PefSACOU, FL 32514 FLORIDA CMTlnCAnON No. 0048489 GEORGIA cvmFrAnoN No. 018519 NORTH CAROLINA CMnCAnON NO. 023836 Date: 4 -Zg -p/ -----1 /2" (20 GA CENTER 16 GA ENO STILES STILES) OP TION CODE.' 0108 T REV.' P 1 WU 9' x 14 " MAX 44 PSF 2 OF 4 . 1 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 9'-0'"^AU 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 G-BARS LOCATED AS SHOWN (2) 1/4 20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws. Way, P E 3395 AOOISON OR., PENSACOLA. FI 32514 FLORIDA CEIMACAnoN No. omens GEORGIA CEH11FiCA110N NO. 019519 NORM CAROUNA CF T1F1GU1ON NO. 023W6 Date: `j— "2 g - of OP 77ON CODE- 0108 1 RE V P 1 WM 9' x 14 ' IVA X 4 4 PSF 1 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L 0CA TIONS Soo # crj- MASTER PLAN 8'-9' Approved: W S. Wlison, P.E 3395 ADDISON DR.. PENSAMLA, FL 32514 FLORIDA CEYMMT10N N0. 0048489 CEORCIA CEnTCAT10N NO. 018519 NORM CMMUNA CERi1F 'nCN NO. 023838 Date: 8 -61 OPTION CODE- 0708 1 REV.' P 1 I WM 9 ' x 14 ' MAX 4 4 PSF 1 4 OF 4 Wind Load Test Report Report # 0108P I February 1, 2001 ®TEST REQUIREMENT: ie 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 TEST DATE- January 25, 2001. Temp 64° F. ODUCT DESCRIPTION: tSAC # D _ 1. WayneMark Model 8000, 9x7, 4 section. 2, Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. cp �f� 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 ®Based on other tests b e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ime: .�_ W.S. Wilson, P.E. 9-28•01 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 0 185 19 North Carolina Cert No. 023836 • wayne WHO MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA0 SPECIFICA RON 0110 WAYNEMARK 8000 & RAISED PANEL POS. 27 PSF 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 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 KS1 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE a PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r a Approved: W.S. Wilson, P.E. 3395 ADDISON OR.. PENSACOIA. FL 32514 FLORIOA CERMCATION NO. 004848E GEORCIA CERTIFlCATION NO. 018519 NORTH CAROUNA CERwicAT10N NO. 023836 Date: j— 2 B —o 1 APPROVED SIZES: 8100 16'-0" MAX WIOTH x 14'-0" MAX HEIGHT SCC # 0,2_ 00(p MAXIMUM SECTION WIDTH 21" 1.ivc kk?$Tz� 067" HORIZ 1 (2) 1 /4"-20x9 TRACK BOLT & 1/4"-20 HEX 5/16"xi —5/8" L SCREW AT EA JB—US BRAC14 DRILL .281 OR 9/3: HOLE IN TRACK F JIB —US BRACX ATTACHME 1/4 20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US •BRACKET (1) J8—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIOI .067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 12513� OPT/ON CODE.- 0110 1 REV. P1 I WM 16' x 74' MAX, +27 —29 PSF I 1 OF 4 TRA CK, END HINGE TOP BRA CAT REQUIREMENTS 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) SCC# 02-0-a4 MASTER PLAN NARROW BODY HINGE r "'::2P'- (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS \ (2) 1 /4--2Ox5 8" \ 2" NYLON ROLLER 1108135 M / i Q ® TEK SCREWS ALL / END HINGES ® Q (P/N) 1 �.. WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MATL) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR L H END HINGE RH END HINGE (3) 1/4"-2Ox7/8" TEK SCREWS (P/N 100507) Approved: WS. Wlson, P 3395 AOOISON DR., PENSACOlti FL 32514 FLORIDA CERTIFICATION No. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: —1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES oP RON CODE- 0770 � P, EV. P 1 I WM 16' x 14 ' MAX, *27 -29 PSF I 2 OF 4 U-BAR L OCA TIONS L.-I.] 101 i :i i] NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN MASTER PLAIN 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"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson, P.E 3395 ADDISON OR- PENSAC0U` FL 32514 FLORIDA CEIii MA110N. N0. 0048489 GEORGIA CF MSCAT10N NO. 011519 NORTH CAROUNA COMFICAMON NO. 023836 Date: 9 -.2�?- o! OP77ON CODE• 0110 I REV. P1 I wM 16' x 14' MAX, +27 -29 PSF 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS C # o ✓oe 16, Oi ASTER PLAN 12' Approved: . WS. Wiil=n. PZ 3395 AOOISON OR- P£?1SICOLA, FL 32514 FLORIDA CVMF1CATION NO. 0048489 GEORGIA CER1 M11ON NO. 018519 NORTH CAROLINA csmFr-knON NO. 023836 Date: g- Z 8 -o 1 OPTION CODE- 0110 1 REV P1 I WM 16' x 14' MAX, f27 —29 PSF 1. 4 OF 4 Wind Load Test Report Report # 0110P1 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, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The 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 maadmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 710 F. ?RODUCT DESCRIPTION: SCC Lw.�4- 08) 1. WayneMark Model 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LAN 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 SD4[LARITY: 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 on eru. al Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. igame: 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 I. Sufficiency Review Manufacturer Name: Nora ndex/Revn olds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (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. Governmental Product Approval: Agency Initials/Date Agencv 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 Indialanfic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,, City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEN PAGE 29 LA ° ' ° . '° ° SEE CHART FOR .4 a4 b 4 d ' 4 FASTENERS CAULK TOP OF MULL #10 •X 3/4" TEX SCREW - ABM WINDOW 5/8" JAMB #10 x 3/4" TEX SCREW — CAULK BOTTO OF MULL PRECASTED, SILL • I 3/8"MIN. I WINDOW _JJ i I I HEAD 1x3 MULLION SXFLA-26-1) " 1x4 MULLION IXFLA-39) FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" lx3 MULLION XFLA-26-1) 1x4 MULLION �XFLA-39) I ' I I WINDOW SILL I �L' I 3/8"MIN. 41. 11 3/8 'MIN. .3/4"MAX SEE CHART FOR D FASTENERS MANINACTURER NAI+'IE: a 14- ` MASTER FILE #:--- NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T6. OR 6063 T5. / •) CHARLES A. ' PA ESN, • P. B. 2) ON E I EACH ANGLE LEG. THE TAPCO1 N SHALL BE FL REG. ENG.. & 4p121 -PLACED ON MULLION CLIP CENTERLINE. DAT'& 3/21/02 3) CONCRETE COMPRESSM STRENGTH — 3.000 PSI AT 2A nAV.R cll 1. NORANDEX .PAGE 30 1) ALL ALi OR 606 2) WHEN 1 ON EAC PLACEp 3) CONCRE AT 28 i CHARLES FL REG DATE DW SILL SH HEAD DW SILL iH HEAD co lvvmANulsx . �MACTURER NATO; .PAGE 24�,,�� (2) #10 x' 1-3/4" PH-SMS INTO 2 x OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUC14 (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4" FfI-SMS INTO x BUCK SEE ELEVATION FOR 'ANCHOR SPACING. (2) '10 x 1 3/4' PH-SMS MM 2 BY BUCK W1T1i 1-1/2' MIN. EMBEDMENT, SEE ELEVATION FOR ANCHOR SPACING. IWOOD BUCK ff%_ PANELS do 60.0 D. P... Hm OF I Nn OF 40 1 9D 8 (4) 48 49 24 a 1IL87fi' �• I3) 67.E 67.5 f8 3 70.0• 67.6 , ills 10 a 128• BO• Sfl7 88.7 2 e 01623 (2.6) gg,e 68.9 !p 6 Q01" ae 49 lb 90 to t47.873• 14) 43 43 24 10 89.6• l0 I6 l0 1fi2760• 48.9 48.9 24 10 OPTIONAL lu� " ass 6s5 2 BY 1Re. 33.4 as.4 Ie 10 WOOD BUCK 128- !s )0 QO' 01.6 64.6 20 10 63.626 12.6) 54.5 fi4.6 !p NILO QO)ON H1 1i;_= PAM BBB CALL SQ DTPAR ZE WIDTH Rl MT. STEEL REINF. LL 10• PANELS & 60.0 D.P.. SHIM AS RE UIRED 4C21" WOOD SHIM ?SHOWN) TYP. JAMB. SECTION �X SHIM OR MUDD TRACK AS REQUIRED 1 BY 2-By BUCK 2-14" TON OR MIAMI DADEzAPPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. `0tID78 m ° NOTES: >n 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-95• n o. OR T6 WITH 'TYPICAL' THICKNESS OF 0.62" n 3 USE HIGH QUALITY -CAULI( BEHIND' WINDOW FLANGE. x x ° 4; GLASS THICKNESS BASED -ON TABLE E1300 GLASS ° CHARTS. AND MAY VARY DEPENDING ON SIZE, E PA1 PANEL " 5) THE RESPONSIBOIT.)C FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE'LOCAL LAWS. REQUIREMENTS BUILDING CODES. ORDINANCES OR' OTHER SAFETY m un u DEADER AND .SILL SECTION BEu DING oWNERR'oR SONLELYACi�R. THE ARCHITECT. TYP• 1 B y BjJL'K 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI ro-1 1- -I AT 28 DAYS. (2BY2) 7svu:AL n>t AMN 114 TEI[PF.RED CLASS I MnWG GLASS DOOR W l Auup ANALYSES C lefT SI DESIGN SI01f3 No. OF ANCROR3 No OF ANCHORS IO rJ' tu Lq CAP Cfl'y-p3F ZE PO.mnve N=A H F Nk A f~ A 88.7 R A 80• 89.4 30 a . (4) 68.7 09.4 24 B Q 80• 80.7 89.t 86.7 77.4 88.7 18 24 6 8 O :NJ V � (3) 838 687 BS6 l8 Ie R e � O Q4 N wl (=fi) 857. 76.3 687 78.E 20 60 to 98' 80 30 10 C�1 co (4) so so 80 8o •6fi.3 66.3 94 !8 io 10 08- (3) 86.7 71.9 24 IB 10 10 96" 88.7 73.E 6S9 6S9 18 20 10 10 C O (26) 86.7 86.2 l0 (2) 3/16"O x 2-3/4" 10 q y .y A � k b - TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. 'jr SEE ELEVATION FOR u N 2 O RCN ; •VI, t A e ANCHOR SPACING. q toof .sc Uw yl // I�/O ' III =I I/r 9 1r X X X X PANEL PANEL PANEL PANEL /� 1 /� \ i-rm ey/s• �--i (4BY2)_Tn!s_cA4 xmnmm NORANDRY PAGE 23 d 4 (2)_ #10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/18'0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK o SEE ELEVATION FOR ANCHOR SPArrur_ T 2 BY WOOD BUCK (2) 010 x 1 3/4' PH-SMS INTO 2 BY BUCK WM 1-1/2' WN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. ro 1! I OR �J a e P- .d HEADER AND' SILL SECTION TYP. 1 BY BUCK 1,2 x Wnnn airry 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-pSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL xX ' XXX XXxx ALL. 30 �6" x 591/2 " 53.3 55.8 10 16 18 361/ie" x 591/2 " 49. B 49.8 12 18 22 6 30 die' x 791/2 " 49.7 49.7 10 6 16 20 36 �s' x ?91/2 " 45 45 12 8 .18 22 SERIES 600 ALUMINUM SLIDING CLASS DOOR 8 LL OPERABLE PANELS FASTENER CHART '�'k FORMA B.O.A.F.. (2) 3/18 0 x 2-3/4' TAPCON OR MIAMI A�"MnR NAME: I x WOOD BUCKI. D�AS APPROVED CONC. E SEE ELEVATION FOR ANCHOR SPACING. AS RE UIRED JL ' '1'YY. HORID DD MTRACKOW AT REQUIRED 1 BY (2) 3/18'0 x 2-1/4' TAPCON OR MIAMI DARE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES; 1 SHII! AS REQUIRED, MAX SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6083-T5 OR TB WITH. TYPICAL WALL THICKNESS OF 0.82' . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS. MAY VARY6) THE RESPONSIBILITY FOR DSELECTION F : _ NORAND4X E PRODUCTS TO MEET ANY APPLICABLE IDCAL..LAWS, BUILDING CODES,. ORDINANCES 'OR' OTHER 5AMY- REQMREMENTS REST 'SOLELY WITH THE .ARCHITECT, BUILDING OWNER 'OR CONTRACTOR. 6) CONCRETE COMPRESSIVE STRENGTH - 3,'OD0 PSI AT 28 DAYS. (2BY2)_Urr-AZ,cantwx 4BY2) trvic L smAnoM R C I NURANDEX PAGE 22 ly/1-1�z1-MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1) :SITU AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 OR:'f6: -mmf-•TYPICAL. •WALL{ THICFOME OF 0.62" . 3 USE':HICH.:QYJALFry'•CW'JLI{ (BEHIND WLNDOW FLANGE 4 Guns: THICK99,SS..13`80' ON TABLE E1300 GLASS CHARTS; AND`MAY'VARY DEPENDING ON SIZLi 5) 9`HE i$ESPONSI8ILIT'Y.;OR SELECTION OF NORANDEX \ °"2"i" PRODIICTS:.;IU`.aUEET..ANY APPLICABLE LOCAL LAWS, BURZInG•.ICODEm :09DINANCES DR OTHER SAFETY C3 RkQUIRVMEN `7UST, SOLEiy WITH THE ARCHITECT, �44I3UIldING :O*nM,.:OR"CONTRACTOR. 6) NOTE `•''INDICATES • THAT p�UAL .FASTENER$ AT (LEAD• AND •ST1..AIiD• ox+n; r�.. ALT. FIN ATTACHMENT 1 • UNDER_ SHEATHING • LL UIO X 1-3/4" P.H. S.M.S. CENII. AL 1^4WI A BAlA.F. W/1-1/2' MIN. E IBEDMENT SEE'. ELEVATION FOR' IMIMA NAM: ANCHOR SPACING. OR4,vbeX MASTER FILE # 3 Y 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 /1-1/21-3/4' t 4 EMBEDMENT WOOD FRAME ANCHOR SPACING OR s� MAX (TOP AND BOTTOM) CHARIES'• A: �1trFn, ' E. REG: ` ENG.. 49121 DATE•.. �3/Q7/Q2• . "" ISIONS WINDOW FASTENER -SCHEDULE _W0. N ANCHORS HEAD/SILL; NO. JAMB 'NOTE JNC� SEE 6 y S PS PS PSF 95 PSF 45 60 PSF PS q to 2 2 2' 2 2 2 25" --3 9 3• 2 '� 2 2 V► A �j 2 9 2 4• Z• 2 2 2 4. p Q LY, 97-1/4 3 2• 3 3 9 3 —3- � �.,ZI 514C •_2 _ 3 4- 3 3 3 _ M 49-6/8 _2 2 2 2 2• 2• 3 3 3 3 3 3 l7 3 .3• 3 3 3 3 g 4• 3 3 3 62- 2 �' 2 2• •2• 3 4 4 4 4 o y _2 _3 3• Zf- 4 4• 3 4• 4 16=3/4" 2 2 2 2• 2• 3 3 4 4 5 6 '*,q _3 . 9 .3• 4• 3 4 5 O '+ =X UM '®'ta u' AIL -A An- C w q �qti yy; In q NORANDEX PAGE 10 # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. J -_ 750 TYP a LA- 40 415/416 1.500 2.437 # 10 X 1-3/4" P.H_ S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. F-:5:rn<ypl � 40!�,rr ' DFACTURE]R NAM: rx # d ALT. FIN ATTACHMENT ii 0 X 1-3/4- P.R. NS,1- UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING.-- 1/4" MAX — SHIM (BOTH AMBS) TYP. JAMB SECTION O WOOD FRAME 10 X 1-3/4" P.IL S.M.S. W/1-1/2" MIN. EMBEDMENT O MUM SEE. ELEVATION FOR ANCHOR SPACING. HE AND SILL SECTION CHARLES A PA rP.E WOOD -FRAME FL REG. ENG. '#,49t21: DATE. 3/27/02 NOTES: 1) SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2) ALL ALUMINUMEXTRUSIONS ARE ALLOY 6063—T5 OR T6. WITH TYPICAL WALL, THICKNESS OF 0.62" 3) USE- HIGH ,QUALITY CAULK ,BEHIND WINDOW FLANGE. 4 GLASS THICKNFSS.BASED ON TABLE E1300 CLASS CHARTS, AND-MAY'VARY DEPENDING ON SIZE. 5) THE' RESPONSimurY FOR SELECTION OF. NORANDEX PRODUCTS''TO' -MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT, B(ILDLNG'`OWN_FR' OR CONTRACTOR 6) NOTE • INDICATES :THAT EQUAL FASTENERS AT READ AND SILL ARE REQUIRED. TYP. AT z�• o.c AIL —A 01 [)E!7)7AIL—C SASHi A// DETAIL=B . } I 1 (0 y 4 It b 41� W e t 03 4 � y ht� I cl NORANDEX PAGE 21 3/l8' TAPCON WITH A N. 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. - 7 SEE ELEVATION FOR 1) SHIM AS REQUIRED MAX SHIM a is ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE �ALIOY18063-T5 3) USE HIGH QUALITYOR Ta WITH IAULK EHCAL WALL IINDWWINDOWS OF OFLANGE. 4 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE, 6) THE: `l FSPONSIBRM-- FOR 'SELECTION: OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE -LOCAL LAWS •BUILDING CODES; :ORDINANCES OR` ETY, OTHER SAF REQUIREMENTS' REST SOLELY WITH THE ARCHITECT,. BUILDING OWNER -OR CONTRACTOR. 8) A PRESSURE TREATED! WOODEN':EUCK.OR'MARBLE SILL SHALL BE .ADDED UNDER THE. PRODUCT TO FULLY SUPPORT UNIT.. 'Tfm:'SUPPORT SHALL BE FIRMLY 0° ATTACHED INTO'UASONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH'(SUPPUED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI ALT. HEADER SECTION AT 28 DAYS. 8) i NOTE • INDICATES THAT. EQUAL L FASTENERS AT ��O -B.O.A.F.- TYR 2 BY BUCK A 3/16' TAPCON haw&& +>JA UFA�.T�' NAM: W/1-1/4" MIN. EMBEDMENT _ AZoAJA,-,7t� 1� (SEE ELEVATION FOR ANCHOR SPACING) T,ER FfLE + a a I CALL SIZE WIDTH ® " L-+ n TBY HUCK 2 BY RUCK SHIMTYP. JAMB SECTION )TH JAMBS) - 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK �-N V CHARLES, FL REG. ENG. # ,491,21 DATE: 12/lI/01, & 10 F.H. S.M.S. 91 W/1-1/2' MIN. EMIiBDMENT SEE ELEVATION FOR ANCHOR SPACING. _ WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS WIDTH HEIG HEAD SILL SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PS PSF PSF PSF 19-1/8" 2 2s 2 2 26-1 2" 26' 2 _2•— 2 — 37' 2— —3•— 2 _ 2 53-1 e' 3 3• - 2 2 19 1/8' 2 2• 2 3 28` 1Z2" 38-1/4'. 37 2 2 _ 2• — 2 — g — 3•— 2 3 63-1 8' 3 — 4•— 2 — 3 19-1/8' _ 2 2• 3 g 26-1�2 50-5/6" 2 _ 2' 3 3 37' _ 2 _ 3' 3 _— 3 53-1 8' 3 _ 4• 3 — 3 19-1/8' 2 20 3 4 2 1 2 '83' 2 _— 2'— 3 _— 4 37 _ 2T 3� — 3 4 59-1 6� 9 • q•— 3 — 4 28-1 2" 76-3/4' 2 2•_ 3 4. 37" _ 2 _ 3• 3 4 53-1 8' 3 _ 4` 9 — 4 t "i um .mm flBAD g. 24- 4Q �I '-DETAIL.-C DETADrB �. NORANDEX PAGE 9 EI ,u r.n. N.M.S. WITH A 3/18' TAPCON WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ®M�IIN. 1-1/4' MIN. EMBEDMENT ANCHOR SPACING. SEE ELEVATION FOR I e ANCHOR SPACING• d d d d •.4 4 —1 -- 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 3) OR USETHIGIH Q QUALITY CAULK BETYPICAL WALL HIND WI OF 0.62' NDOW . 0 4 d GLASS THICKNESS BASED ON.TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBUTY FOR SELECTION OF NORANDIX LOCAL LAWS, PRODUCTS TO MEET ANY APPLICABIE o ' ' BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE 7 SILL SHALL BE ADDED UNDER THE PRODUCT TO �a FULLY SUPpORT UNIT. THIS FIRMLYNTO MASO SUPPORT SHALL BE NARY DE PRODUCT ITS LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH 3,000 PSI ALT. HEADER SECTION AT 28 DAYS. TYP- 2 BY BUCK 1.940 3/16" TAPCON W/1-1/4" MIN, EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a. d. I 2a 1/4" MAX ANTRAL FLpWDA B. o.A.F. MANTJFAC'U"'R NAME: 0 MASTER FEEX, # SIZE WIDTH 0 n 1 BY BUCK © 2 BY BUCKAL TYP. JAMB SECTION ;trrir I BY 2 .BY BUCK AMBS) D D D 3 D D p SEE NOTE 6 HEADER AND SILL SECTION FL REG Nc.kG 4012-1E� T�• I BY RUCK DATE: 3/21/02 0 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. U.Lx mrrr vmm 'SAD III. _. vu z I, td 2.0 w r g i a 4 v �2 > a4w `y � g'yZv WZ � tiba Eag4 DETAIL -A F c \DETAIL—C i/��/ SASH AF N N y ` DETAIL—B I N I a 'I ml 0 4 e° 9 M IA MIDADE ,NIIAMI-DADE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prentdor Entry Systems 911 E. Jefersorr, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE -COMPLIANCE OFFICE METRO-DADE FI AGI :Ii 13Utl.t)tl.'C; 140 WlES1' FLAGI.Lit S'1*10:171% SUI'11., 1 uI).; MIAM1, FI.01UDA 33130-I56.1 (305) 375-29U I VAX (3U5) 375-29uS CON-rriee-rort (J(JS) 375.2327 I':\X (305) 373.2558 c:c).,rrrt,\crc))t mvisjo.N (Ius) 375.2966 FAX (305) 375•27(is 11140I)E :11 cx):r nor, DIVISION (305) 37S•29tl: VAN (305) ]7?-G.).l9 Your application for Notice of Acceptance (NOA) of: • Entergy•6-8 S-W/E Inswing Opaque Double w/sidelites Residcutial Insulated Steel Door - under Chapter 8 of the Code of Miami -Dade County governint 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 Offrce.(B000) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of 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 if Building Code. The expense of such testing will be incurred by the manufacturer. :ACCEPTANCE NO.: 0.1-031.1.24 ,r EXPIRES: 04/02/2006 Raul Kocingucz Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CO�i'DI-1'1QN5 BUILDING CODE &-•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. A 1111 R O V E D: 06/0i/2001 Fmncisco J. Quintana. R.A. Diructor Nflami-Dade; County Building Code Compliance Office: \\.S 450001\pc2000\\tempintes\notice acceptance cover page.dot Internet mail address: potitnt:estcr�buildingcodeonline•com Homcpage: http:/hNn\s.buildiRhCocJCunli'nGCont Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED SUN Q 2001 EXPIRES 'Apri1 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIOi\S I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of 'Aceeptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations .vhcrc the pressure requirements, as determined by SFBC Cbapter ? 3. do not exceed the Design Pressure Rating values indicated in the approvcd drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENNI-1, Sheets. 1111ro'trgh 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer, - dated 7/29/97 with revision C dated 01 /I 1 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami-Dadc County.froduct Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and.single door only, as shoe--n in approvcd drawings. Single door units shall indlude 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 less than-45 degrees. Unless unit is installed in non-liabitabic areas where the unit and the area arc dcsi,ncd to accept 4vatcr infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance wlih the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit 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"IS 6.1 Application for building penrtit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Ol�C[cial or the South Florid:Building Code (SFBC) in order to properly evaluate the installation o 11 a system. Manuel tritrol rez, P.E. Product Con r61- xamincr Product Division Prcmdor Entry Systems ACCEPTANCE 1\'0.: 01-0314.24 APPROVED .JUN O 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. Any and all approved products shall be pcmianently labeled with the manufacturer's nam.e, 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 thc'corrcct installation of the product. d. The cnginccr who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, aeld/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 fcc) and granted by this office. 5. Any of the following shall also be grounds for removal oI this Acceptance: a. Unsatisfactory perfbrmance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advcr•tis"ing 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. Ifany portion of the Noticc of Acccptancc is displayed, then it shall-bc done in its entirety. 1. A copy of this Acceptance as well as approvcd drawings and other. documents, where it applies, shall be provided to the user by thc•manufacturcr or its distributors and small be*availabic for inspection aC the job site at all time. The cnginccr needs not-rescal the copies. S.- Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Noticc of Acceptance consists of p:igcs 1, 2 and this last page 3. END OF TI[IS ACCEPT NCE Manuel crcz, P.E., Product ontro - . amincr Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE t DOOR WITH SIDELITES IN WOOD. FRAMES' WITH A BUMPER THRESHOLD (INSWING) A!I Cl/�PAIXWINM ERIEKki TAB 1/2' MAX 37 1/4• 7t, 77 1/4• MAX NAX MAX IrC x t' LDMD xt/aLCX Mt - MAX Mt s• MAX MAX w,t 19. 1>L 19' nL I9•'F Is' aC Is' DL ts' DC is, ac. IS• DL • MAX MAX MAX MAX MAX NAX NAX MAX MAX 1 C .10 r vss� rx7,17 I W Ad OISI JAxI DLIG SPACING I j IB• 0.1 ^ • t . . .� n/16• J I 17 1/ • MAX TOO^ � m n.�� wi1DC �AM1 A D.0 SPACING 10.' 0.C. LDC�K I 2C• 64• ' MAX DLD _ BD 1 /16- MAX 17 t/ MAX._ ac SPACING IB• 0.0 vltKl iYtRf ,os� w trtrtr ..na was ,"wtA tat 0.GISiACING jB'10.C. uCwt�tt `uiut10 nt,uw,u ru-nn .nu,s I I t9• pt.+19' 02.�1.9, DC�19' DC 19' DC19' OC_ 19' OC�19' aG� �,• wt_ CxKl,fr,I _t 1"' . � MAX MAx IIAx S. 6 MAx INx Mnz s• KX W T3 IC TC 7 ATTACH ASTRAGAL THROW BOLT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL RCMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES, 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED - 18 x 1 J/�" LONG PROPERLY, TO! TRANSFER, LOADS TO THE -STRUCTURE. FLATHEAD SCREVS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO LA. tNSVING R.H. INSWING DUALIFY 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 RPPRIViDAScv.—.itics oit, r— STRUCTURAL WOOD BUCK. sDUni) UqpAlI�m NDcoDE C. MASONRY OR CONCRETE CONSTRUCTION WHERE N - D JUIY U �'`,ITI DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER WILIRAIMN VHERE VATER INFILIRAIIDN Br OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUOZEHEW IS NEEDED x REDUIREMENT IS NOT NEEDED PNDDU IbNTR�111DLdins— ONE BY WOOD BUCK. .v x t 3. ALL ANCHORING SCREWS TO BE 910 WITH x elaLOr.. c_ Plw,csay., C. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTA7E ro.�t V 31 {. t5 OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT I (WITS. SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE IF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS IHAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VNERE THE UNIT AND THE AREA ARE DESIGNED iD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR RDACE =X[T )XIMMAnO6 IIAlm 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE lleafStHCsttOICLL ¢C 6 R, JAMBS AND SIDELITES. [II06106 UUSS IOIC SIS•O.M. fRi ADD allfx�&, IDPItrAA192 Iwen, 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE 7 vI UK I A w.a• ".m rc. CORNERS ARE COPED AND BUTT JOINED. 4 - i, Cn.r to v, rii xT. B. DOORS SMALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST S. INHIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.8 TO 1.2 NIL. M .010 SYSIEMS 31-1029-E, 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ rLjua SHEET I OF 5 VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 MIL. • HV3]I:iiiO GLAZING DETAIL ! 1/2' 'GLASS BITE TEHPERED CUM INTERIOR -INSWING OTHER CONFIGURATIONS lulx ,il !/,' pp MAX I, a„• 3ffiL APPROVED AS C0LMYDIG 1K,H THE SOMII FIR BIQ mom COm FRpOO DrylSM CODE GOtJ' 4JA1l� ¢� ACCEPOVTE IID 31Y, zy W„• usrnral —1L�StHIS-- 1-IU29-EV-1 SHEET 2 Or 6 Q�I,Op t 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX } SECTION B'-B 2 BY WOOD BUCK EXTERIOR MAILKIALS LIST 11CH N0. O DCSCRIPIIOH VnOD PAR[ "DER COMMENTS HEAD JAMB COMPRESSION VEATHERSTRIP EV-14 I 1/4' X 9/16• MIL. TO BE PINE OR EDUIVALENt O ALUMINUM ASTRAGAL V_?5 LOCKSCREEN BRANLLQXSEAL 50 (R N 4 THRESHOLD ALUTOP V- PREHOOR BRAND OR (OUIVALENT- 5/8',ALUMINUH nSTRnG 1 1 / 4.' TOP C)TANIJ[L CHANNEL' EV-IS PREHOOR BRAND OR EOUIVALENI - 1 1/4'. x 4 9/16' © EV-08 PREMDOR BRAND - 1 11/16' - 20 GA STECL ITEEL SKIN 6 Bd'tm7 1DA -n) 11 10 ] TOLYURET A M11090 1owlIII�BB ® A BASF FOAM - DENSITY 2.0 TO 2.5 IbS./Ft' - O BOTTOM CHANNEL EV-07 PREHDOR BRAND - 1 11/16- - 20 GA STEEL ID VD00 LOU OCK STRIKE STILE EV-09 4' X 9 1/2' HTL. 10 BE PINE OR EQUIVALENI _-- 11 HINGE STILE EV-06 15/16' X 1 11/16' NIL. TO BE PINE OR EQUIVALENT EV-05 15/16' X 111/16' Nil T LOCK PREP FILLER PLATE EV-10 0 BC PINE OR EQUIVALENr 4'x4' HINGE PREHOOR-BRAND - .050- THICK- HTL. TO BE POLYEIHYLE VOOp HINGE JAMB EV-16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STCI B10 x 3/4' S. _ 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT 110 X 2' FHV.S. LVH. (41 SCREVS PER HINGE INTO DOOR ' ' v x IB' hL TNCRR[[ArTER 111!,�� N1 L JAN IN SCREVS 1F1RDI1G71 STRIKE JAM) INIO SIDELITE JAH). 4' wvN rRU1 x IT, U.C. 11EREAr TER ' ' 6) SCRrvS THROLiGH EACH SIDEUIE JANI 01111 SIIELITE. 4- IOVN rROx OP, lUk 15' OL IIEREAf ICR. - 1 1111 -H 1A°@S 111-A CDERr REFER TO ELEVATION VIrV f V D10 X 3/4- F.H.V.S. , OR ) OF SCREVS USED AND LOCATIONS 19 ' )B x 2' FHV.S. (2) SCREVS PER HINGE INTO JAMD LOCKSET (2) SCREVS AT EACH STRIKE PLATE I 610 X 1 3/4' FHV,S. KVIKSET BRAND 200 LOCK OR HART OC BRAND 100 LOCK VOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB �. 22''X 64' SINGLE PANEL GLASS EV-19 1 1/4' X 4 9/16- HTL TO BE PINE OR EQUIVALENT GT SIOELITE TRIM (VOOp) EV-2O AP$ N POLYPROPYL N R - DC-1 43 - (OOL VOOD CASING EV-21 5/16 x 112' 'HTL. TO BE PINE OR ECIUIVALEN 1 1/4'' - ]UP VCD]D SIOELITE HEAD JAMB EV-22 Ifa, . P NIL TO P oR (1x11VALCNI - I Ns NO. O1NCS U rrm sloe RY SIII[ JANRr Az NUUONS VEIDD SIDELITE BASE EV-23 1 1/4' X 4 9/16' HTL TO BE PINE DR EQUIVALENT - POLYPROPYLENE LITE FRAME EV-24 -1643, DOL-2 1 1/4' X 4 9/16- HTL- TO BE PINE OR EO111VALENt HP Polypropylene by ODL 116'X 1 I/2' PAN HEAD SCREVS D PER FRAME TD ' SIOELITE STILES EV-26 D I+ I Arl R 15/16' X i 11/16' MIL TO DE PINE 0R EQUIVALENT'• I PIN NAIL �(• LDIG RAIL, 4' TR rRM [Ro, RAT B• DL IH'RAr1ER OSE) DR NLLLIDIS Nio I D❑W SILIC❑NE #995 APPROVED AASSCO�MPLLYIRR; rATH THE SOUTH ETJ U (� U J BY L DIVI MMODIG CODE CWPLWICE OFFICE ACCEPTA)ICE Ho. 0 1- 0'34'i• 2.4/ IIBIIb UE[SS Idll[B, IRAL ICE R6 ETTROSO&IMESSB71[0 SIR M.I(LI B DADE COMIY NODIrICJIr101IS VUra] JQ A DOED PAGE' S (ULUR UPIIUNS) lo•I•sa R LIR R[VISILM I BAT[ BY PART I PREMDOR ENTRY SYST MS t` %IL.LTr[RSM 31-lOZ9-EW-I PI11S0DZrI ei 66762 A SHEET 3 OF 6 ' QfVICDWIf1IfR .. 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' n J INTERIOR I 79MAX16• 80 11/16' I MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING ;#.31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 APPROM AscouKylmk&,nm sun{ RfV m...,.,.,- 1-1029-EW-I SHEET A OF 6 [REVISE p •Cf', OTHER DOOR -'CONr 16URW IONS b�Y _ w• •q� W i w r Y w W^ ilrr ® - K vIT V.[!L 11 1[r .0 VtK ' uvrw �op p tl tlN• b C/b ® LL V�K K V•oi b 1 � _ ® >C vrup 1I'1 1 I 1 1 r[�:y YWw�W rW W 1 i 1 IwC ^„ - ••. sc ww nxx w� rr .n vrw . nro IN, ei �rcic ec v.a•. ec�r.c,:a I 1 1 1 1 1� b'. w �L b• C W W ulG q� � [c 1 IY C ra r. y ArMMACD ASCOX1P11Y7fGll THC -- SOIRH Ft p�u 9 M OM CODE actE JUN 0 9 DY / PRE P r Dt DA790:, -511 L M=UIG CODE CO►tPLWXE OFF PIIISI AMEPTANCE I.M. 0I- 03 Z u I 31-1029-EW-I SHEET 5 OF 6 PIVISIQt l[II[P J u l "LK BUUK FANLL STYLES 36" r-MAX 79 /16a' BOB �� 0� p� D U O0 �� Dan �o� °° Dan UO cilia BLANK TOP 6-PANEL 4-PANEL 9-PANEL l0-PALL IB-PANEL 4-PANEL .OTHER SIDELITE STYLES 36" MAX 793 16°_ SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50B SL-69n Sl-69B ❑ E3 00 no ao Do• as na ao 0o na PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 P11-8 1.. 9 r�� 00 PD-18 9 PD-19 PO-20 PD-21 PO-22 PD-23 OQ 0 .s©6 a ❑ a ❑ �0� 000 ODU 000 PD-35 PD-36 PD-37 PD-38 PD-39 PD-40 PD-24 PD-25 iI ❑a PD-41 PD-42 ®a 9�� d � . S H H oa R �� ❑a ❑❑ o❑ FLUSH 8-PANEL CRDSSBUCK 12-PANEL 4-PANEL EYEBREIV V%SCRQLL EYEBRUv L 5-PANEL 5-PAL 5-PARLL viSCRCLL EYEBROv B � � SL-69E SL-25 SL-55 SL-300 SL-40 SL-90A SL-90H ®D oa ao ' 00 00 PD-9 PD-10 PD-11 PD42 P0-13 PD-14 Jaij"�� tlli� oil D . SL-90C SL-30D SL-3DC SL-70 SL-80 �� ❑n aa PD-15 PD-16 PD-17 x W PN 3t s a? tz ox �" h n ILml LIM no gr� F a�67 PO-31 PO-32 PO-33 PD-34 31-1029-EW-1 SHEET 6 OF 6 ME U11[Y e MIAMIDADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr•entcior Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of. •MIANII-DADE COUNTY, FLORJDA METRO -DADS FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE M17TRO-DAIM FLA()I.t:R I3UIl.t)ING 140 wlis•r FLAGI.Elt 517t[iI: r, SIJFI'1: IGU, MIAMI, 1' LOIUDA .1313U-l563 (305).3,75-2901 FAX (305) .,75-29u5 c:U�rltac-rou t,lc:r:.�si�r, st:�-rlc)� (.05)371.2527 C:()\ I'It•�C"rUlt I vis1UY (305)375-2'J66 J:AX,(.1U5)375.29U8 f'I(UnI:C"I' C:U.\"I'1�U1. t)!\•Islt)\ (305) 375.2'1)U2 FA-N (305) 372.6.1.17 Enter•gy 6-8 S-W/E Outswing 01)uque Single w/sidclitcs Rcsideutial 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 date stated below. BCCO reserves the right to secure this product or material at' any time From a jobsite or manufacturer's plant ibr quality control testing. IF this product or material fails to •perform in the approved manner, BCCO nfiay 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• flails to meet the requirements of the South Florida BUilding Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 d EXPIRES: 04/02/2006 Raul xoongucz Chief Product Control Division THIS IS THE COVERSHEET SEE ADDITIONA1. PAGES FOR SPECIFIC AiND GENERAL CONDITIONS BUILDING CODE &, PRODUCT REVIEW CO.NIN iTTEE 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: 0005/2001 Francisco J. Quintana, R.A. Director Miami -Dade County 13uilding Codc Compliance Oi'fice 1\s0450C1OI\pc2000\\templates\notice acceptance cover page.dot I11ter-net mail address; Itotitnutster'%I)uildin;;cotleonline.cont [torrtetta��e; itflp://ttltit\.builtlin��cotl Prerndor Entry Svstems ACCEPTANCE No.: 01-03I4.21 APPROVED JUN 0 5 ZQ-1 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC 'ONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this'Noti.ce of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Single R'esidential.Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance Willi the following documents: Drawing- o 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames with Bumper Threshold -(Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4- INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will 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 REQUIRENIENTS 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 tlic approved drawings, as identified in Section 2 of this Notice of Aceeptanec, clearly marked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con rol xaminer Product ontrol -Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4:21 APPROVED JUN 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 been filed and the original su.bmitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control .Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if. a. There has been a change in [lie 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 [lie same product (identical) as the one originally approved. C. If the Acceptance holder has not'cornplied with all the requirements of this acceptance, including the correct installation of the product. d. The engirieer %vho 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, zimd/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 office. Pp appropriate fee) and granted by this 5. Any of the following shall also be grounds for rcmoval of this Acccptancc: a. Unsatisfactory perfomiancc of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -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 be done --in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for tcriiiination and removal of Accepitancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS HIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc ntrol Division 3' if 4' MAX IS' MAX 15' MAX D�C. 15' -MAX O C. A r 15MAXI o.c. 15' MAX rKtMJJUK •• (LN I LKC1Y MAND) WUOD EDGE SINGLE DOOR WITH- SIDELITES IN WORD FRAME' WITH BUMPER . THRESHOLD (OUT.SWING) 00' MAX 4' MAX MAX 4' MAX — MAX 3' MAX 3' MAX 3' MAX �11515 C 14• 3' MAX r MAX 4' MA. 8 IASI ( 14' ttq Isl j"—MnX—' MAX 15. 14AX MAX 43 1 /16' TOP OF DOOR TO 4 0 LDCI KVIXSET DCA09mr "'7"• RDDCL L60 SCRN'S I :I MD� 22' ARL� DCA010L 1 MAX. DLO 11vDc.Cr LDrxs[r� • •� ACDCL DLL SERIES DR HARLDC LDCKSCr wEL too or IDNZS '�. ,.•_4• MAX., Rr-- 6' AX IS'�_ iS' 14" IA 19' MAX MAX .MAX MAX M 4' MAX NOTES- 3' MAX AMA) —3'MAX 3' MAX • 3• > VOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX MAX 4' MAX MAX 'ROPERL•Y TO TRANSFER LOADS TO THE STRUCTURE, !J THE PRECEDING DRAVINGS ARE INTENDED TO RUALIFY •THE FOLLOVING' INSTALLATIONS. V000 FRAME CONSTRUCTIONVFiERE DOOR YSTCN IS ANCHORED 1p'A MINN IMUM TV0 BY VDOp L/ v PE7111iG. MASONRY OR CONCRETE CDNSTRUCTIDN VHERE aA OUTSVING LN. OIIISVING Dal SYSTEM IS ANCHORED TD A MINIMUM AM BY TRUCTURAL V000 BUCK. MASONRY OR CONCRETE CONSTRUCTdDH WERE pp, ]OR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE 0U1RCQpfBIlSC1 BCEOUIB[aNf I��IIMCO�CD T MASONRRY V iH W WITHOUT A NON-STRUCTURAL 4E ,BY Vp00 UCK. ` ALL ANCHORING SCREWS TO BE 110 WITH x HIMUM 1 1/2' EMBEDMENT INTO VODD SUBSTRATE t MA PFN 1APCDHS'v(TH I I/2' MINIMUM EMBEDMENT f INIIS SMALL EE DISIALLCD ONLY At LOCATIONS PR0fECICD 1r A CANT DR i0 MASONRY. UNIT MUST BE INSTALLED VITH 'NIAM1-BADE COUNTY- O'EID" SVDI INAI N[ ARGLE BCIVCEN INE EDGE Or. CA1EPT OR OV 2l" 'PRDVED' SHUTTERS 10 SILL IS LESS IMH 45 MCREEL LMCSS WIT IS 061ALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-HAIIIABLE AREAS VI[RE TIE tMI AHD TIC AREA ARE OSIGNErro 10 DOOR. THREE STAPLES PER JAMB INTO BASE ON SIOELITES. ACCEPT WATER (13D•TRAIIOL LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE MBS AND SIDELITEL MDR/SIDELITE HEADER, DOOR/SIMLITE JAMBS, AND SIDEL(TE BASE RNERS ARC COPED AND BUTT .l0INEIL DOHS SMALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST 118ITWE PRIMER PAINr VITH A DRY FILM THICKNESS OF 0.8 (O 1.2 MO- FRAES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ TER -REDUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS OF DB TO 12 KIL SILfRUQ a I MINIMUM ENl$DKllr H AD L SILL. IS, R . T , 3/16' PFH TAPEONS MINI14D4 EMBEDMENT r DTE 15) LES A BD 11/16' MAX MAX 48 x 1. 3/4' F.H.W.S 35 PER SIDE FROM JAMB INTO THRESHOLD APPAOVED AS CCM-LYIt;r. m I i I I.E u�UTH F�QIj:y�A 9lDlDtt7C co,:r'c a;T�Tc--7w..lpmc_- PRot C7F1:2 ACCEfj me a N0. 01- 03 /Y. 21 -1020-EW SHEET I W. c i,= til:l — GLAZING DETAIL ST�RVIN VILLIAHI 050A ERTCRIOR CRAUC LATER CAULK UITCRIIR Irlr[RIM 112' ;LASS BITE SECTION A -A OUTSWING MAX OTHER CONFIGURATIONS &a Vv MA7I - 6B 3/4• IM APPRO1iOASCOUpLyWG1YITHTME . . SOM F76' Wll pvm ODE . p,T' ,JUN �Y�� o IIIB606 U1 illd 9 By P�RO T 1IROLMASM rEIPERE o aAss Ru401HG coos COL7PISN+cE oT tD L a U 1 ACCEPW:CE Ito, O 103 /'4•L.I IR 1-•1020—EW-0 WEET. 2 or 6 -_ ulm c 3/4' 80 11/16' MAX EXTERIOR .. 79 5/16' MAX sEcrloN B-B • VOOD HEAD JAMB mmBlH. EV-12 CONHCHIS ---------- 2O . COMPRESSION VEATHERSTRIP 1 1/4' X 4 9/16' MIL. 10 BE PINE OR EOUIVALEHI . V000 STRIKE JAHB —LV- C K NBRAND XS A (BRONZE) 4 ALUMINUM -BUMPER THRESHOLD - EV-13 1 1/4' X 4 9/16' MIL 10 BE PINE OR EQUIVALENT PREHDOR BRAND OR CQUIVALENT TOP CHANNEL EV-05• - I I/4' x 4 9/16' PRENDOR BRANp - 111/16' 6 T 2d lIl) ��pi - 20 GA STEEL -mm 7• 8 Y F BASF FOAM - � NmI-ni n4$H n1141R1 Q DENSIIY 2.0 TO 25 lbs./Ft' 9 BOTTOM CHANNE EV-04 PREMDOR BRAND -1 II/I6' - 20 GQ S UL 10 WOOD OCK BLOCK STRIKE STILE EV-08 • 4' X 9 1/2' NIL TO BE PUCE OR EQUIVAUNT II HINGE STILE- EV-07 cv_nc 15/16: X 1 II/16' HIL TO DE DR CQUIVALENT PINE �. INTERIOR LOCK PREP FILLER PI VW HINGE V000 HINGE JAMB 1110 x 3/4' 11111S. 110 X 2' I'}LV S. I ill .Mj: WB IA q V/Qag I SIDELITE WOOD STILE OB' x 2' FHWS. LOCKSET 010 x 1 3/4' FHVS. VOOD SIDELITE JAMB 22' X 64' SINGLE PANEL GLASS ® SIDELITE TRIM (VOpp) W001) CASING WOOD SIDELITE HEAD JAMB V000 SIDELITE BASE POLYPROPYLENE LITE FRAME 06 X 11/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 4995 0Asc M6tYm'fjnlRE L_ BOOTH FllidQj, U :1 [ P BY 1 PR ttROtp1V1570ry 91I �oauPtlu,•cEOPFHr.E PIl WIMVtAHCE ILO. 01-03 / Y. i I - ti••�w. uRwru - yy0 THICK- NIL TO BE POLYEIHYLE V-15 HAGER BRAND HINGE OR EOUIVAL�T - •097 THICK (SIEI 1 X 4 9/I6' NIL TO BE PD(E:OR EQUIVALENT (4))SCREVS PER HINIZ INTI? OWR TIPSCREvs 11IB>tlpH CACI SIOELIIE JAIU BlrO SIICCIIE 4' IOVN rRQt H/ax 15' aG IIE/1:1 11 1 R REFER TO ELEVAIORI VIEV. FOR I Q SEREVS USED N(D LOCntipRS EV-07 IS/16' X 1 II/16' NFL III BE PINE OR:EOUIVALENT (2).SCREVS AT EACH STRIKE PLATE KVIKS T BRAND 200 L CK OR 11ARlOC BRAND 100 LOCK r ) SCREVS n um HINLE JAHB TRt0 SrQIIIC JAH X IB• 0L rT1EREAfTCR I. B•OOVH fRm Ix B' QC TW-REAF ERBIC JAtIB Wt0 SIBEtiTC JAllt, 4 tUwi fRDI I SCRCVS'Wal01 EACH IBM TRIO MM _MI V-19 1 i/V'X 4 9/16' HTL, TO BE PINE OR EQUIVALENT W-19 ^ N a YL - -1 4- 4 131.- V-20 5/16 x 1/2' MIL. TO BE 21 PINE OR EOUIVALENI W-fQr SIB BT SI JnMBi' AS.14�lHU�i - 1 V-22 1 1/4' X 4 9/16' HIL 10 BE PIRE OR EQUIVALENT V-23 1 1/4' X'4 9/16' HTL. TO BE PINE OR EQUIVALENT 643. DDL-2 HP Polypropylene by ODL IB PER FRAME 10 [Liu 4. CC IL HE AfT R. N 4- LING mL 4• Ur rRm UM RAS Ir OE. IF4$YT[jH, 16E1 m HLWa MI IR ALL n . f-1020-EW-0 SHEET � OF 6 I'EVIiBFi LEIIOI B 1/4' SHIM MAX � TERIOR I 79 MAX16' . 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION PLEASE SEE 'GLAZING DETAIL' DRAWING R31-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 As"rovm- /S COLPLYM%MTH THE SOUTH FL dvu n m -- — — 6• mxj r -.Uuul\ �,uivi IUUNH I JUN,\, 66 7i. Dui AF}:: ,u:a,,ZtyM HarH rte b! nuJ PRE PR*Z4, nmommmwxe Orr MIS] h'CEP0.YCE 1 40 1- O� ] r==� 6• X 31-1020-: W-o SHEET 5 OF 6 FEMUR L[ll[Y U I H DUUK HANEL STYLES 36 MAX 79 rx6 p C30 ®e� a oIH oD�o 0OUO EID O❑ o00M��� 00 onn ❑❑ coo BLANK TOP 6-PANEL 4-PANEL 9-PA++CL 10-P 4-PANEL ANEL 10-PAKL OTHER SIDELITE STYLES 300 -I r-MAX 79 J/16° 0 M X -• SL-10 SL-20 SL-30 SL-60 $L-50 SL-500 SL-69A Sl-69B 120 Do ' DD DD 00 DD PO -I PD-2 PD-3 PO-4 PD-5 PO-6 PD-7 PD-D 1--ul a 9.991 PD-19 PO-19 PO-20 PO-21 PD-22 PO-23 PO-24 0 0 0 0 ��� oaa ooa o00 0 PO-35 PO-36 PO-37 , PD-39 PD-39 PD-40 PO-41 ®0 oa ®a Ell] U00 ��� I p p [70 4C1 u' FLUSII 0-PANEL CRUSSBUCK 12-PANEL 4-PANEL EYEBROW 5-PANEL 5-PANEL 5 PANEE W/SCRULL EtEOROW S PANEL W/SCROLL EYEBROW a o .o0 SL-69C SL-25 SL-55 SL-300 SL-40 OD �D OD aD PD-9 PD-10 PD-II PO-12 SL-9DA A PD-13 o 1 111 _ nt Idi •.• rin� .n m f;n, nl iii PO 42 PD-43 PO-43A — PD-43B SL-909 SL-90C SL-30B SL-30C SL-79 ,r SL-00 as E 40 PD-14 PO-15 PO-16 PO-17 1O i 3� �0 PD-31 PD-32 R PO-33 PO-34 °�•� � w rcr .m g abtFmy 511 L 1TIERS� . N Y YS M 31-1020-EW-0 Puts KS66762 SHEET 6 OF 6 if ace l[U[Y Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software S U N B U RY I& J 3 VAULT PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO4701 47 153CROWN ORLN-CRC SUNI3RIGHT COLONY WAY This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are riecinneri fnr an anelnenrl Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No, of Eng. Dwgs:,33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 �� TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 ✓ A 6-18-02 ✓ Y 6-18-02 B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 .l Z3 6-18-02 -1 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 f F 6-18-02 F1 6-18-02 f G 6-18-02 ✓ G1 6-18-02 ✓ H 6-18-02 H1 6-18-02 I 6-18-02 ✓ 11 6-18-02 J 6-18-02 J1 6-18-02 K 6-18-02 .� L 6-18-02 ✓ M 6-18-02 P 6-18-02 ./ P Field Assembled U 6-18-02 INV # DESC QNTY JUN 11 2003 DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 JUN 1 12003 a✓;4JTICJI''iCAUTICr,? !- - + r de IC,"a;eS .as J idLin ' t pPacticesfor"Jn- licates unsafe conditic�ns':t ,t ' , +. hat couid I uft tn,,personaC injury or damage_,to structures: 1B)-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES Cc is the responsibilitvofthe in2taller(builder, buifdinocontractor, licensed contractor, -ector or erection contractor) to oroperlvreceive unload store handle install and �a=e mstal o/ate connected wood trusses to orote�f iife and Drooerty The installer List exercisethe same high degree of safety awareness as with any otherstructural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing ,d bracing wood trusses for a particular roof or floor. These recommendations are iced upon the collective experience of leading technical personnel in the wood G`AUTION' rThe ourIdes; building contractor; licensed contf actor, erector orerection :contractoris advised f to obtain"and' read the entirC boor<let ` Commentary and Pecornmendations for Fdandling; fnstaIlii1g '( Bracing Con9iected Wood Trusses, ;IB 91"ror�) ts+r r ss elate Institute. yfig— � }�B't•t�Q ,yA„, ' � �� y����E '�W �.$� r�t�Le.75 �'�. ♦'� FJ��r�n _ �„� `�'f,v�, ��ail�U� �o a 5tt�or�,nsiar"n'edrwarn P '»d Prr I�� �, O � ° , +t ail e>;b if'�y'd�x� >m�1��, �Inlrn r F • u�!►,Tl!�� {o�u..E�f�q am �tY��s,ru¢ttires n =J {741AnNING �WRNING�descrabes a'condition r"t{ - !. where, atlw e o elloywms rlacisons,coi��drresttittn �.. '�.16 {c� i !�'-�trf'lub�t`�''l"'✓a.+ Wi: al 6C r:' ' I f I (, �;seuerepersoalt��uty orida►rca'ge to structures. 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 cr. installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This 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. CAUTION: All temporar bra cihcshouldbeno:less than 2,4 grade rnarked.lumber.:AII connections should be made with rtiinimum of 2-16d nails. All t USS-2- assumed 2' on -center or:IFr s. All malt, -ply tr asses .should 5e connected tocs i,� flier accor- r chance With d'esi,gn drravvings prier" t'o in taiiation. TRUSS S r O —A- &c , C:AU ION:'TrussesshouldnoJb-e '. Ltnlr,-4 d on rough terrain or ever. surfaces vwhich could cai darnage to`the truss.' ;; r;, a`CAUTIOyNtTusses stori d horr�ontafly should ne:: n I- t .:� ki F rl { A iJ 1 3.L; ; 3 �. F. I I { AI d,pn�blocFct g,to prEvent e�ucessive lateral .; is a `f �. �esl stored avert) v.z tr ;ic�ulc� .7r ar:�Ma� ? 5 5'�"u�k m b 1: > fi �i SFr. S —rM rr t. rl,bencitn yanr�,tlessermDtsiure�garnl��+��1���;`�("��` `T' :Y� F 4`rt_.c,cr� �, larevcnttoppltng+ortipping. Iti� �II.L,.1 '!!'S�.. bFi7tHk F! k 1 T P fr 1' -1 "h'I 13:°tile�211 MIS 1rt?3):s1 4 1, dYX Zr)�CY I � Jjdlui�! f I�w'T�4`�,Ub4te1gRiliiNs1IGGaa €reDosinio d�-hff•.4 FJ` Md - -x, rron-.. nosntor;bu.fr.�dalpsui�.Lie ¢{�,ra nLrF�JI,��.�-it;er?�se,tIstanbtngrye` r r , r4p erg br rid.poand breakbdsuntlrbunctles'; 'Sri, r w •:-?J.�- f �i,=avt�'�itAt Nfa r6 l_:. .����knpval �yo�a.v..Fol4cly tfEtn a�fsttndit cil�at:; russl1e ':',.tf• ,a� _•-„ , ,are laced rn>a stabl_e,hc_�.i�lzon air, ostiioel � Ear•.„in_ ,fit �4'C'+t?r. r' S �Gv4p1 IAR IN©� Dry ro,.'II u' yp D GERM Walkr �'° g= q •�tf;�a uA' .�?t.t r - t '. `� i .I n.."°pe,."_SSESa jibe% G4 , h4... r �>i:., °' r.'x4nf .ti ' .r.•ut.lhutl .+ �' ,.,h6Y��l a L 'ct ��,,ban,d��Da}not�Lu����c�a�nagec��'truss s"�, ��( � �- i , e;: rem•e.l��cia gero.us � �J r'� 1 i I I NI !r 4. - 14 e! S I P ^'" S�,t 4k f"M� � - n d r �� ' .. i .. „ � ...f'j• . �r. � n �'_! �F,4 ,miY!'i+s�rf...'.�.A 4C:1 :, IV IIAilfuivlm$.:J A�a„}r�•, r�.,- rm�:�..•...-+.: Y�ut'�4 r�+��;��3Y,u:Sri�lfn�t'kiJ, et�lV.�f�3,�`1t1-n..t 1�it.7�`i..f.�b l.,,,,..., i?. Frame 1 Tag Line A70, LEI IS Ma" rIM5 40i M011 IN WIX ............ 11 !11 1 114 MECHANICIALIro i,ifNSTA LATION Ground brace diagonals (GBD) Ground brace vertical (GBV) Backup . I/V f I ground I stake Driven ground stakes Typical vertical [-----PT attachment an -king 7j, Ground Brace Verticals (GBV) Typical horizontal tie member with multiple stakes (HT) ��'trusz of bra, cup of trus— (E B) Frame 2 li.r°� t4llll aIlh�i Pl �tll�"Rli"I��IkS�111i1 LDI l hl ' ! i�It Inl 'aflll ' !I il�ll� rid , 1.CHORDIrlICHORM12 III 1q� I II'I r 1' �i9lilllo�'!x �]7 6A„ONAL BRACE 4 or greater illid'Ipti, p�l 1p��hAINIMUM LATERAL'6Fdg,CE"0ITCtidill ` SPACI� �•�� � F U to 32' 4112 8' 20 I 15 Over 32' - 48' 4/12 6' 10 7 Over 48' • 60' 4112 5' 6 a Over 60' See a registered professional engineer r j' ✓ j /` DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 's \ 'o " t Asp s\ om C, Top chorda that are laterally braced can buckle Logelherand cause collapse if therein no diago- nal bracing. Diagonal bracing should benailed to the underaide of the top chord when purling Continuous Top Chord Lateral Brace Required areac led to the topside of the top chord. PjlT ED TAUES VVARRIING: Failure tofollowthese recor-imendations could resin 4an ` severe ersoral injury or carriage l p wage to�trusses or buiidirigs. p TOP CHORD I14 II'I,' I !' i11id16tUM iin Tv� CHORD Iiu�i�l!l'ii DIAGONAL BRACE ], PITCHU to ERAL BRACE SPACING (DBS) oP�N' FFERENCC DISPACING(LB .l. S)' # trusses] UP to 28' SP/DF I SPF/HF 2.5 7' I 17 12 Over 28' . 42' 3.0 69 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer )F- Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Tam Chnrri Lateral Brac Required 10" or GI Attachment Required - All lateral braces lapped at least 2 trusses. 12 S r-- r F(e •. ' G' r:�0� .Cry �---- ry y�5 \,Z,� 7aQ chmda thalaro laterally braced can buckle ,5 QQ togetherandcauaecollapeeifthereiancdiago• . l 5 nal bracing. Diagonal brecing abouId be nailed ,` to the underside of the 1,7p c'—d when piadina are attached to the topside of the lop chord. _ (. SCISSORS TRUSS Frame 3 VIM 5""1"� En+i )l a Chords dingbnal I end of the build p11_-,ir1C1 zs tole chordic 9O,IAiIw1 df yr4 S i+'Alfo ' F o s -� �q t lii1'4',�V.�gY' >kit a f��„-�'r �1�k4 yy�la t r,+ iI+�Y 7 � a �kr�•r iY. r ,,, la � d + .+l --« ' ;. �` )h•, �{ i �I �q�,!,I�VT?YN�F7Cli '�� II�II I I III� I II IIIIIl�Ii I. 4I �II I'' Ix ��V I ry 6 4NYI 'SurN�'qJmWiIiIuuNI I °OTTI C ,NORD I�Gs E Br lNY �cPpgFIUl1Iip�Vmpl OlA°srC{DHe„ BO S ,R� c,CI E E sC1FlGIu. I uA"I" !S!P!�AIllliNl�I � u lUliNlHl��(lIlI�!�I�p�� I� Up to 32' 4/12 Over 32' - 48'1 4112 Over 48' - 60' 4/12 Over 60' See a registered ��IdI or�5L'Si�IA'IP�0IIII�htAUIf��INNi�Gl114r�lIHuCdII�VII�!�I#I!'�1 15' 20 15 15' 10 7 15, 6 4 professional engineer k u „`tip AF,"'Aouglas FIr Larch SP Southern Pine eml Fir :r 'R?,4�'p � „ry SPF Spruce•Pln -F;r ''jYlrw', xi rix S r lateral braces 5 'I` fa ed at least 2 trusses. } nyrt �4 •i 1 Ny 4i� , IIIIINNIII IIIIp� 1 l .,' i rr�t��, �r111%*h'o Igm�,A�l�iwlmwxl�ll IiC�R��P Il�l� � 1 1' 4 1 II; Cross tur:acmp repeated end o1 I e teacil ° Ii�t I �rtuifding and.at 20 l' N I , f.'I,;'r �j 1 fll I ,I j l II ll III � j I f III u 'II I u I � I�NCII' . ��� ''�;hl'I�fal1 IpII� ' � I, IUIUII�W� 1�G VIIIVU✓:i(�if�'' I AN } � IiN�IWli,ll TOPNCORp.. Ta rC ORD NxXlhq 1,«MXlli"m NI�1 G0 I •1 ll I� I� N n�: ;SP,A ,L. � NIII'yl'II�I� ��I I I I II ( I 1I I1' ff 5 � jll u u 11 DEpT IY �yq dlll��l,lill6�l III I I I IINIIVN� I I III�jI N� I ION A BRAC III I„ 1 h„j�� •Ir1iI,tILl1 IIt11XM I. i M ml. III I II�. S ,,ACID'. /pBl�, I Fua91hF u I Il nlnjl7,lanl I. �:+:.�. I'IId I I G�II�1 Ill IlamuiLlln�Hll�lluu.' S G G LB I I I I 0P ��� trusses I �II II II II IIfIII,JII,,Ih f IIhI I1I �p�� I�p�A I'I �phl � y SIJ'�I 61111!utN?1Nil�l���l iN.11 I 1 II II!1 L�I�'uWliNl'p�ll�lhl'�� ,,. II SP/DE1i�VC HF iG lu sr 6 4 5' 4 2 Istered professional enG neer iern Plne ., ice Pine -Fin 7. la f{,': , fill N,91 ,ti 4L I I'. kII 1 rl�11r f 'r�r i)1177 i �4� t' 1 ` I fI 2z4'/2x6 -PmAR�AI'LE `I��il Continuous r li I Ih IU.��AWh4Am tl111MINllltll I I�( - 1 CHORD�II�T�IIRUSS` F`' To Chord IIIL19 uIIAIIIIIIININIIIINMIIIINIIIINIINNININNIIIINIINII I i1�5 t Lateral Brace T Required Top chords that are laterally braced can buckle vl ' together and cause collapse H there is no diago- 10'orGreater net bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. Attachment i Required L, 0, j - /� J 7✓T�u J (fir ) Pe j FIN, o .30 of greeter, f � ( I dup�fca I 1111h,I I I- "system- if�1Y - r. W '� �ts��l"��"`�y t rsua� I uNI LF10RD'{I `. ,, -... IX nuue I I II 1 XNI .• � iC. Contln UOUS - __ 'I ` i' Top Chord Top chords that are laterally braced can buckle ' - '` I' Lateral Brace togetherand cause collapse ifthere isno diago it L "' I, r, I �'' I ' nal bracing. Diagonal bracing should be nailed Required T �� to the underside of the top chord when purhns are attached to the topside of the top chord - 10" or Greater —'1 Attachment Required —� 1 Q t N I'ssr j. X. ..'6,.-._,:I:rs��- / / /� / ��/. / dal. ,_ -:�.: .. oci.-'r,n. .' .....•, .. l M un m 1 a uy a; �thei ^', �NaGi Ili in4• In� RDy ryaia� DIAGONALV�B#ACE " G}�i4M� SPAN+I�k�Nr f;hj(1TCHylh�rli �I1(11�11MU11A� 4�p FERA1LBRACE SPACING(LB ) ah SPCING'DBS�" 4`l[tus�"s]�4�( L.: ArI .SP DF si 'SPF' HF:,:i U to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 I 6 Over 42'' 54' 3/12 1 6 g ur - uougias mr-Larcn SP - Southern Pine FIF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetherand cause collapse if there isno diago- nalbracing. Diagonal bracing Should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. J{ONO T�lSS5` PLUMB I I Truss Depth D(in) it Lesser cif ��D/50 or 2" Aaximum �rl Plumb Aisplacement Line 4 �rcecorrrneni INS T A''_L T ION TOLERANCES ,M.H e x' .... ,:. 1.2 —73or 8, \ greater Length L(in) All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required r 10' or Greater I Attachment Required - BOW 12' 1/4" 1' Lesser of 24" 12" 2, L/200 or 2" 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' 77" Y _1 /'in �r L(in) -- a�� L (in) I Vb• 7 6, 108" F 2" 9' ±1/4" L"itin)4"' IJ20o 50" 14' 4.2' 00" 8.3' 150" 3/4" j 12.5' Lesser of L/200 or 2" L "200 F200')3 " 16.7' ' 20.f3' i1-114" R OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATIONV TOLERANCES. h's ., dui_/ . JI u. e • 1.h u'.t� ns t5, .:_. m+�r#I �r t1 y_v Qeli�-v _.ft ! S s8G11/d 1Qnt, Et[s ac rl�r Frame 6 X4RONDA STSTE1.eS 4005 Rfaronda Way Date: Afarch 5, 2003 To: Buildiaor Department From: Maronda Systems Torras Ponce Professional Engineer State of Morida #005000-g SUbJect: Valley Trusses Sanford, FL 32771 (407) 321.0064 Fa-- (4E7) 3Z1-3313 All v>alleytrusses labeled VT-f time IN are covered under the u in Ehe tress acltaQJ �eareral -alley she r3rov�icied F _e si=reed and sealed try the engineer of record. T he connections are noted on the structural info sheet of the plans. kli criteria of the •alley trusses are noted on the -general sheet. If You have any questions Please reel free to call at 407-321-0064. Sv�t�e%refs, T'o� Pence, P.E. Date: 315[o 3 l his dNgn b for u, mdlvidual b,dldh ga eomponentaM has ban based an b,fo,maUon Provldcd by U,c dknL the dolgncf ,Ltsdalms u,y responstbWty(r damages as , melt of Gutty or Inrnrreel toformaLion: spccUlmtlans and/or delgus (ndsl.ed to tho lr— defg.— by the c11—t and We —,redoes or I,,,,_Ly al Ibis bJornnuon as It moy (talc,. a sp- clnc P. Ject and acccpL, no , Porss,bUlty or u.,Lse no coohul alth ,egad to Gbrtm- not� h+nduoy ab,p.ocn, and hss,ana Uon N t--ld-. ThL, tn. has been drsigned ns u, Indlvld—I buR,lmp —1—A h...cordon,, wlL ANSI/TPI I-1995 and NOS-97 to be Inen.poralel s Part of the b..fldlog dolgr, by a B„u,Ung Dolgum hrglste 1 ercbllat or ploleslonal cngtnea 1. whc.. revtawcd for aPPI—I lrythe b,.BtLng d—in., the dofg, I..ad,.,p'shoa•r, Intel be checked In be su,e that 0, data shown AIc bl "VT mt mlth the ImJ bulldh,g _a_ k.ml ct ^,at�.cconls 1'" "b.,l meat"'' Imda. Pm) l IP-111-1lnns or SPcdal appllcd Imd, Uaalus shown- ho' has mt be . dolgncd for storage or ocn,Paney 1­16 Tllc d-lo, assmnn rn,npresslon chords (top ar bottom) uc _I,,o- o,uly bnccd by sbo 11,1og ,odoS othcnvlse apcdflctl Whv bourn. r:bo,.ts 2.lonmon. t rely b.> Ia —my by , pmp,, 11, aP}Wo` ngld ccDh,r tl.ry shoold be b,aesd at a roast-.-, ap Ong or 10--0- o.c cnonrdor phle ,'ball be man,Jaas„c,l Imm AS Wppcd galva,dred Sled .,_Ah,gaug, hotT a0 0 A G53- Gndc-10, "'"'leis oUrerwlse shg AS FABRICATION NOTES llor to IabrimLon- Ibc rabrlmlor 'ball ,evieur blc d.awing t.. v lfy Thal tbts dmwt,g Ls M __"ono—dbrwith the fabd—l.e, phr,s end to mitre , r,.otm,nog raponslbWty for sudr vul- IoUnn Any dIna , o. a e to be P,.L h, "'lung Ixlore cbinng or rah,h,Uon- 'hto shall not bo ImtaUm mar knolhol_ nob or dgtnrtcd gram- Alcmbora shall be ad r ngbc n,ung —A W wood bmrtng. Corr- ector PW/ abaA be lomtrd an boll, faco of ae b,us wltl, nags bdly hnbcddod and shall be ciPl tct 5- -Ida x 31 'ong. A 6.8 plate V 6— Ide x 8' long. SIo1s (hot-) „o, Panlld to v b6 ; sba0 mIcngth eet at tlm cen, iless olherwtse'bow.,, Co,.nt mid of wecctar plaLe ,u- minlm.m„I,- bard on U,e Norm sty a�n ,d may 1—d ro Iro I_iosat lvr n,ta b. band- iganJ/or ocrltnrl'Iresscl, 1h11 U—Ii, not be bb.--L d ml W d ,, e lard—L tro (nl nbcr wdess oU,c.wtse slmw,� Foradditla" mmabnn nrr g,.ahty cenbol ­[v to ANSI/TPI 1-1995 2ECAUTIONARY 1401-ES b,acing and a wn rccomo,cudatmns are 1c fo'k—d In ,¢o, dance wflh -11a Wd g IaWng Jk )trod.(, Bud-91. Truss. a,e to I,a,.dlcd wttb I par llndar mrr: du, Ing bundb,g r Ulm dd-7 and Inslalhnon to ,vald age. T®pora.y and pe,manv,[ eraclog holding lr, In a erra/Cbt and plum b pos_ snd (or .eistb,g L.teal ro.c.a sludl be �O,ed and L—t-11 d by oUim- Careful b—d- U csscnlbd and cr,xtlun bmch.g h always dfcd. Normal pramuUunary ad ton for ses rryub¢ sad, 1-ol",aty bmdng during a llatlm between hussy' to avoid lopfdmg dommomg. The sopc.�lon oI _,lon of se shall be under U,e mntrul of pasolls r --t In the lustalla Unn of tr,.ase- 'Ssmnal advlm s1a11 be sought Unreded. cnhatlon of mnsL.uenon )nods g,c,trr the deign loads'ball not 1 e arphI,d to ,t al any Umc No loads other lb.. lb. - ea the acctn.o shau be appucd to :e n lUl alley all f AM11,g and bndng mpld. t_ MONO VALLEY VALLEY 7RUS COMMON VALLEY VALLEY MOISES III WO: VALLEY SEi IF LESS TIIEII 3.0.0 THEN MOVE DIAGONAL IYEB TO NEXr PAtIEL E! 2r4 f 214 OR 5X6 OR Nx6 ]16 DIAGONAL VIERS 7Aus 1416 2 r 3r6 REUUIREO WITH SPANS \ GREATER THE1I 28-0-0 3.6 II � II � UPPORTIIIO TRUSSES PPO VALLEY TRUSSES (Uyp,) RTING TRUSS COMMOII OR GIRDER U . . — COMMON TRUSSES (rYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTAI2 @ 4. O.C. - VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET 0.0.4 as 3x6 214 214 214 Jx6 MAX. 6-0-0 O.C. (TYP) I� TOP CHORDS: 2X4 SP 92 BOT CHORDS: 2X4 SP #2 WEBS: .2X4 SP N3 VALLEY MEMBERS TO BE SET PERPE14DICUI_AR TO TRUSSES BELOW 2x4 on t 415 4110 2.4 3x6 316 oB t 4x6 2x4 s 2x4 TI: yr -" CA It) VIIIER OIGAOIIAL VIEB PRESERT USE 4X6 PLATE (1) IYHEII 110 DIAGONAL WEB PRESEIIT USE 2X4 PIAIE VALLEY MEMBERS AT 24 , O.C. I IYP) 214 3x6 \211 � VANES TT UP TO r 2X4 2x4 lab MAX- TRUSS SPACIIIG MAX. 6-0-0 O.C. 11-yp) BELOW a (S' O-C. SPANS UP TO 60-0-0 IT IS NOT REQUIRED TO SITEATIi TRUSSES BELOW VALLEY SET- VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. TIC MUST BE CONTINUOUSLY 1111ACEO BY ROOF SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORUS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 1 Ud NAILS OR (1) 16d NAIL PER INTERSECTION,. OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WED WITH 12d NAILS AT 8' D.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; (JAILED TO FACE (S) OF WED WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTIi_ ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG I. TWO 2XG BRACES REQUIRED 014 ANY WEB EXCEEDING 14' l;XC1 PT AS SDOWIY 17t V,- 1 S.Al>L - -11 r 17 20 CA ll''EWED PER ANSM'PI 1-19J5 .5u11ITpt-lt•WARNING. =Systems' • READ ALL NOIES ON 1IIIS SI-IEET. �LBrls ©� o n D.C. COPY OF 11-IIS DRAWING TO Lng_ Job:HA BE GIVEN TO ERECTING CONTRACTOR. 1►IY g: 4005 MARONDA WAY BRACING WARNING: T)Sgur: 'rLY Chit: SA NFORJ-1, I-L 32771 (107)32I-0064 r.., 4p) ( ) 321-3913 BraCing shorn, nU U,1s d,awtop b not erect)-, brad"' whldilz.Par(n(U,ehullWn des g-,vbrdhndo Tonal tinch,g or g lg° anA whld, .J L LiVC •t•I, xG.11 (AST TOMSP f ONCE P_L-. stnlnar htacfn shown Is for Ulna! su must be cv,nldard Ppntt al to by the bulhllo 1 1 g Ucrde to nn Lv mrmbe,s only In reduce buct(bog length, e:lor ).tyro) b,actrrg Ions mu,l l J)Gil t '].() ILSr LICEPISF. #005()068 IR90 GREE1l0RDOIL CT,OVIEDO,FI_ cacIDg Ptrni ,l cndi snd specifies) lo.-a (ions a_trsn„nor nJ U e n "'tam do a 1 Bnnn,l b,acmg of the t 11 sbucLure may t <. (Dux' Ph[e 1„sUtnte, TPI- is lomled cq.'bvi. (Sec Ill"'-9f of l vll. g IJC Live 11.0 J>Sr 32766 at 583 D•Ouohfo Unva htadisolL IVLICUM;n 119I. -- .tic llearl 2_0 T,=r . - Vvu- VALLEY EET� Truss ID: VT Dale: /1-1.1-01 DUII:(:I - Lbc 1.2Tr DOII-c1C - I'll: 1.25 o-C. 5))ucilig: 24.0„ U2^.Ign C171Fylicl7 TPI Code, Desc: t-'CJIL lV INFUMVIA11ON This drsigll is far an Indiladual buddblo component Turd h- been basc,l on Lilv,matlon, provided by floe ellenL The designer disclaims any rapvn3lemty to, dm,.g, n. n or ranitf or Inconel:l Udminuuort- spcellltauorts and/or des lgn: lumbhcd to the Ines d -Igroe t y Iltc cllud and I Ilc concctness ur accuracy of n,i! Irdannollo,l .a It n,ay,clnlc ra n�Po- -file prolcetand io epls „o —ponsibil L, or —cil- no couttel with ,egad to rabnct- Ifon. ha..dlL,g, aI,lpn.c rat and bulalla Uon or ,r1..a o- "b" ,..,m Iw be ,I—lXr d .• .n Indlaldual building cnmponcnl In accord, tvfll', ANSUTPI 1-1995 and NDS-97 lv be b,cnrponlcd — pan of U,c bonding doigo Ig 1 I11111ding Dnlgner Il hn'I red mehncet nr pl olo31vna1 engul-1. Mien ,cZo,d for opp,oval by the b„ilding design, the design Lodtngs ahu,_ ,ul be checked to be sure licit Une dal. shm ue In ag__c t ,viUl the tool buudlnp codes. fool cli,noue 1:Old' Ior "U,d orsno,- Ioads- P1nJcet-t•cclllollo,n or spedal appikd load-" UN,3- -li-- Iru- loss not been d-ip,cd for stwa>;c ur u<eup—ey loads The d-ign asslnncs eonnplmhnr chord- (lop ar bnitoml are eonllnu- usly bmecd by s1,a U,b,p unl.ea3 aU,er , :pruned. Where bnuom chenl3 in lend.. not fully b—d f,I_fly by a Iwopeall• appued nghl -thug. they shoeld be bnrR,l .1 a r asbnw ap-cUog yr 1 V-01 o. - Cnnnc,:lur pFales shall ire manufadured Imm 70 gaog- hot dlppcd gal. ued,tad on —Ling ASIA(A 657" Cr.de 40. onlcaa on),-.. a1.__ FABRICATION NOTES p,lar to rabneo Ovn• the rabdc,mrsluU re•feer Ulf. dmni„g Io ",jr, n,at u,h d—ing 1, in mnlomranee,.ILI, the Ukod-l.ds plans arrd to n:a Utc rnnunurng cop —Inlay fen such _e Ik.lron. M,• dl.c,cp.nelo 11, 10 be put 4, —1,Ing Wo . c-IUng or labdollon. rbl- shall not be tnsc fled ­1 hnoll,elo• knoll or dL lone,d g,vin- M.,.ben 31,aU be cut I- light filling Hood to mood fuming. Con- cl:rnr Plato shall he 1-11l d ,n, tolh ra_ of U,c Irn- Wit, „alb hdly bobcdd,af ar,d s1,a11 be slm. about s U,c fount un)' olhcrnfsc al,nnn. A 5s4 plate la 5' wide a a- Iong. A 6s9 plate h G ,vWc a n' Iong. Slots (hold n n Pa 11,1 to the pole Io,pU, spcedicd. Oo ddc rut-• "..+r:h ndurs shall mecl at the cent old of the ,.eba u,dw olhenaclse sl,o,n,- Connector Plate sn- are n,l,nlmw„ afro Inl scd on the Irncc- sl,v,•n and may need to be U,voscd for cu Win hand- livgand/or crtcllmn atr�G- ibis truss b not to be labn1 ,,d `u)' Ure rcb,l6ol Uoted lumber onda utjn, shmrn. For lddluonal Ld—n-U 11 0--Uty Control ,ci r to Afr51/Irl 1-19% PRECAUTIONARY NOTES III 6nc4,g and ucct Urn rcconrmcnd..... ore o be [ollen': U accv,dancc ,,ILh'HandlL,p� ,sbilL.g A U-enlr- 11113-91. Tn are to s handlcA ,Ill. parucubr -,c du, b,g banding nd bu,.dlh,g. 1I.Uao,y and ,n.L.Uanon le .cold .m.ge- T.-Po-7 .nd peoo- r nl b—ci,,g rr holding In— In 1 A-leld and plumb Pn-- lon and for l hw,g btc—I I.,,e— sto" I, ofencd and 1 -Ullcd by oth,Z- C f-I hand- -9 Is r i.rolkll end crcclion bracing Is .],gyp ;quucd- Nomtal pruau0uual r action Ipr vcso ,t.lulra such lornp—cy bmctng during Is121bUun bellyee0 UUss[5 to scold lopplIng n"1 dominoing. The super.h,vn a __tl.n of iwa shall 17e (undo floe sue„ trot yr persona rpc,lcnccrl In if bssL ad�llatloil of Uwsrs. rofaslonal vice shall be sought Ir needed. o ent-un, of a muueuv„ Iea,Ia g,ea1U Into We dofbn, loads shall nut h. applied to - at any fl,,,c No L.d< Oil— th:.n U,c . dgi,t of Ib< rr•.cios ., h.,II 1.^a pppcd It. Itl3� u,dn .I¢r all In�tvd,q. an•1 hmcln.g cunn,klcd. 1 t v/ I ILIVIJ HIP GIRDER TYPICAL BLoc 2x OF WO: II11'DUAIL TI: HIP Q1Y:1 DLOCKING ADDED TO TOP CHORD STEP HIP TRUSSF� Tn �1-lnr�r�l,1 W/ y� -WARNING: READ ALL NOTES ON] . HISSHEEr, 4'AdIICOdI(�il S�S1te�j1S A COPY OF 11.11S DRAWING 1-0 BE GIVEN 10 ERECIING CONIRACTOR. 4005 MARONDA WAY BRACING WnRNING: SAIVI70RD, rL- 32771 a acing :he.m e,r Jhm dra -I'.P i „nr cre.:uen blare„e. • ml b,a clue. tat h,a U, (407) 321:0064 Fax (1107) 321-3913 I sl n.n 1m ro la�trraOf �l a, ilebdnat ^g do-s mend ,rldcl, mini b- cen3me,e� hr the buUd'uR jci ni6r b,aeb,g TOMAS PONCE P.E. m,dc ln.1 h'on t laleta1 "t rl .t "I'll oi h-tn reanee I—kil gh,gm. p;ar In„-e;;,;;;t � mving AddlUoual bracing o1 11,e oeenll _ I. PecUkd bacallon3 de4nnhnd by the buUdL,g daip„cq LICF_NSG d00500G8 Ilan -Fate Ins Utute. TPl. D loolad�alt 5ba ool na, oeU, ,e (nl.aeo.e ten::e..,r s rlvi. 1B90 GIiEEnURUOK Ir.OV1E00•FLJ7766 91 of lPll. /7n rr rrr- Afn.rir Ellg. Jub: —� Dlyg, I)sgllr: TLY a1c: TIC .Live 16.0 pS[ ,UC Dead 7.0 11sr BC Live U") psr RC Dead ,Ill-U psr "I-OTr1L 33-� ,,F (Truss ID: HIP Dale: 10-20-OU I—DUFUC I b ;i — DUrI'CIC O-C $IJGCIII�: 2rl Om Desigrl Clileria: I,,, CCJCrc-,: Desc: V:Uk s nn- JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs fumished to the true 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 —raises no control with regard to fabrtn- l7on, handling, shipment and Installation of busses. This truss been designed bdesigned 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 archltect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must he checked to be sure that the data shown arc In agreement with the local building codes, local 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 Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. "'here bottom chords In tension arc not fully braced Literally by a properly applied rigid telling, they should be braced at a maximmn spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ficallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates sha8 not be Installed over knotunol-. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully onbedded and shall be symn. 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 sl—tiled. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing ✓§ Bracing", HIS-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poi Ition and for resisting lateral fore s shall be designed and Installed by others. Careful hand- ling 1s —enti I and erccllon bracing Is always required. Normal precautionary action for trusses mquims such temporary bracing during Installation between trusses to avoid toppling and dommomg. 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 lads greater than the design loads shall not Ix applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A QTY:1 ==============Joint Locations========-------- 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 16-0-0 7-0-0 11 1 3 5 5X10 3X4 5X10 110 9 8 2087# 3.50" 11-0-0-0 (110-11-11) I 430# 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 G 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. LICENSF_ #0050068 IR90 GREENBROOK Cr.0I1ED0.F-1_72766 Design: Marra Arwlvsts WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on (fits drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which Is a pan of the building design and which roust be considered by the building designer. Bracing sh— is for lateral support of truss mernbers only to reduce buckling length. PmvlL Ions must Ix made to anchor lateral bracing at ends and specified locations detennlned by the building designer. Additional bracing of the overall structure may be required. (See 11113-91 of TPI(. frmss Plate institute, TPI, Is loi-algid at 583 D'Onofnn Drive. Madison, Wisconsin 53719). JOB PA771: C:17EE-IOKUOBS1125,tfPHISUA'IV 430# Eng. Job: Dwg: Dsgnr: TLY ICU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 T 3-10-3 0-4-3 11 20-87## 3.50" I f� (RO-11-11) scale = 0.2094 Truss ID: A Date: 6-18-02 Durfac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the el end. The designer disclaims any responslbUlty for damages as a result of faulty or incorrect Inspecificationsiullon, spec— and/or designs furnished to the tries designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibWly or exercises no control with regard to fabrim- tlon. handling, shipment and btstaBaUon 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 Duilding 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 dam 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 ,at been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied ngld ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS ?,1 A G53. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwbig Is in conrarrium- with the fabricator's plans and to realize a continuing responsibWly for such veri- fication. Any dtscrepancles are to be put in wailing before cutting or labricalion. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting word to w,xd bearing. Con- nector plates shall be located on both faces of the I— with nails fully Imbedded and shall be syan. about the Joint unless otherwise shown. A 5.x4 plate Is 5' wide x 4' long. A 6..,8 pl, to U 6" wide x 8" long. Slots (holes) run pamllel to the plate length specified. Double cuts on web members shall meet at the cernrold of the webs unless otherwise shown. Connector plate sizes re minbnum sLms basal on the fortes shown m 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 Infommation on (duality Control refer to ANSI/7V 1 1.1995 PRECAUTIONARY NOTES All bracing and erection reconunendatlons are to be followed in accordance with "HandlingInstalling & Bracing". HID-91. Trusses are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling u r_ascnttal and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of creellon of I— shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to Inrsses al any time. No loads other than the weight of the erectors shall to applied to I— until after all mstening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 734# Support 2 765# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 5-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -1794 0.35 2- 3 -1582 0.32 3- 4 -1637 0.39 4- 5 -1637 0.39 5- 6 -1582 0.32 6- 7 -1794 0.37 ..BC ... FORCE ... CSI 12-11 1568 0.47 11-10 1371 0.43 10- 9 1371 0.43 9- 8 1568 0.47 TI: B QTY:1 =--===========Joint Locations=============== 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 60 -734 BOT PIN 29-10- 4 1035 0 -765 BOT H-ROLL 9-0-0 12-0-0 11 9-0-0 1 2 4 6 7 6.00 0 U 4X8 2X4 4X8 112 11 10 1036# 3.50" 1-0-0 (RO-11-11) 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, F-L. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK L-r.0%1eD0.FL327GG 9 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing Is not erection bracing, wind bmcing, portal bracing or slmllar bracing which is a part of the building design and which must be, considered b_v the building designer. 0racing 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 delerrmined by the building destgter. Additional bracing of the overall structure may he required. (See HIB-91 of TPId. frruss Plate Institute. TPI• Is located at 583 D'Onoftlu Drive. Madison. Wisconsin 537191. 4-10-3 0-4-3 9 1036N 3.50" (RU-11-1 L) scale = 0.2094 Eng. Job:SUNIV D«•g: Truss ID: B Dsgnr: TLY ICU: Date: 6-18-02 TIC 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: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13799- 3 s •• • ••_ -- •••-->>•• .ten ruffs U--IlCr-LUnVU1131147MYlfUUA•fV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer discLalms any responsibility for damages as a result of faulty or Incorrect InfonnaLlon- speelflcauons and/or designs furnished to the truss designer by the client and the cort tress or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no central with regard to fabrica. tion• handling, shipment and Installation of trusses. This truss has been designed as an IndhiduaI 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 amhltmt or professional engineer). When reviewed for approval by the building designer, the design loadings shown must he 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, Iruss has not been designed for storage or-,.pancy 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 rigid ceiling, they should be braced at a maxbnum spacing of 10'4r o.c- Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS NI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that tills drawing is In conformance with the fabricator's plans and to reall- a continuing responsibility for such veri. Amnon. Any dLscrepincies are to be put In writing Ixfom cutting or fabricalion. Plates shall not be installed over knotholes. knots or distorted grain. Members shall tx cut for tight fitting wood to woad 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 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 specdied. Double cuts on well members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mbnhmum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This taus is not to be fabricated with file retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconuuendallons are to be followed lit accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Won and for re,iLsllog lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and election bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the hulallatlon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not he applied to Irusses at any tune. No loads other than the weight of the emclors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 727# Support 2 769# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LAAD DEFLECTION: T= 0.03" RMB = 1.15 1 Q 6-3-2 0-4-3 TT� 1 R 113 1036N 3.50" 11-0-0-0 (110-11-11) I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251rph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1777 0.42 13-12 1536 0.40 2- 3 -1435 0.40 12-11 1534 0.43 3- 4 -1240 0.25 11-10 1307 0.39 4- 5 -1240 0.25 10- 9 1534 0.43 5- 6 -1435 0.40 9- 8 1536 0.40 6- 7 -1777 0.43 4X6 3X4 4X6 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPl 1-1995 Lmaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK rT.0%1EDo.FL327F0 Design: Aldrrir Analysis 10 VVAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing• portal bracing or sbn8ar 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 mernbem only to mdt- buckling length. Provisnons must be made to anchor lateral bracing at ends and specified Imntlons determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). rrruss Plate Institute. TPI• Is located at 563 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PA771. C.•ITEF'-LOKUOBSUS,ifPIIIS(JNIV TI: C 9TY:1 ==============Joint Locations=============_= 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 23- 7- 4 5) 19- 0- 0 10) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1035 81 -727 BOT PIN 29-10- 4 1035 0 -769 BOT H-ROLL 6.00 Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psr TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 5-10-3 0-4-3 R 103�6NjI 3.50" 100 - - I I (RO-ll-11) scale = 0.2094 Truss ID: C Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual 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. 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- cNc project and accepts no responsibility or axemism no control with regard to fabdca- Lion. handling. shipment and Installation of trusses. This truss has been designed as an Indlvldu.1 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 w engmeerl. When revIced for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. p ject specifications or special applied Inds. Unless shown, I- has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should do braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to Lahti -Lion, the fabricator shad review this drawing to verify that this drawing 1. in conformance with the fabricators plans and to realize a continuing responsibility for such veri- ❑e atlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for Light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully hntedded and shad be sYm- about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6.c8 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 webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additi-I Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection reconmlendallons are to be followed In amonlance with "Handling Installing R 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 stmWit and plumb pos- Itlon and for resisting lateral forces shad be designed and Installed by others. Careful hand. Ong is essential and erection bracing Is always required- Norval precautionary action for trusses requires such tonporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be appllcel io trusses at anv thne. No brads other than the weight of the erectors shall be applied to trusses unit] after all fastenllg and bmcing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 7-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of cm>ltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1768 0.50 12-11 1525 0.41 2- 3 -1304 0.47 11-10 1522 0.41 3- 4 -1107 0.29 10- 9 1105 0.28 4- 5 -1308 0.48 9- 8 1522 0.41 5- 6 -1768 0.51 8- 7 1525 0.41 TI: D QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL 13-0-0 1 4-0-0 13-0-0 1 2 5 6 000 0 R 4X6 4X8 30-0-0 F: 6-10-3 0-4-3 T7� I ll 10 9 8 7 1036// 3.50" 1-0-0-0� 1036N 3.50" (RO-11-11) I 30-0-0 SHOWN1-00 0- (' RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENDROOK CT.Ov1EDOXI-32766 /)ere.. Al-;, A.,..l..- WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing Is not erection bracing, wind bmcing. portal bmcing or slnnilar bmcing which la a pan of the, budding 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 budding designer. Additional bracing of the overall structure may be required. (See H10-91 of 7Tll. muss Plate Institute. 7111, is located at 583 D•onmfrio Drive Madison. Wisconsin 53719). Eng. Job: WO: UNI Dwg: Truss ID: D Dsgnr: TLY Cli : Date: 6-18-02 TIC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf v•n,c n7 no_ 1100`11 w TICS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibidty or exerctses no control with regard to fabrica- tion, handling, shipment and Installation of Uosses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. I -al climatic records for wind or snow lads, prcgmt specifications or special applied lads. Unless shown, I- has not been designed for storage or occupancy lads. 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 ceding, 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, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gm In. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be locoed on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6.x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -ila ndling InslaWng & 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 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 dombmoing. The supervision of erection of trusses shall be under the control or persous experienced In the Installation of trusses. Professional advice shall be sought if needed. Cone'ntratlon of construction lads greater than the design loads shall not be applied to I at any time. No lads other than the weight or the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 8-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1746 0.34 12-11 1513 0.48 2- 3 -1570 0.31 11-10 1291 0.44 3- 4 -1144 0.30 10- 9 1291 0.44 4- 5 -1144 0.31 9- 8 1513 0.48 5- 6 -1570 0.32 6- 7 -1746 0.37 TI: E QTY:3 =======-======Joint Locations=============== 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 1-12 1036 74 -680 BOT PIIN 29-10- 4 1036 0 -718 BOT H-ROLL 15-0-0 11 15-0-0 1 2 3 5 6 7 R Q 4X6 30-0-0 _ Q n 7-10-3 0-4-3 '12 11 i0 9 8 1036# 3.50" 1036# 3.50" 1-0-0 1-0-0-0 (110-11-11) i 30-0 0 (I RO-11_ll) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.2094 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE. #0050068 1890 GREENBBOOK Cr.OVIED0.1`1_32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection I-Ing, wind bracing, ponal bracing or slrnilmr bracing which Is a fan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss niembem only to reduce buckling Ienglh. Provisions must be made to anchor lateral bracing at ends and specified locations dcte red by the building designer. Additional bracing of the overall structure may be miluued. (.See HIB-91 of TPI). (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng..tob: WO: IV Dwg: Truss ID: E Dsgfu': TLY Clik: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFAc - Pit: 1.25 13C Live 0.0 psf O.C. Spacing: 24.0" 13C Dead 10.0 ptif Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02n2- 13Rn9_ A - v,.muse_-r.unvl 31,m mrrrlauiviv TICS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer dselati s any responsibility for damages as a result of faulty or incorrect Infonnatlon, spectf cations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbWty or exerelses no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an tndhidual 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 archltecl 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 clbnatic records for wind or sm- loads. project specifications or special applied Inds. Unless shown. truss has not been deslgnned for storage or occupancy loads. The design a3s 111M compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords hi tension are nm fully braced laterally by a property applied rlgld ceWng. they should to braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, 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 responsibWly for such ven- fleation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Aferabers shall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with natls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are ❑ Lmonum 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 info at on Quality Controt refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domb-ing. The supen-ston of erection of trusses shall be under the control of persons evperl-eed 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 trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 616# Support 2 714# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 8-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of tm2ltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iupact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1746 0.39 12-11 1513 0.48 2- 3 -1570 0.34 11-10 1291 0.44 3- 4 -1144 0.30 10- 9 1291 0.44 4- 5 -1144 0.30 9- 8 1513 0.48 5- 6 -1570 0.32 6- 7 -1746 0.37 TI: El QTY:3 ==============Joint Locations=============== 1) 0- 0-0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 990 61 -616 BOT PIN 29-10- 4 1036 0 -714 BOT H-ROLL 15-0-0 15-0-0 1 2 3 5 6 7 R 6.00 4X6 30-0-0 6.00 R 7-10-3 0-4-3 '12 11 10 9 8 990# 3.50" 1036# 3.50" �° 30-0-0 ,1-0-0 j (RO�11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890GREENBROOK Cr.OV1EDOYLa2766 n.,,;..... u,.,.:. a....1...:. WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: anteing 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 miss members only to reduce buckling length. Provisions must be made to anchor lateral bracing m ends and specified locations determined by the building designer. Additloml bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss )'late Institute. TPI. is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgfv: TLY Cld;: TC Live 16.0 psf TC Dead 7.0 psf BC Lire 0.0 PSI* BC Dead 10.0 PSI` TOTAL 33.0 Truss ID: E1 Date: 6-18-02 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.l.. WO: SUNIV WE: TI: F QTY:2 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 as It may relate to a spe- cific project and accepts no msponsibWty or exercises no control with regard to fabrica- tion• handling. shipment and insInBatlon of trusses. This truss has been designed as an Individual building component in accordance with ANSIMI 1-1995 and NDS-97 to be Incorporatedas pan of the building design by a Building Designer (registered architect or professlonal enginced. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes• local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes mnnpression chords (lop or bottom) arc mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to cahze a continuing responsibility for such veri- fication. Any discrepancles are to be put in waling before cutting or fabrication. Plates shall not be Installed cover knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood burring. Con- nector plates shall be located on both faces of the truss with nails fully hnbeddcd and shall be sym. about the Joint unless otherwise shown. A 5.x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrond of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fortes 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. Fnr addmlonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling InstaWng B Bracing-, HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Inslahallon 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 eascntlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supc,tMon of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses 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: T= 0.03" RMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 ==============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 Frcffl 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 Ilk 1 2 3 r4 24 0-3-14 3-9-14 I 1 9-10-13 11 Ilk 5 4 209# 4.95rt 423# 2.50" 1-6-2 ja (R1-6-0) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: I Truss ID: F CONTRACTOR. BRACING WARNING: Dsgnr: TLv Cllk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SA N I-ORD, FL. 32771 Bracing shown on this drawing is not erection bracing• wind bracing, portal bmcing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 I-ax (407) 321-3913 shown is for Lateral support of truss members unh• to reduce buckling length. Provisions must bre BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specllled locations detenntned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead d 10.0 sr p Design Criteria: TPI LICENSE #0050068 ffruss Plate Institute, TPI, is located at 583 D'Onofno Drive. Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENBR00K Cr.0V1EW.FL32766 TOTAL 33.0 psf I V:06.02.02- 13805- 4 ,ten rnur: t,:arcc-f.UAVUU3DU,tfrffuUA9f 1/CS: 06.02.02 ' JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 9TY:2 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 Information. specNcillons and/or designs him'shed to the truss designer by the client and the corectness or accuracy of this information as It may relate to a spe- cific project and accepts no responslbWty or _rmi.es no control with regard to fobn-- lion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. )oral cllnnatic 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 assmnes compression chords (top or bottom) are mnonu- ously braced by shwthmg unless otherwise speedled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I(Y-0' o.c. Connector plates shad be manufactured fmm 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmdc 40. unless ath—rise shown. FABRICATION NOTES Prior to fabrica lion. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any disc-Ritcles are to be put In writing before culling or fabrication. Plates shad not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wool to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sym. about the join 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 ccntroid of the webs unless otherwise shown. Connector plate sizes are rnnbttmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection drosses. This truss Is not to Iv fabricated with fire retardant treated lumber unless otherwise shorn. For addluonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmctrtg and erection recornmendaLions are to be followed lit accordance with "Handling Installing & Bmelng-. 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 simight and plumb pcs• Itlon and for resisting Literal forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nomm1 Precautionary active for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The superilslon of erection of trusses shad be under the control of persons "Perienced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design Imds shall not be applied to trusses at any Ilmi, No loads other than the weight of one erectors shad be applied to trusses u"I ll 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 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 ==============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 Frmn PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 Bar PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 1 2 3 4.24 0-3-14 3-9-14 I M 9-10-13 5 4 215# 11.31" 417# 2.50" 9-10-13 (R1-6?0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: V (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cllk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection I—eing. wind bracing. h>nal bmcing or slm[In r bracing TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321.3913 which Is a pan of the building desfgn and which must be considered by the budding designer. Bracing shown isfor Literal support of brow-ision truss members only to reduce buckling length. Ps must be BC Live 0.0 psf O.C.Spacing: 24.0" TOMAS PONCE P.E. made to anchor lat,ml bracing at ends and specified locations determined by the buildingdestgner. Additional bracing of oee (lie overall structure may he required. lSHIB-91 of Tl'i). BC Dead d ]�.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Unnfdo Drive. Madison. Wlsconsbi 53719). Code Dese: FLA 1890 GREENBROOK CLOVIEDO.1`1_32766 I TOTAL 33.0 psf V:06.02.02- 13807- 4 --sr- r.,w,... ion mien: L:utt-LUAVUr13l1vAlYfIIJUNIV 11CS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Idorinauon provided by the dent. The designer disclaims any responsibility for damages as a result of faulty or memreci udomallon, speein-dons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this 114---lion as It may relate to a .pe- ctfle project and accepts no responsibility or eInrcao no control with regard to fahrica- tlon. handling. shipment and Installation of musses. This truss has been designed as an individual building component In accordance with ANSI/7PI I-19% and NDS-9710 he (ncorpomled as Part of the building design by a Building Designer (registered arohlleel 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 am In agreement with the local building codes. Inml climatic records for wind or now loads. Pmjcrt specifications or special applied loads. 1111IMs Shawn, teas has not been designed for -forage or occupancy loads. The design assumes compression chords (top or bottoml arc contlnu- ously braced by sheathing unless .therwlse specified. Where bottom chords In tetnlon am not fully braced laterally by a properly applied dgld -Wng, they should be braced at a maximum spacing of 10'-tY o.c Connector plat- shall be manufactured from 20 gauge hot dipped galvanized steel m-tmg ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fain-tion, the fabricator shall review Ills drawing to verify that this drawing is In conformance adth the fabnealor's plans and to realize a continuing responsibility for such vert- flcallon. Any discrepancies are to be put in wYung before cutting or fabrication. Plates -hall not be Installed —er knothol-, knots or distorted gabs. Members shall be cut for tight fluting wood to wood bearing. Cun- nector plates shall be located on both faces of the truss with naLLs rutty Imbedded and slab be sync. about the Joint unless otherwise shown. A 5x4 Plate is 5- wide x 4- long. A 6,,8 plate is 6- wide x 8' ling. Slots (pules) run parallel to the Plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues te mintrnum sizes based on the fore- shown d may need to be increased for certain hand - brig and/or erection stresses. This tnas Is not to be fabricated with fire retardant treated lumber uul-s otherwise shown. For additional Information on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing 8i Bracing% Ii1B-91. Truss- arc to be handled with particular care during txi»ding and bundling, delivery and Installation to avoid darnage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shall be d-igned and installed by others. Careful hand- Img Is essential and erection bracing is always requited. Normal pre—utlonary action far I--- requb— aueh temporary bracing during InstallaDon between trusses to avoid toppling and dominoing. The supervision of erection of I-- shall be under the control of persons experienced In the Installation of tru- es. Professional advice shall be sought if needed. Conaentralion of constructlon loads greater than the design loads shall not be applied 1. I—, at any time. N. loads other than the weight of the erect.- shall be applied to trusses un(d after all fastening and bracing is completed. JB:SUNBURYI AC: 10# UPLIFT D.L. WO: SUNIV �+ SUiJIV TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4,2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 n tM0 CRCCN.ROOK Cr.nNEfb,Pl-a3la. Defign: Mafrtr Anolyin 0-4-3 A — ON WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. Thistruss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# -TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G 9TY;9 =_ ==Joint Locations======_ ===__ 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc 6-10-12 151 167 -355 TOP PIIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6.00 3-10-3 M 7-0-0 4 28IN 3.50" 3151k 2.50" l 1 1-9 � (R1-1-7)b1e 7-0-0 82k -501r ARE '1'L20 CA TESTED PER ANSI/TPI 1-1995 C/L: 6-10-12 � Over 3 Supports Attach with (3) l0d Toe-Naits Attach with (2) 10d Toe -Nails scale = 0.4854 MMKIVINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%Vg: U IV Truss ID: G CONTRACTOR. Dsgiir: TLY ICU: Date: 6-18-02 BRACING WARNING: Dracmg shown TIC Live 16.0 psf DurFac - Lbr: 1.25 on tills drawing is not erection bracing, wind bracing, portal bracing or similar bracln which Is a part of the building design and which must be considered by the building designer. TIC Dead 7,0 psf DurFae - Pit: 1.25 Brach g shown I. I., lateral support of Cross memns ber" only to reduce buckling length. Provisioutust be d made l0 anchor lateral bracing at ends anspecified locations determb¢d by the building designer. Additional bracing BC Live 0.0 psf O.C. Spacing: 24.0" of the overallstructure may be required. (Sic IIIB-91 of TPI). [Truss Plate Imutute. TPI, is located at 583 D'Onofrto Drive'. Madison. Wisconsin 53719). BC Dead 10.0 psr Design Criteria: TPI •roTnl Code Desc: FLA JOB PATH C:ITEF-LOXUOBSIf2yA1P1lISUNIV 33.0 ,5r I V:06.02.02- 13608- 4 HCS: 09.07 /n JB: SUNBURY I AC: 10# UPLIFT D.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 responsibility for damages as a result of faulty or Incorrect tnformation. specifications and/or designs furtlshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clHc pm)ect and accepts no responsibility or exercises no control with regard to fabnca- tlon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional 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. pro)ect spee01-tions 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. VAicm bottom chords in tension are not fully braced Laterally by a properly applied rigid celling. they should be braced at a maximum spacing of IO'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrt®lion, the fabricator shall renew this drawing to verify that this drawing is in conformance with the fabncatnes plans and to realize a continuing responsibility for such vert- ncatlon. Any dIs mpanclo are to be put in willing before cutting or fabrication. Plato noth shall not be Installed over koles, knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with mitts fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the -.Imld 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- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Imes" & Bmetrig'. HIB-91. Trusses arc to be handled with particular care during b=ding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusam In a straight and plumb pm- Itlon and for resisting lateral form shag be designed and Installed by others. Careful hand. Iing is essential and erection bracing is always required. Normal precautionary action for gases requbes such temporary bracing during Installation between InmSes to avoid toppling and dominaing. The supervision of erection of trusses shall be under the control of persons expcnenced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the dolgn loads shag not be applied to trusses at any time. No loads other than the weight of the erectors slug be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-3-15 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI QTY: ==_ _== _=====Joint Locations=====__-___=_ 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 F--6.00 3-10-3 Attach With (3) 10d Toe -Nail$ Attach with (2) 10d Toe -Nails 1 I M 7-0-0 4 3 281a 8.00" 151a 2.50" I-1-9 a 7-0-0 82a .50" (R1-17) C/L: -10-12 EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cf.OV1EDO.FL32766 Denim: Afmrir Annlvric 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 strollar 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. Provtclons must be made to anchor lateral bracing at ends and specified locatlom determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. Uniss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 537Is). Eng. Job: Dwg: Dsgnr: TLY Cldc: TIC Live 16.0 psf TC Dead 7.0 psr BC hive 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: G1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA HCS: 05.02.02 ' JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H 9TY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclauns any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the cilent and the corectuess or accuracy of this Information as It may relate to a spe- etfle project and accepts no responsibility or e ere"es no control with regard to fabnca. Hon, 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 Ireglslered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown ust be checked to be sure that lire data shown are In agmernent with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise spcclHcd. Where bottom chords in tension arc 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. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwMg to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ricntlon. Any dlscrepancles are to be put in writing before cutting or fabrication. Plates shall not be bnsiatied over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate,; shall be located on both faces of the truss with ..its fully imbedded and shall be syvri. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6.c8 plate Is 6' wide x 8" long. Slots (holes) run parallel to tie plate length specified. Double cuts on web members shall meet at the centraid of the webs unless otherwise shown. Connector plate sizes arc mInlmum 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 ,oiler unless otherwise shown. For additional infonu nation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing'. IHB-91. Trusses are to be handled with particular care during banding and bundling. deUvery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall to designed and installed by others. Careful hand- ling is essential and erectlon bmcing Is always required. Normal precautionary action for trusses requires such temporary bmcing during tnstall,t on between trusses to avoid toppling and dominoing. The supervislon of erectlon of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought U needed. Concentration of construction Inds greater than the design loads shall not be applied to musses at any time. No loads other than the weight of the c—tors shall 1e applied to trusses until after all fastening and bmcing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 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/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==============Joint Locations===========____ 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 2-10-15 5-1-8 4 3 219# 3.50" 110# 2.50" 1-1-9e 5-1-8 61# 50" EXCEPT AS S11O%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICE -NSF #0050068 1890 GREENBROOK CT.0I'IEtr0.FL32766 Attach Nvith (4) lOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W UNI A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`eg: Truss ID: H CONTRACTOR. Dsgnr: TLY Cldc: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: 13—mg shown on this drawing Ls not erection bmcing, wind bmcing. portal bmcing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss mernbers only to reduce buckling length. Provisions must be RC Live 0.0 psf O.C. Spacing: 24.0n made to anchor lateral bracing at ends and specified locations detemimed by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 ofTill). BC Dead 10.o ps f Design Criteria: TPI plow Plate Institute. TPI, Is located at 583 D'Onofdo Drivc. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf V.06.02.02- 13810- 4 11-911: rvuunn nrwq­ JUH IAll C:Ilt-t-LUAVOBSIIShIPHISUNIV HCS: 06.02.02 I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H1 9TY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The dslgncr disclubns 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 fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are nut fully braced laterally by a properly appUcd rigid ceiling. they should be braced at a n a imum spacing of 10'-0" o.c. Connector plats 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 ,-It- a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrtting before tutting or fabrication. Plats shall not be Installed over knotholes. knots or distorted groin. Members shall be cut for tight ❑tting wood to wood bearing. Con- nector plats shall be lasted on both faces of the truss with nails fully Imbedded and shall be Byrn. about the joint unless otherwise shown. A 5x4 plate is 5- wide s 4- long. A 6.x8 plate is 6' wide x 8- long. Slots (holesl 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 slur 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 fim retardant treated imnbcr unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & 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 plmub pos- ition and for resisting lateral fams shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nomaal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervsion of cmctlon of trusses shall be under the control of persons e penenced In the installation of truss. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 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/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I890 CREENBROOR Cr.0yIED0.FL3276G 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==============Joint Locations============ 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 Ilk 1 2 6.00 2-10-15 CR 5-1-8 4 3 219# 8.00" 110# 2.50" 1-1-9 61k 50" e 5-1-8 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Allach with (4) 10d Toe -Nails Attach with (1) 10d 'roe -Nails scale = 0.6197 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: H1 CONTRACTOR. Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erectimt bracing. wind bracing, portal bmebng or shoal r bracing TIC Dead 7.0 psr DurFae - Pit: 1.25 which is a pan of the building design and which must, ust be considered by the building designer. Firming shown is for lateral supportruss oof tmembersSpacing: only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. 2 ,r.On p g: 4 mad' to anchor L teral bracing at ends and specifdnl locatlons deter nlned by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPII. BC Dead 10.0 f Design Criteria: TPI (Truss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. %ladbon, Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psr I V:06.02.02- 1381 1- 4 ungn: marnr Anarysls JUtf VAIN:(;:I/Eh--LUAUU851125AIPIIISUiVIV 11CS• 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: I 9TY:4 DESIGN INFORMATION This design Is for an Individual building component and has been based on infomnallon provided by the client. The designer disclahns any rnponslbWty for damages as a result of faulty or Incorrect Information. specifications and/or designs inmbhed to the truss designer by the client and the correctness or accuracy of this Infoonation as It may relate to a ape- ciflc project and accepts no responsibility or exeretses no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (regisiered amhltmt or profesllonal engineer). When reviewed for approval by the building designer. the design loadings shown must he checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously bracai by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwbag to verify that this drawing is In conformance with the fabricator's plans and to realtze a continuing responsibility for such ved- Brrntion. Any discrepancles are to be put In writing before cutting or fabrication. Plates shall not be Installed ewer knotholes. knots or distorted grain. Members shall be cut For tight fitting wood tin wood bearing. Con. nector plates shall be located on both faces of the truss with nits 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 spmffied. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to lac fabricated with fire retardant treated lumber unless otherwise shown. For additional .,,urination on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to he followed In accordance with 'Handling Installing R Bractnir. 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- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling b essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between (Hisses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced N the Installation of trusses. ProfesslonaI advice shad be sought If needed. ra Concenttion of construcUon loads greater than the design loads shall not be applied to I— at any time. No lauds other than the weight of the creators shall be applied to trusses until after ail fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 ==============Joint Locations==========_____ 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 1. 3-1-8 ,� 1 - 2 0 3-1-8 4 3 154# 3.50" 67# 2.50" 1-1-9 3-1-8 37N 2 0" (111-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSIITPI 1-1995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr. TLY Cbk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SA NFORD. FL. 32771 Bracing shown on this drawing b not erection bracing. wind bracing. portal bracing or -roll r bracing which is a part of the building design and which must he co isldered by the building designer. Bracing TC Dead 7.0 psf (407) 321.0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. P— ions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specllled locations determined by the building designer. Addltional bracing of the overall structure may be. required. (See IIIB-91 of TPI). BC Dead 10.0 ps f LICENSE #0050068 rrrtss plate Institute. Till. is located at 583 D'Ono(rio Drive. Madison. WI-onsm 53719). 1890 GREENBROOK Cr.OVIEDO.FL3276G TOTAI, 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d '1 oe-Nails scale = 0.8792 Truss ID: I Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uetign: Afwru nllntynr JOB PA711: C.ITEE-L0RU0BS(125A1PHISUV1V 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: 11 9TY:4 DESIGN INFORMATION ThLs design is for an individual budding component and has been based on Information provided by the .dent- The designer dbclalms any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs funii, hed 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 -erct.es nu control with regard to fabrica- tion. 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 budding design by a Budding Designer Ireglstered 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 budding codes. local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown' truss has not been designed for storage or occupancy Inds. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced L terady by a properly applied rigid ceding, they should be braced at a maximaun spacing of 10'-O' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized sled 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 fabricator's plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted gram. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be symn. about thejoinl unless otherwise shown. A 5.x4 plate Is 5- wide x 4- long. A 6.8 plate is 6' wide x 8- long. Slots 11-1-1 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 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 are to be followed inaccordance with -handling InslaWng & Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is --natal and erection bracing is always required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between Lrusses to avoid toppling and dntinuing. The supervision of erection of muses shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any tune. No loads other than the weight of the erectors shall be applied to Incases until after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251r>ph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 ==============Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 11 1 2 6 0000 1-1045 3-1-8 4 3 154# 8.00" 67# 2.50" t 1-1-9 3-1-8 37N 2 0" EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.0\'IED0.FL92766 YYAKNINU: 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 sbnllar 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 members only to reduce buckling length. Provisions must be made to anchor Lnteml bracing al ends and specified Iocallons determined by the budding designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TI11). (Truss Plate Institute. TPI. Is located at 5" D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (3) 10d 'foe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.8792 Truss ID: 11 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ..,., v.. . cr-avn vvouuontrn utrmv HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: J QTY:4 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dtsclaln1s any responsibility for damages as a result of faulty or lncurocl Information, specllleatlons 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 fahrica- llon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered archllect or professional engineer). %Vhen reviewed for approval by the budding designer. the design la dings shown must be checker) to be sure that the data shown are In agreement with the to©I building codes. local climatic recurtls 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 Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceding. they should he braced at a fries<imum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad m9ew this drawing to verif-y that this drawing Is In conformance wlU the fabricators plans and to realize a cont-inuing msponsibWty for such verl. flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plats shad not be Insiaded over knotholes. knots or distorted grain. Members shad be cut for tight Baling wood to wood bearing. Con- nector plats shad be located on both fats of the I-- with nabs fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate la 5' wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots (holes] run pandel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless .0--L- shown. For additional Information on Quality Control refer to /W SI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and ermilon recommendations are tI be followed In accordance with "Handling Installing & Bmctng-. HIB-91. Trusses arc to be handled with particular ore during banding and bundling. delivery and iuta➢atlon 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 dommoing, The supervision of erecllon of losses shad be under the control of persons -penenced In the Installation of tosses. Professional advice shad be sought If needed. Concentration of construction lads greater than the design lands shall not be applied I. losses al any time. No lads other than the weight of the erector shall le applied to trusses until after all fastening and bracing Ls completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 14-11 T 0 EXCEPT AS SHOWN PLATES ARE TL20 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR LT.011EDO.FL32766 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 6.00 0-10-15 I-1-8 a 3 89# 3.50" 25# 2.50" 1-1-9 1 1 8 13# 2j-" 1-1-7) C/L.4 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not eccllun bracing. wind bracing. portal bnclug or sinllar bracing which is a part of the building design and which must be considered by thr. building designer. Bn Ong shown is for lateral support of toss member only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and %pecined locations detennlned by the budding designer. Addlllon.I bracing of the overall structure may be required. (See HITS-91 of TPI(. ((}uses Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Allach with (t) l0d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgar: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - . -,,,. -1 -r. r.vnuvma ar.......... W in HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on InfommUon provided by the chem. The designer dlsclabns 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 Infornatlon as 1t may relate to a spe- cific project and accepts no responsibility or exemises 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 ANSUTPI 1-1995 and NDS-97 to be incorporatedas pan of the building design by a Building Designer (registered architect or professional engneed. 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 (top or bottom) are continu- ously bmeed by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plate, shall be manufactured from 20 gauge hot dipped gahmnized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabAcator's plans and to realize a continuing responsibWty for such verl- flation. Any discrepancies are to be put In writing before cutting or fabricalion. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with —its fully Imbedded and shall be synm. about the joint unless, otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6.c8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall nmel at the centmid of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to Ie Increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infornalion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Ilandling Installing & Bmcdng-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing la always required. Normal precautionary action for trusses requires such temporary bracing during Installaton between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons apenenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall he applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 I 1-1-8 6.00 TI: J 1 QTY:4 ==============Joint Locations==========__i__ 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# Attach with (1) 10d 10e-Nails 0-10-15 Attach with (1) 10d Toe -Nails 4 89# 8.001, 25# 2.50" 1 11-1-8 1 n - EXCEPT AS SI10%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Cldk: 4005 MARONDA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing. wtnd bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. lymcing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 sirown is for lateral support of muss members muiv to reduce buckling length. Previsions nmst be BC Live 0.0 psf TOMAS PONCE P.E. umde In anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmetng of the overall structure may be required. (Sec I1IB-91 of TPIL BC Dead 10.0 S p•f LICENSE #0050068 rFnISS Plate Institute. TPI, Is located at 583 D'Unofno Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.0VIED0.FL327G6 0 TOTAL 33.0 psf scale = 1.5123 Truss ID: J 1 Date: 6-18-02 DurFac - lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ivo rnrr: L:IIhG-LUAUUHJI/lJd1YHISUA7V HCS: 06.02.02 WO: SUNIV WE: TI: K QTY:1 JB: SUNBURY I AC: DESIGN INFORMATION This design is for an individual building component and has been based on infonnatlon provided by the client. Tine designer diselalms any responsibility for damages as a result of faultv or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infunnation as it may relate to a spe- cific project and accepts no responsibility or erck- no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) art cunlinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braeed laterally by a property applied rigid ceding. they should be braced at a n—finum spacing of 10'-(' o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is to conformance with the fabricator's plans and to realize a continuing responsibility for such ven. ficalion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can- ector plates shad be located on both faces of the truss with nails fully Imbedded and shad be syr n. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 0x8 plate la 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sI,— are minbmmm sizes based on the form shown and may need to be increased for certain hand- dng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infornatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing @ Bracing'. HIB.91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling Is essential and erection bracing is allays required. Normal precautionary action for tnisses requires such temporary bracing during installation between trusses to avoid toppling and don lnomg. The supervlslon of erection of I-- shad be under the control of persons experienced in the lostadation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the deslgn loads shad not be applied to trusses al any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. MULTIPLE LOADS -- This design is the composite result of lmiltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 ===-==========Joint Locations========_____== 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 1, 7-0-0 1 2 15 6 6.00 5X10 5X10 TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, CaC, V= 125rnph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 1 3-10-3 0-4-3 21-0-0 11 10 9 8 7 1447# 8.00" 1447# 8.00" �1-1-9 21-0-0 11-1-9-9 EXCEPT AS SHOWN PLATES ARE 430# 430# TL20 GA TESTED 1 R ANSI/TPI 1-1995 (I R1-L-7) scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Efts. Job:SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K CONTRACTOR. BRACING WARNING: Dsgitr: TLY Clik: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this dmwing Is nut erection bracing, wind bmchng. portal bracing or sindlar bracing which is a pan of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss nennbern only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPl). e9 BC Dead 10.0 I$ f Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Cr.OVIEDOYL-32766 TOTAL 33.0 psf V:06.02.02- 13817- 5 —.a"• ",a ' .,raa',o win rArrf: L:utt-LUAUVHJIIDAfl'HISUNR' HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any 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 bdonnation as it may relate to a spe. cific project and accepts no responsibility or exercises no control with regard to fabrica- 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 budding design by a Building Designer (registered architect or professional engineer). When m%gcwed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local budding codes, lord climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not txen designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conllnu- ausly 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 rumf num spacing of 10*-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanbzed steel meeting ASIM A 653. Grade 40, unless otheritse shown. FABRICATION NOTES Prior to fabriraUon, the fabricator shad redew this dmwing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrung before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Alembers shall be cut for light fitting wood to wood bearing. Con- nector poles shad be located on both faces of the truss with nails fully Imbedded and shad be synn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6.x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the pb to 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 fortes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabripted with Bm retardant treated Imnber unless atherwtse shown. For additional information on Quality Cunlrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendat Ions are to be followed In accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas Alan and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requtres such temporary bracing during installation between trusses to avoid toppling and dommoing. The superislon of erection of trusses shad be under the control of 1 mens experlenced In the installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No leads other than the weight of the erectors shall he applied to trusses unit] after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.031r D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0111 RMB = 1.15 5-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 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 -1107 0.35 2- 3 -896 0.26 3- 4 -757 0.19 4- 5 -893 0.27 5- 6 -1107 0.38 ..BC ... FORCE ... CSI 10- 9 952 0.39 9- 8 756 0.29 8- 7 952 0.40 ==============Joint Locations=============== 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 ----MAX. REACPIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 3-0-0 9-0-0 1 2 5 6.00 0 4X8 4X6 4-10-3 0-4-3 21-0-0 10 9 8 7 745N 8.00" 745N 8.00" 1-1-9 21-0-0 11 1-9 (R1-1-7) I ie(I R(1 7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2880 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.0VIEDO.FI_32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or shnilar bracing which Is a Ivrt 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 al ends and specified loraliuns determined by the budding designer. Additional bracing of the overall structure mac be required. Ism HI13-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dw•g: Dsgi r: 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 lnf Truss ID: L Date: 6-18-02 Durfac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M QTY:5 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the client. The designer disclaims aqv rsponsibWty 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- cInc project and accepts no responsibility or exembes no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an IndlvlduaI 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 building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. loci 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 connpression chords (top or bottom) are mntlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension art not fulh• braced laterally by a properly applied rigid eciltng, they should be braced at a maximum spacing of 10'.0' o.c. Connector plates shall he manufactured from 20 gauge hot dipped gahanized steel meeting ASfhl A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimtion. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrtmlor's plans and to realLm a continuing responsibility for such verl- flmtion. Any discrepancies are to be put in writing before cutting or fabrication. Plats shall not be Installed over knotholes. knots or distorted grain. Members shah be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 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 embers shall meet at the centroid of the webs unless otherwise shown. Connector plate stzs 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 bdornatlon on Quality Control refer to ANSI/TV[ 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed In accordance with "Handling Installing A Bracing". HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb p1w Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Isallays require(]. Normal precautionary action for trusses requires such temporary bmcing during Installation between trussesto avoid toppling and dontlnoing. The supervision of erection of tmssea 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 tresses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LAAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 —7� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, He: 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in 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 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 ==============Joint Locations===============. 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-6-0 10-6-0 1 2 4 5 0 4X6 21-0-0 8 7 6 745# 8.00" 745# 8.00" 1-1-1-9 (R1-1-7) I �e 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FI.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROON ar.0VIEDOXI-3278 , VYAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. Dsgnr: TLY Clik: BRACING WARNING: TIC Live 16.0 psf 8mcing shown on thts drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss rnembers only to reduce. buckling length. 11-visions must I¢ BC Live 0.0 psf node to anchor lateral bracing at ends and specrufied locations determined by the building designer. Additional bracing of the overall structure may to required. (See HID-91 of Mil. Ca �C Dead .p- 100 sf IT— Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537I9). TOTAL 33.0 psf 5-7-3 0-4-3 1 scale = 0.2880 Truss ID: M Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA �••s.•. •.••••,�• „•,.,.�,., wo rnrn: gore-[.UAUUeJUO,l1/'nUUN1V HCS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P 9TY:4 DESIGN INFORMATION This design Is for an individual budding component and has been based on information pounded by the client. The designer disclaims any responsibility for damages as a result of faulty at incorrect Information, speelfa©lions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as IL may relate to a spe- cific project and accepts no responsibility or —miss no control with regard to tabries- tlon, handling, shipment and Installation of lrussn. This muss has been designed as an individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sum that lire data shown are In agreement with the local budding codes. ham climatic records for wind or snow loads, pmjed specifications or special applied loads. Unless shown, truss has not been deslgaed 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 rod ceiling, they should be braced at a maximum spacing of 10*4r o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this dtawing is In conformance with the labrlcator's plans and to reailze a continuing responslbWty for such ven- flcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knoLs or distorted gram. Members shall be cut fur light 0tung w-1 to wood bearing. Con- nmLor plates shall be located on loth faces of the truss with nails fully Embedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A Gc8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are utmmrum sizes based on the forces shown and may need to be increased for certain hand - Wig and/or erection stresses. This truss is not m be fabricated w-Ilh the retardant treated Itrmber unless otherwise shown. For additional Infonmlion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and crectlon recommendations are to be followed in accordance with "Handling Installbhg @ Bmcing'. HIB-91. Trusses are to be handled with particular ©m during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shad be designed and installed by others. Careful hand - hug is essenuad and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during mstallauon between trusses to avoid toppling and dominoing. -Ile supervision of erection of trusses shad be under the control of persons cxpericnced In the Wtallatlon of trusses. Professional advice shad be sought if needed. concmntraUon of construction loads greater than the design loads shall not be applied to trusses at any tram. No loads other than the weight of the erectors shad be applied to trusses untd after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 I): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxim= reactions and proper MAX LIVE LOAD DEFLECTION: L/999 Let 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 ®1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14'. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzter 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 4-1-8 1 2 8XI4 T 3-1-3 1 0-7 3-6-4 65 4 3 1518# 15.00" 1444# 1.50" 9 �1 1 9 � 4-1-8 GABLE STUD PLATES (0) 2a4 (R1I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Fmaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this dmwbig is not erectlon bracing, wbid bracing, portal bmemg or simllar bracing SANFORD. FL. 32771 which is a part of the budding design and which must be considered by the buOdWg designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss i nenhbers only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and spectned locations determined by the budding designer. Additional bracing ofthe overall structure may berequired. (See HIB-91ofTP11. LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Atadison, Wisconsin 53719). 1890 GREENBROOK C17.01,IEDOXI-32766 ____==_= ==Joint Locations=====________= 1) 0- 0-0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# Eng. Job: D1vg: Dsgnr: TLY Cllk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrir Andllsir JOB PATH: C:ITFE-LOKUORSV25AlP11ISUA'11' HCS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P QTYA 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 damagts as a result of faulty or Incorrect frifonnatlon, specifications and/or designs furnished to the truss designer by the client and the correctnss nr 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. ba ss ass has been designed as an individual building component In accordance with ANSI/TPI )-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered imhltect or professional engineer). When mvfewed for approval by the building designer, the design loadings shown most be checked to be, sure that the data shown arc In agreement will) the local building codes• local climatic records for wind or snow loads. project specifications or special applied loads. Unless sh-M. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally try n property applied rigid 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 meettng A.STM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri. flcatlon. Any discrepancies are to be put lit writing before cutting or fabrication. Plates shall not be Installed over knntholo• knots or distorted grain. Members shallbecut for tight Ailing wood to wood bearing. Con. necinr plats shall be located on both faces of the truss with naffs fully Imbedded and shall be s)•m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is G' wide x 8' long. Sluts (holes) rim parallel to the plate length specified. Double cuts on web riternbers shag meet at the -.1-id of the webs wis unless olhcte shown. Connector plate sizes are nimmutin sizes based on the forces shown and niny 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 addttional tnforrialfon 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 At Bmcing-. 1118-91. Tosses 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- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand - Wig is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of emetton of trusses shall be under the control of persons experienced In the tmmUauon of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tmsses at any Iuue. No loads other than the weight of Iho erectors shall be applied to misses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 []: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxismun reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 ®1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 'IT" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 3X 8-1-0 ==_= ==Joint Locations========a== 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 284# 1 4-1 8 4-1 8 3 CONTINOUS 6 6 00 7/16- OSB SHEATHING TId RYA 9 -l2 /t �I � —1 6 }I�/ 5 41 324# 1.5.00" 324N 15.00" 1-1-9 8-3-0 1-1-9 GABLE SPUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNINU: 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 NFORD, FL. 32771 Bracing shown on this dmwmg is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only In reduce buckling length. provislons must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of Ti'll. LICENSE #0050068 finks Plate Institute. TPI. Is located at 583 D'Onofrdo Drive. Madison. Wisconsin 53719). 1890 OREENBROOK Cr.OVIEDO.FC3276 11 11 1-0-7 NOTE: TRUSS SHIPPED 10 FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7/16' OSB SHEATHING NAILED Wl8d NAILS Q4.0- O.C. AT ALL CONTACT SURFACES Eng. Job: D%vg: Dsgar: TLY TC Live TC Dead BC Live BC Dead scale = 0.1878 (Truss ID: P Chk: Date: 6-18-02 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - PIt: 1.25 0.0 Ps O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Design: Almrit Analysis JOB PATH: C:ITF_£-1,0KV0BSl125A1PHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Infomtatlon provided by the elient. 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 con -chess 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- tion. handling. shipment and Installation of trusses. This truss has been designed as an btdlviduaI 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 cngh-ri. When reAmed for approval by the building designer. the design loadings shown must be checked to he sure that the data shown are in agreement with the local building codes. local climatic records for wind or snaw Inds. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are condr u. ously braced by sheathing unless otherwise specified. %%here bottom chords In tension arc not fully braced latemily by a properly applied rigid cedhtg. they should he braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A57M A 653. Grade 40. unless rut-Ne shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabri©loYs plans and to reallm a continuing responsibility for such verl- fleition. Any discrepancies are to be put in %riling before cutting or fabrication. PLites shall not be tnstallcd over knotholes. knots or dbnoncd grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.a4 plate Is 5' wide x 4' long. A &ail plate is G wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fames shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to he followed in accordance with "Handling Instalhng & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supenislon of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-15 0-4-3 0-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U QTY:1 ==============Joint Locations===============j 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 Bar PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 1 1 5 6 00 3.00 I 5X6 5X6 -6.00-1 3.00 P9 12-10-0 3-9-0 12-10-0 112 11 10 8 I 1-1-9 1042# 3.50" 1042N 3.50" 1-1-9 30-0-0 (RL 1-7) (' R1-1 7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 6-10-3 0-4-3 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: [tracing shown on this drawing Ls not erecllnn bracing. wind bmeing. I,ortal bracing or slnrllar bnctng 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. Provlslous must be node to n achor Lateral bracing at ends and spmlRed lac-Jllons determined by the building designer. Additional bracing of the overall structure may be required. ISce HIB-91 of TPI). (Truss Plate Institute. TPI. Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTA1. 33.0 Truss ID: U Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA +v,. •n,,,. �.�, r.[. [.Vn VVOJ�IJinrrllJUlYIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: V CITY:1 DESIGN INFORMATION This design is for an individual building component and has beat based on Information provided by the client. The designer disclam' any responsibility for damages as a result of faulty or Incorrect Information. specUl©tlons and/or design' furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific pm)ect and accepts no responsibility or exercises no control with regard to fzbrio- tlon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional 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. proiecl specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ce6ing. they should be braced at a maximum spacing of 10'-0' o.c. Connector pia t- shall be manufactured from 20 gauge hot dipped gala nizel steel meeting AS NI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such ven- BaUlon. 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 filling wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holed run parallel to the plate length specified. Double cuts on web embers shall meet at the eentroid of the webs unless otherwise shown. Connector plate sizes arc minm imusizes based on the forces shown m 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 I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed in accordance wlih'llandling installing A Bracing'' HIB-91. Trussesare to be handled with particular care during banding and bundling. delivery and msiallatlon to avoid damage. Temporary and pernanenl bracing for holding trusses In a straight and plumb pos- IUon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is a cmJal and erection b-cbmg Is, ah ays required. Nornal precautionary 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 e perienced in the Installation 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 shall be applied to trusses until after all fastening and bmcing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 6-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 =---==========Joint Locations=============__ 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 7 0 5X6 3X4 5X6 5-10-3 0-4-3 3.00 J1 3.00 0-3-8 10-10-0 1, 7-9-0 11 10-10-0 i13 12 I1 10 9 1042# 3.50" 1042# 3.50" 1-1-9-9 � (RI-1-7) 1 i3 30-0-0 1-1-v Id (7) EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W IV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: V CONTRACTOR. BRACING WARNING: Dsgar: TLY CW Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this dmwing Is not erection bracing. wind bmcing, portal bmcing or similar bracing TIC Dead 7.0 psf p- DurFae - Pit: 1.25 SANFORD, FL. 32771 321-0064 Fax 321-3913 which is a part of the building design and which must be consideted by the building designer. Bmcing shown I% for lateral support of truss to buckling length. BC Live 0.0 O.C.Spacing: 24.U'r p g (407) (407) PONCE P.E. members only reduce Provisions must be made to anchor lateral bracing at ends and specified locations dclennined IN the building designer. Additional bracing of the overall structure may 1,c required. IS)flu-91 of iv]). IS".TOMAS BC Dead psf 10.0 1)Sf Design Criteria: TPI LICENSE #0050068 rftuss Plate Institute. TPI. Is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 G REENBROUK Cr.OV1EDO.FLa27M TOTAL 33.0 psf V:06.02.02- 13822- 5 uesign: Marti Anaiptj JUR PA771: C:1786-LOAVORS1725,ifl'lllSUr\'/N UCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations============___ This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 component arad has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 provided by the client. The designer disclaims any r-PonsibWty for damages as a result of 2x4 SP #2 3,5 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 6 faultyor Incorrect information. specifications Wind Case- ASCE 7-98, C&C, V= 125rrph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/ardesigns fumishedtothetruss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bylheclientandthecoretriessoraccumcy Support 1 781# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this Information as it may relate to a spe- Support 2 819# in INT zone, TCDL= 4.2 sf, BCDL= 6.0 sf P P 0- 1-12 1042 92 -781 BOT PIN project e,te t-nandacceptsneresponsibilityor exercises control with regard to MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 BOT H-ROLL li tin. handling, shipment and Insladallon of installation L/999 trusses. This truss has been designed as an L=-0.30" D=-0.31" T=-0.60" ..TC... FORCE ... CSI ..BC...FORCE ... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 as part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 Designer (registered a¢hltmt or professional engbxeri. When reviewed for approval by the T= D . 19" 4- 5 -3163 0.56 9- 8 2955 0.76 building designer, the design loadings shown iZtlg = 1.15 5- 6 -2945 0.55 roust be checked to be sure that the data shown 6- 7 -3246 0.68 arc In agreement with the local budding codm local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been desfgncd for storage or occupancy loads. The destgn assumes compressfon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shad be manufactured fmm 20 gauge hot dipped galvanized steel meeting ASITI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to vertfy that this drawing is In conforinance with the fabricator's plans and to realize a continuing responsibility for such veri- flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be tnsta8ed over knotholes. knots or dtstoned groin. Members shad be cut for tight (filing wood to wood bearing. Can- nector plates shad be located on both faces of the truss with ..Us fully bnbedded and shad be sync. about the Jolnl unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A &x8 plate is B' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web tubers shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes ne minimum sizes based on the forces shown d may need to be increased for certain hand- ling and/or "MC "on 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 I -1995 PRECAUTIONARY NOTES All bracing and erection recommendations are I o be followed In accordance with'!{andling Installing & Bracing. HIS-9 1. 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- nlon and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during Instadauon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Instadallon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not he 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. 9-0-0 12-0-0 9-0-0 1 2 4 6 7 Q i 5-3-15 0-4-3 5X6 2X4 5X6 4-10-3 0-4-3 1I 3.00 0-3-8 038 1112 8-10-0 11-9-0 11 8-10-0 10 1042# 3.50" 1-1-9 1042# 3.50" e (111-1-7) 30-0-0 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ( 7) scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg' Truss ID: W CONTRACTOR. BRACING WARNING: Dsgnr. TLY Chili: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SAN FORD, FI_. 32771 Bracing shown on this drawing Is not erection bracing, wend bracing, portal bracing or sindbar bracing which Is a pan of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psr DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce burkling length. P-vlslnns must be BC Live 0.0 PSI O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bmclng at ends and spmffied locations delenulncd by the building designer. Additional bracing of the merall structure may be required. (See HID-91 of TP0. BC Dead 10.0 PSI Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wlscunsin 53719). ,.1g Code Desc: FLA 1890 GREENBROOK MOVIEDO.1`1_32786 TOTAL 33.0 PSI V:06.02.02- 13825- 6 ••�,•b.•. ,,, - - cram: c,arrr.-r.tiADve�uv,urul�unfv HCS.' 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X 9TY:2 DESIGN INFORMATION This design Is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibWly for damages as a result of faulty or Incorrect Infonnation, spccfn©lions and/or designs fumished to the truss designer by the client and the correctness or accuracy of this infomiatlon as It may relate to a spe- cinc project and accepts no responsibility or exercises no control with regard to fabrica- Lion, handling. shipment and Installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns part of the building design by a Building Designer (registered archilect 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 ponds. project specinc lions or special applied loads. Unless shown, lass has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc conBnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- O.C. Connector plates slwB be manufactured from 20 gauge hot dipped gahanized steel meeting ASIM A 653, Code 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- neatlon. Any discrepancies arc to be put In writing before cutting or fabricatlon. Plates shall not be Installed over knothole. knots or distorted grain. Meers mbshall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both faces of the truss with pads fully Imbedded and shall be syan. about the Joint unless otherwise shown. A 5.,14 plate u 5• wide x 4- long. A 6x8 plate la G' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for cerm in hand- ling and/or erection stresses. This toss is not to be fabricated with fire retardant treated hunber unless otherwLse shove. For additional udunnatlon un Quality Control rider to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AS bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bmetng'. HIB-91. Trusses are to be handled with particular cam during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holdhvg trusses In a straight and plumb pos- Ilion and for resisting lateral forces shag be designed and trunane:d 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 muses to avoid toppling and domtnotng. The supervision of erection of trusses shall sons In under the control of per experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction lards greater than the design loads shag not be app Lied to trusses at any time. No loads other than the weight of the erectors shall be applied to Irusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY 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 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.00 MULTIPLE LOADS -- This design is the . composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 =_ ==Joint Locations=====---====--- 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 ' 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQUIRED 5-0-0 20-0-0 5-0-0 1 3 5 6.00 T3-15 0-4-3 3 3.00 I 0-3-8 8X10 IOX10 RXIn Q 3.00 T 04-3 2-10-3 4-I1-8 19-6-0 4-11-8 110 8 I 1685# 3.50" 1685# 3.50" 11-1 30-0-0 1 19 (R1-1-7) I 196# 196# EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 [(!Mjaronda Systems)] 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.Ov'IEDOXI-32766 Design: Moira Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erecliun bracing, wind bracing, portal bracing or similar bracing which is a Tinrl of the build Ing design and which insist be considered by the building designer. Bracing shown Is for Literal support of toss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemdued by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of Tlil. frruss Plate Institute. TPI. Is haled at 583 60nofrlo Dame. Madison. Wisconsin 53719). JOB PATH: C:I7'1--'B-LOKU08SI123d1PlIISUNIV Eng. Job: Dµ•g: Dsgnr: TLY Chk: WO: SUNIV Truss ID: X Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - PIt: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13827- 6 11 CS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this inf—riuon as it may relate to a spe- cdle pm)ecl and accepts no responslblllty or "emBes no control with regard to fabrim- "on. handling, shipment and tnstaBalton of trusses. This Ines 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 engmecd. When revlewcd 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, meal climatic records for wind or snow loads. pmiect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. Tire design assumes compression chords (lop or bottom) are contlnu. oruly braced by shmilitng unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ccWng, they should he braced at a maximum spacing of 10`0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanimd steel meeting ASTM A 653, Cade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In confomance with the fabricator's piarts and to reabze a continuing responsibility for such veri- fltation. Any dlsempanefes are to be put In writing before culling or fabrication. Plates shall not be Installed over Imotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nalls fully Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5.4 plate Is 5' wide x 4' long. A 6x8 plate Ls 6' wide x 8- long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the mitroid of the webs unless otherwise shown. Connector plate sizes arc nil'Unum sizes based on the forces shown and may'iced to be Increased for certain hand• ling and/or erection stresses. This muss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to A,'VSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection ¢commendations arc to be followed In accordance with "HandlinghtstaWng A Baetng-. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and InstaLbUrm to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas. Rion and for resisting lateral form shall be designed and Installed by other, Careful hnnd- ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons erpertenced in the installation of trusses. Professional advice shall be sought If needed. Concentration of eorutrucllon loads greater than the design loads shall not be applied to trusses at any time. No Imds other than the weight of the c—Irms shall be appllerl to trusses unit] after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.00 0-3-15 A- _F WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 4.24 TI: Y QTY.-.2 --------- ---Joint Locations-------- ' 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 2.12 I 0-4-I$ M I G-7-15 4 95N 4.95" 3 1-6-2 I 193N 2.50" (R1-6-0) 1 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TP1 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. ' Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SA N FORD, FL. 32771 Bracing shown on Oils drawing is not erection bracing, wind bracing, portal bmcing or similar bmcing which in a part of the budding design and which must be considered by the building designer. (407) 321-0064 Fax (407) 321-3913 shown is fur L tcral supportof taus nlcmlxrs only to reduce bnekllng length. I owlstons mustNating Ix TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified localfons determined by the building designer. Additional LICENSE #0050068 bmcing of the overall structure stay be regofred. IS- IIIB-91 of TPII. frruss Plate Institute, TPI, is located at 583 D'OnolAo Drive, Madison, IR00 GREENBROOK CT.OVIEDOXI-327rr Wisconsin 53719). Design: Afarrii .41ja!pris JOB R4711: C.•1'1'F-F.-LOA'UORS1125Af1'liiSllA71' Attach with (3) 10d Toc-Nails Allach with (3) 10d Toe -Nails scale = 0.6346 Eng..Job: W : SUNI Divg: Truss ID: Y Dsgnr: TLlr Chk: Date: 6-18-02 IC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 13C Live 0.0 psf O.C. Spacing: 24.01, 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 TICS: 06.02.02 DESIGN INFORMATION This deslgn is for an Individual building component and has been based on information provided by the chenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy If this Information as it may relate to a spe• e le project and accepts no responsibility or exercises no control with regard to fabrica- tion• handling. shlpurent 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 archlleet or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow lands. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully, braced laterally by a properly applied rigid telling, they slmuld be braced ai a maxunum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galanlzed steel meeting ASTld 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 contlrmtng responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knot, or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails Gully imbedded and shall be sym. about Ihejoinl unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wlde x 8- long. Slots (holes) run parallel to the plate length specified- Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with ftre retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and emellon recommendations arc to be followed In accordance with "Handling Installing & Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling la essential and emetlon bracing Is always required. Nomad precautionary action for Misses requires such temporary bracing during Installation between trusses to avoid loppling and domfnoing. The supervision of erection of trusses shall be under the control of persons experiim In the Installation of trusses. Professional advice shall be sought If needed. Concentmllon of construction loads greater than lire design loads shall not be applied to trusses at any time. No loads other than the weight of lire erectors shall be applied to trusses until after all fastening and bracing is connpleted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L=-0.09" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-15 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&rC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 TI: Z BTY:11 ==============Joint Locations===============r 1) 0- 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loot Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 1 2 6.00 3.00 j 0-3-8 U 4-8-8 3 215# 3.50" 108# 2.50" 1 1 9 5-0-0 59# 2 50" (RI-1-7) C/L: 4-10-12 EXCEPT' AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supptfrts WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. Dsgnr: TLY C11c: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SANFORD. FL. 32771 Bracing showrt on this drawing Is not emetlon bracing• wind bracing, portal bracing or sbnflar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf (407) 321-OO(A Fax (407) 321-3913 shown is for lalyteral support of truss members onto reduce buckling length. Prowisluns must be BC Live 0.0 psf TOMAS PONCE P.E. made. to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tire ove rall erall structure may be r"utred. ISce HID-91 of TPI). HC Dead 10.0 psf p- LICENSE # 050068 (Truss Plate Institute. TPI, is located at 583 D'Onufrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK CT.0"EDO.F1.327W TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) tOd foe -Nails scale = 0.6314 Truss ID: Z Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ••• - ..,.., r.,, r,. �.-r, cc-r.vn vvruvoazr mJv vry HCS: 06.02.02 DESIGN INFORMATION This design is for on Individual budding component and has been based on Information provided by the client. The designer disclaims any rsponslbWty for damages as a result of faulty or Incorrect Information, speclfl®tlons and/or designs furnished to lime truss designer by the client and the curmcluess or aceuroay of (his information as it may relate to a spe- cille project and amcpLs no responsibility or exerclss no control with regard to labrica- tion. handling. shipment and Installation of tnmsses. This truss has been designed as an individual buiding 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 engincerl, When revkwed for app—I by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the lord budding codes. local climatic records for wind or snow loads. p Jeet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bxdtoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid eeWng, they should be braced at a maximum spacing of 10'-W o.c. Connector plats shall be manufactured from 20 gauge hot dipped gahantied steel meeting ASMI A 653. Crade 40, unless otherwise shown. FABRICATION NOTES Prior to fablicallon, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mill- a continuing rsponslblity for such veri. fication. Any discrepancies are to be put in writing before cutting ur fabrication. Plates shall not be Installed w,r knolhols. knots or distorted grain. Members shag be cut for right fitting wood to wood bearing. Con- nectnr plats shall be located on both faces of to truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate b 5' wide x 4' long, A 6x8 plate b 6' wide x 8' long. Slots (hots) nun parallel to the plate length specified. Double cuts on web members shall meet at the eenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fours all_, and may need to be Increased for certain hand - Ling bo nd/or erection strews. This truss 1.not tbe fabricated will, the retardant treated lumber unless otherwise shown. For additional mforuation on Quality control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recorrunendations are to be followed In acconlanre with "Handling installing a Bmdng-, HIB-91. Trusses are to be handled with particular rare dtutng banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Ition and for maistmg lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for mss requuIres such lernporary bracing during installation between trusses to avoid toppling and dommomg. The supervision of erection of. trusses shall be under the control of persons eaperieneed In the Installation of truss. Professional advice shall be sough( if needed. Concentration of construction loads greater (ban the design loads shall not be applied to trusses at any tine. No loads Other than the weight of the erectors shay be applied to trusses urud after all fastening and bracing is completed. A SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T. 0.00- MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00m MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00n RMB = 1.15 1-4-11 T 04-5 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORM ...CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 BTY.44 ======-=-=====Joint Locations=======_======= 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 11oriz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 3.00 0-3-8 0-10-0 89# 3.50" 4 3 1-1-9 131 2.50° 1_ 3N 2 S�Ou E%CEI'T AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Sup 1Supports 1- -4 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1890 ORF.ENBROOR Cr.OViEDO.1`1-32766 Design: Afar,ir Analysis wAKN1NG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: ➢racing shown on this drawing is not ereetinn bracing, wind bracing, pnrtal bracing or similar bmcmg which is a pail of the budding design and which must be considered by the building designer. Bmcmg showa I. for t support of truss n e ade to anchor Lateral bracing at ends and specifled locations in s dehers Only to red,,- termined try the bu6dmgtust designer. Additional bracing of the wcrall structure rimy be required. 1See HID-91 of TPq. fRmss Plate Institute, TPI, is located at 593 D'Onofrio Drive, Madison. WLsennsln 53719). JOB PATH: C:ITEF.-LOAUOBSI]25A,P/fISUNIV Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 —�— Attach with (1) 10d Toe -Nails 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 33.0 psf scale = 1.5123 Truss ID: Z 1 Date: 6-18-02 DurFac - lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Hc,q. fli m rn DESIGN INFORMATION This design is for an Individual budding component and has been based on inf mouillon provided by the client. The designer disclaims any map amsmday for dan,ages as a result a faulty or incorrect inlormallon, specification and/or designs furnished to the truss designer by the client and the conedness accuracy or accucy of tits Information as it may relate to a ' elfic protect and accepts no respon fiblll spe- or exercises no control with regard to fabrica- tion, handling, shipment and InstaOaUon of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/1'PI 1-1995 and NDS-97 to be incorporated as par of the building design by a Building Designer Iregtstemd architect or professional englneeq. When reviewed for approval by the budding designer, the design loading, shown must be checked to be sure that the data shown are in agecmeot with the local building codes. lomf climatic records for wind ar snow loads. pmlect specifications or spe.I.) applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assume compression chords (Wp ur bottom) am continu- ously braced by sheathing unless otherwise spceirled. Where bottom chords in fenlon are not fully braced laterally, by a properly applied right ceiling, they should be braced at a maximum spacing of 1 O'-0' O.C. Connector Plates shall be manufactured flaro 20 gauge hot dipped galvardrrd steel meeting ASTM A 653. Glade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator sha8 review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing msponslbl8ty, for such vcd- flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over Imaholm. knnots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be lasted on loth faces of the truss wfill maids fully bnbedded and sha8 be sym. about the Joint unless otherwise shown. A 5x4 plate 1s 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. slots (hales) rim parallel to the plate length specified. Double cuts on well embers shall meet at the-111-id of the webs unless otherwise shown. Connector plate slus are minlmtmn sizes based on the forces shown and may need to be Increased fur certain hand- ling and/or erection stresses. This I— Is not to be fabricated with lire retardant healed lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecllon recommendations are In he fo8owed in accordance with -Handling Installing A Bmcing', IIIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding lnsses it, a straight and plumb pm. Ilion and for resisting lateral foes shall be designed and lnsialted by others. Careful hand- ling 1s essential and erectlon bracing is always required. Normal precautionary action for truss" requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision orerectlon ar trusses shall be under the control of persons experienced in the Installation of louses. Professional advice 3 ha8 be sought If needed. ConcenlmUon of construction Imids 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 unld after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support- 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.00" RMB _ 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V_ 125mph, He, 21.0 ft, I_ 1.00, Exp.Cat. B, Kzt= 1.0 id4 ft END zone, TCDL=4.2 psf, BCDL1 Truss s 6.0P f n Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTY?4 Locations====ei__=====_== 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ---------_ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-3.1 TIC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift y-LOC Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3-1-8 I 2 6 0000 1-2-7 0-8-8 I 3.00 I 0-3-8 2-10-0 4 3 199# 3.50" 115# 2.50" (R1- 1-7) + 3-1-8 1 165# 2 5 0 " EXCEPT AS SI101irN PLATES ARE T1.20 GA TESTED PEI? ANSI/TPI 1-1995 Over 3 Supports C/L: -04 FMaroinda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CT.OVIEDOXI-32766 Design: Afafrit Analysis VVIAKIV I IV li: 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 et cotton bmeing, wind bracing, portal bmdng or similar bracing which is a par of the budding design and which must be considered by the building designer. Bmcmg shown is for lateral suppun of truss members only to reduce buckling length. Fhmislons must be made toanch or lateral bracing at ends and speellled locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec HID-91 of TPI). ffruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wtsconsin 537191. JOB PATH: C.17EE-L(IKUOBs1125AIPIlIeirvfV Attach with (3) l0d Toe -Nails Attach with (1) 10d Toe -Nails Lang. Job: Dog: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs' Residential Whole Building Performance Method A Project Name: SUNBURY Builder: MARONDA HOMES [Address: j Permitting Office: City, State:. , 1, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I. New construction or existing New Cooling systems 2. Single family or multi -family Single family -T. a. Central Unit 3. Number of waits, if multi -family I Cap: 40.5 kBtu/hr — 4. Number of Bedrooms 3b. N/A SEER: 11.00 — 5. Is this a worst case? yes - 6. Conditioned floor area (ft=) 2223 ft' c. N/A — 7. Glass area & type — a. Clear - single pane 267.0 W 13. Heating systems — b. Clear - double pane c. Tint/other SI•IGC - single pane _ 0.0 fe — a. Elecuric I•ieal pump Cap: 40.5 d. Tint/other SI-IGC - double pane 0.0 ft' 0.0 fe b. N/A FISI'F: F: 7.20.20 — 8. Floor types — a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A — b. N/A — _ c. N/A 9. Wall types 14. Hot water systems — a. Concrete, Int Insul, Exterior R=4.2, 720.0 ft — a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Wood, Exterior R=11.0, 992.0 W bN/A EF: 0.93. — c. Flume, Wood, Adjacent _ R=11.0, 159.0 ft' — d. N/A — e. N/A — C. Conservation credits — 10. Ceiling types (FIR -Heat recovery, Solar _ a. Under Attic _ R=19.0, 1200.0 ft' DI-IP-Dedicated heat pump) . 15FI VAC credits b. N/A — PT c. N/A — (CF-Ceiliig fan, CV -Cross ventilation, _ 11. Ducts 1-IF-Whole house frun, a. Sup: Unc. Rct: Con. AIL Interior _ Sup. R=6.0, 150.01t — PT -Programmable Thermostat, MZ-C-Multizonecooling, b. N/A MZ-H-Mullizone healing) [:Glass/Floor Area: 0.12 Total.as-built points: 27355 Total base points. 30107 PASS I hereby certify that the plans and specifications covered by this calculation are in compliance with the FI rida Energy Code. PREPARED BY (J A DATE: -111N 0 2 10 I hereby certify that this bJt it 'ng, as designed, is i > compliance with the FI r d erg Code. OWNER/AGENT: :DATE: Review of the plan:; and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: "0 k 1-nergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.16 835.2 1.90 1884.8 Base Total: 1871.0 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated Exterior 20.0 4.80 96.0 Adjacent Wood 20.0 4.80 96.0 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) -31.8 -4324.8 Slab -On -Grade Edge Insulation 9 0.0 136.0(p 31.90 Raised 0.0 0.00 0.0 4338.4 Base Total: -4324.8 1 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge@/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 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer 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) 43640.2 0.4266 18616.9 48091.7 48091.7 1.000 1 00 (1 �� 1.117 l.150x � �) 0.310 0.950 15816.8 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , . . PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 102.0 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Vale le Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 13 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: .258.4 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 EnergyGF,,:uge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE INFILTRATION Area X BWPM = Points PERMIT #: AS -BUILT Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X System Points = Heating Total X Cap X Duct X System X Credit = Heating Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6054.1 0.6274 3798.3 8298.9 1.00 (106 1.140x 92)0 474 0.950 4259.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®1FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Bedrooms 3 2564.00 Total Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = . Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18617 3798 7692 30107 15817 4260 7278 27355 PASS EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge0/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq ft_window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at 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 > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 dm from conditioned space tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRFSCRIPTIVF MI`eCt IOCIZ -- - --------•- COMPONENTS •-- ••.�•.....,.�.. SECTION u.0 CA L-ueu U an resiaences. REQUIREMENTS Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit CHECK breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools &Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or mtdti-family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area ff) 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SI IGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, lot 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. AH: Interior b. N/A ELECTRIC.... New _ 12. Cooling systems Single family _ a. Central Unit 1 _ 3 _ b. N/A Yes _ 2223 W c. N/A 267.0 ft' _ 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 W _ 0.0 ft' b. N/A R=0.0, 136.0(p) ft _ c. N/A 14. Mot water systems _ a. Electric Resistance R=4.2, 720.0 ft' _ R=1 1.0, 992.0 ft' _ b. N/A R=1 1.0, 159.0 ft' _ c. Conservation credits (I IR-Beat recovery, Solar _ DHP-Dedicated heat. pump) R=19.0, 1200.0 to _ 15. I-IVAC credits _ (Cl-Ceiling fan, CV -Cross ventilation, HF-Whole house far), _ P'r-Progrannuttble'1'h(.tanostat, Sup. R=6.0, 150.0 ft _ RB-Attic radiant ban•ier, MZ-C-Multizone cooling, MZ-FI-Mull izone healing) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction though the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant. features. Builder Signature: Date: J 2 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/ltr _ SEER: 11.00 Cap: 40.5 kl3tuAir _ HSPF: 7.20 Crap: 50.0 gallons _ EI': 093 PT, cxE srgr�oAN yy04 +I�COD WE *NOTE.- The home's estimated energy performance score is only available through the FL ! IRES computer program. This is not a Building Energy Rating. If your .s•core is 80 or greater (or 86 for a US EPA/D( )E EnergyStairmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321163, -1492 or see the Energy Gauge web site at w vw fsec. ucf edu for information and a list of eertifred Raters. For information about Florida's Energy Ef cienc r Code For Building Construction, contact the Deparonent of Community Affair, : at 8501487-1824. F lnergyGauge© (Version: FLRCPB v3.21) T PLAN for: MARONDA HOMES, INC. CRIPTION: LOT �47. CROWN COLONY SUBDIVISION E 6 76 tlfTtl 78 SEMINOLE RDED IN PLAT BOOK PAGE(S) PUBLIC RECORDS OF COUNTY, FLORIDA TRACT 'D' A 4 LOT 49 s CONSERVATION AREA 58904V 141N 4r r 5890590429N �' a �ti9 e' 33.15' 26.85' SCALE 1'- 2a a 5' la 2a }O 13'D.E. P.A3�.00 Qr� �l ✓g,s GRAPHIC 3 .&E N M Y 3(Y e LOT 48 F�9 '. p ol 0 °ONE sLAs e ��a LOT 46 I O.Oa 40.00' M N MODEL: 5UN5URY'I' ll. Lfi TWO STORY Lc) ^ (3-2 ) WITH LOFT ^ FINI5HED FLOOR q2 ELEVATION —46.15 a b a Q%`N• b DRAINAGE TYPE: ' B • �� W I O.oa <D WITH 1 O' x 30' PATIO w ' A �y~Jt 3.. s •� ^ O O O 0 ''' o O Z eArg O '� Z 16.0' 10.00, CONCRETE ' DRIVE ' O • t0 — — A Js�y — — — — — — — — — — —^ la U.E. t_ " e�p / " 589056148E 60.00' $ o cu N Ifl N CROWN COLONY WAY _ F.H.A. PLOT PLAN _- 569' ' 14'E P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVA1101Y PER ENGINEERING PLANS NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING S6958'11 E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' Z ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: 7.3' PLANS FOR THE PRO.ECT. 1BUILDING TIES ARE TO FOUNDATION. THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X '. SIDE STREET: ?0' 4. PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED COMMUNITY PANEL N0. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1993. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 47 CONTAINS (SUB.ECT TO CHANGE) 6,923 SQUARE FEEl/0.159 ACRES +/- THE UNDERSIGNED AND CAVIONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS` AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA T IONS/LEGEND: N0.-NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P,I.-POINT Of INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFIOAL RECORDS P.C,C.-POINT OF COMPOUND CURVATURE U.E.-U1ILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRG- ORD BEARING SdU.E.-SIDEWALK UTILITY EASEMENT D.U.&SE.-DRAINAGE, UTILITY CENTERLINE A/C -AIR COND/flONER PAD a DELTA t NlRAL ANGLE) D.M/.E.-DRAINAGE, & UTILITY EASEMENT SIDEWALK EASEMENT SURVEY NOT VAUO UNLESS EMBOSSED REVISION DATE INC.HIS il LOT by NE►L CADD F1LE:CROWNCOLI7.OWG W.O.2003-7 w 0 n G �T V t7A VONE, l l ♦ 'NTM THE SIGNATURE AND RAISED SEAL of A FLORIDA LICENSED SURVEYOR AND MAPPER � ��• �* /"MM�G'�^� ! • LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONCwlp00, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR ri M�"PER NUMBER 2005 LICENSED BUSINESS NU!IIBER L.9.5073 PLOT PLAN 6 003