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Home My WebLink About107 Crown Colony Way 03-2559 CO (2)PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTO. MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER _ FEE SUBDIVISIONs�•_ d d t� CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 107 CROWN COLONY WAY for which permit . 03-00002559 _ has heretofore been issued on 8 11/03 has been completed according to plans and specifications filed in the office of the Buildin Official rior to the issuance of said building permit, to wit as 4'w S -T---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 BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water Subdivision Regulations Apply: Yes No DATE APPROVAL / FIRE: Inspected Sewer fj M `�-e,rYbp Lines In Sewer Tap ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs lZ i� ��i+.r..� Street Lights Storm Sewer Driveway Street Work DATE APPROVAL FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 8/12/03 10.00 01-APPLCTN FEE -BUILDING 8/12/03 .10.00 01-APPLCTN FEE -MECHANIC 8/12/03 10.00 01-APPLCTN FEE -PLUMBING 8/12/03 10.00 02-ENGNG DEVLPMT FEES 8/12/03 10.00 01-FIRE IMPACT - RESIDENT 8/12/03 59.27 01-LIBRARY IMPACT FEE 8/12/03 54.00 01-OPEN SPACE 8/12/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 107 CROWN COLONY WAY for which permit 03-0000255-9 has heretofore been issued on 8 11/03 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: 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD'IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 91.93 13.33 847.00 13.34 1384.00 650.00 1700.00 Yes No M a� kw4� 1)2�� M t' 13�� OWNER B17ILDING • •vri D• - CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE; Nr)-\c -C)3 PERMIT #: C:) --S- ADDRESS: C> CONTRACTOR: PHONE #: MARONDA C��-. -L w c� 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. z i29°3 Engineering ❑Fire lZf 2z1a3 Public Works Utilities OZoning �r\ Fj -]Licensing 0\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) /u � Nor bTi4;- CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE; C)3 PERMIT #: Q?L, - c )J3 ADDRESS: \ C> CONTRACTOR: PHONE #: MARONDA 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. i Engineering :]Public Works DUtilities WD I t2/Zz/a3 Fire 11-� � (-A ❑ Zoning ❑Licensing 0\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) � � ,jo r snie" CERTIFCATE OF OCCUPANCY Appooed REQUEST FOR FINAL INSPECTION I q -� ****SINGLE FAMILY RESIDENCE**** -&Ctu Iflr DATE; \ ;) - \9 - C-) 3 PERMIT #: (::)2�) - cCj ADDRESS: \ 0 CONTRACTOR: MARONDA PHONE #: C7N--, 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 ublic Wo Utilities Fire n � P ❑Zoning V-\ ❑Licensing r\ f p CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CER'TIFCA'TE OF OCCUPANCY REQUEST FOR FI�A-L, �r `' �'� T � � � �NT1E5 �E�T__--- Request Received _ z� --jo llt`I inspett�r -- **** SINGLE FAMILY RESIDENCE***JN17iRtS -- DATE t!tility Inspector's >:ina------------------ - :# i' Clearance - vdatet--------- _ _---- - DATE: -\ci - C)3 FT, f' {;�enrance - sewer -------------------- C-ity Se.�Nices Easements ---------- ------- - o,t �ten�:nce Bond {iQ - 2yt} - ------- PERMIT #: C�?� c�J�c( :. ------------- ---------- ---------- ADDRESS: \0-1 CONTRACTOR: MARONDA PHONE #: 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 O Public Wor Utilities CONDITIONS! (TO BE COMP ❑ Fire n � !�" El Zoning V-\ i 'r�- Licensing V-\ f p Y IF APPROVAL IS CONDITIONAL) 12/23/2003 14:24 4073283601 PAGE 06 CERTIFCATE OF OCCUPANCY AkFOR eq u�si Received _ t�I"! ^___i0 UY Inspedot _ ...�:.'- *** SINOi.E FAMILYS1DENCE**JMIiIALS ply Inspectoes Fin.. EP :�C learunte - Wote[ --- - -_ '- p Clea�wce.. , Sewer -- --- - - - Cfy `Ser�rices Eosemel'its -- ~ .�---- - `•'ce Bond {IA - - t�1 31 r� = li^ .I•Y to l.wr ti'.. .1 ':' ADDRESS. NTRA 7[' R0 , P ONIE #; The building division has prepared A,Certificate of Occupancy for the above location and is requesting f#pal inspection by your department. After your inspection, please'sagn off`and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prom p# attention will be appreciated. OEngineering IDFire OPublic Works ©Zoning _yti �J Utili e i L censing COND \. ATIO : (TO BE COMPLEMI) ONLY IF APPROVAL IS CONDITIONAL) JVC�Y®j �i� •• 300 SOUTH RONALD REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE: (407) 830-9080 FAX (407) 339-3636 LAND SURVEYORS 4 N�ERS E-MAIL: GAVONE@GFL.RR.GOM CERTIFICATE OF ELEVATION Address: 107 Crown Colony Way Legal Description: Lot 61, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 61. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). 1. Y ' — 12-11-2003 Dorri v:zk-F _Cavone,. Date Fieldwork Completed Florida'laru:l' S;rveyor .Xi Mapper Reg. No. 2005 Licenscd'F3.us ness No-. 5073 W.O.# 2003-16714 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVAT16N CERTIFICATE Read the instructions on pages 1- 7. O.M.B. No. 3067-0077 Expires December 31, 2005 SECTION A - PROPERTY OWNER INFORMATION For Insurance Company use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 107 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 61 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( ##° - ##' - ##.##" or ##.#>Y ##°) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY/ 120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4117195 07195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, ARIA1-A30, AR/AH, AR/AO Complete Items.C3.-aA 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 NIA 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). ft.(m) o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) _. _ft.(m) 00 o d) Attached garage (top of slab) _. J(m) 0 o e) Lowest elevation of machinery and/or equipment co W 6 servidng the building (Describe in a Comments area) ft.(m) E m . X f) Lowest adjacent (finished) grade (LAG) 5l� ft. m Z P o g) Highest adjacent (finished) grade (HAG) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS term r_ tiusv: CITY DATE STATE ZIP CODE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance company use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 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 (induding basement or enclosure) 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 (seepage 7), the next higher floor or elevated floor (elevation b) of the building is - ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servidng the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH TELLER ROAD, SURE F ORLANDO FL 32810 SIQNATURE DATE TELEPHONE / O 407475-9112 COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or oommunity-issued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions REVISION 7ecelveD PERMIT # CD S- OOyU �� 6CI DATE I SEP j 5 1003 PROJECT ADDRESS C FCw✓l CONTRACTOR (A �ur , j rf\y r- 0, :KD � PHONE # �U� - �'� J FAX # DESCRIPTION OF REVISION �r1 D c)I-c)ej—\9 2 UTILITY DEPT FIRE PREVENTION PLANNING BUILDING cx�'�'� { - r- ALUMINUM & MORF (407)226-014. 1. KICK PLATE 5. FACIA 2. SCREEN 6. CARRY BEAM 3. DOWN SPOUT 7. ROOF(INS./PAN) 4. GUTTER - 8. DOOR owner phn # address subdivision ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS SECTION 2 BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE SHADING DENOTES MAXIMUM ROOF LARGER OF: Al = W, A2 = W/2 + O.H. AREA FOR COLUMNS AND FOOTING W i W Fl OVERHANG i VARIES I A2 —�� 11 ---�j' A2 / r 7-7-I 777-7 i I - - DOUBLE CARPORT SCALE: 3/16" = l'-0" BEAM IF REQUIRED FOR KNEE BRACING W MONO -SLOPED ROOF OVERHANG VARIES A2 A2 W SINGLE CARPORT SCALE: 3/16" = l'-0" * SLOPE * SLOPE 1/2 1/2 12 12 7--Kt EE BRACE I EAM SIZE 'W'FOR BW'FOR AM SIZE ** W' FOR BEAM SIZE ** Q AFTER COMPUTING 'A' U LARGEST VALUE POST SIZE AND SPACING PER TABLE * MINIMUM SLOPE SHALL BE 1/2" PER 12" EXCEPT FOR 2.2.1 AND / OR TABLE 2.2.2 0.026" PANS FOR WHICH THE SLOPE SHALL BE 3/4" NOTE: KNEE BRACES ARE REQUIRED PER 12" FOR SPANS EXCEEDING 12'-0" OR IF POSTS ARE NOT SET IN CONCRETE MANUFACTURERS RECOMMENDED SLOPE FOOTING ** SEE BEAM SPAN TABLES FOR FREE STANDING STRUCTURES RUCTURES END VIEW DOUBLE CARPORT (GABLED) END VIEW SINGLE CARPORT SCALE: 3/16" = l'-0" SCALE: 3/16" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 2-1 3 COUNTY OF SEMIN8LE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75586 DATE: BUILDING PERMIT NU I COUNTY UNIT ADDREGS% +�^��+*,�+ _-------------_-------------------_ TRAFFIC ZONEx JUR��1��[0�: �� 'C�TY_OF -� _- ��/-/ ARCE_ L:�� ^'�,'. GUBDIVISION: : _------_----------- /~ � PLAT BOOK: �-/_ PLAT BOOK ��GE:/ BLOCK: LOTx OWNER NAME: v- -��y— ----- ADDRESS: APPLICANT ADDRESS:: ADDRESS: ` LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family Houses Detached - Construction ��B�ENEFI�T��----R-A-T-E----------F-E�E--�UN�I�T--R-A-T-E--P-E-R----#--&--T-Y-P-E ----T�O�T�A�L- 1611� TYPE DIST SCHEDULE DEGC. UNIT OF UNITS --------------------------------------------------------------------------------- ROADS ~ -ARTERIALS CO -WIDE O dwl unit $ 705.00 ''4~ $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 | | LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,28500' STATEMENT RECEIVED BY: SIGNATURE: DATE: __ ' NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *�** DISTRIBUTION: 1-COUNTY 3-CITY ^ 2-APPLICANT 4-COUNTY ' ^ **HOTE** 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 REOUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVIH('-.- SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR /��CUPANCY. THE REQUEST/FOR REVIEW MUST MEET THE REOUIREMENT3 OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THERULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATIQN OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407)^665-7474. _ PAY�ENT SHOULD BE MADE TOx CITY OF SANFORD ` BUILDING DEPARTMENT ` ' 300 NORTH PARK AVENUE SANFORD. FL 32771 "'^AYMENT 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 ONLYpYN--ONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUTLPING PERMIT**************t***** � � ft- el Yne d r CITY OF SANFORD PERMIT APPLICATION PQa>Permit # : — Date: June 30, 2003 Job Address: 107 Crown Colony Way Description of Work: Single Family Residence _ Historic District: Zoning: Value of Work: $97,788,00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 23Sii9'7 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50$-! -0610 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road Suite F Orlando FL 32810 State License Number: CRC058496 Phone &Fax: (407) 475-9112 Contact Person: Laurie. Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: L 07) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: 4 7 321-3913 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 constriction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. N TICE: 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. 6/30/03 Signature of O er/ t Date Russell Keith Summers Prijjt Owner/Agent's Name a 6/30/03 Signature of Notary -State of Florida Date cc rto DEBBIE TIME oTAar o My Comm Exp. 21W5 a c ua6ic No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 6/30/03 Signature of C nuaclpr 4"t Date Russell Keith Summers onuactor/Agent's Name 6/30/03 Signature of Notary -State of Florida Date OF ri DEBBIE TIME NOTAR�a My Comm Exp. ZWO5 vutii No. CC 999378 Contractor/Agent is _X, Personally Known to Me or — Produced ID APPLICATION APPROVED BY: Bldg "Zoing:Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: ^� 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 b I Address of Job: Electrical Contractor: DANIEL Residential: _ � Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 3-0 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Buildin Other: Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that 1 am in compliance with City of Sanford Electrical Code. Appli s Signature — C0001663 ---------- ------------------- 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: 107 Crown Colony Way Lot: 61 Panel: s Mechanical Contractor: GARY CARMACK --------------------- Residential _--- Non-Residential INature of lu F AL By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number �Kt1�r�m4RSe k_....a F � e' s OFF S' CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 107 Crown Colony Way _ Lot:61 Panel: -8 Plumbing Contractor: —WILLIAM T. SELF_ Residential: _ V _ Non -Residential: By Signing this application I am stating that 1 am in compliance with City of Sanford Plumbing Code. Applicant's Sig ure CFC057039 --------- ------------------- State License Number A%aronda Homes _a AN EASILY OBSERVABLE BETTER VALAEI 1101 NORTHKELLERROAD, SUITEF • ORCANDo, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA E 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: 61 107 Crown Colony Way. RUSSELL El S MERS, CRC058496 MARONDA HO S, 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. • (9�DEBBIE TIME My Comm EXP. ?J3105 � NCC 999378 Known I I Oros I.D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc lslimisi nNowNBf118lossiMIINi K WW E NORM CLERK OF CIRCUIT COURT MIMXE COIBITY BK 04890 PG 0434 CLERK' S R 2lelld3 L 12110194 RECORDED $7/91/2M 02s23s49 PN RECORDING FEES L N RECORDED BY N Nolden NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0610 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 61 107 Crown Colony Wav• Subdivision CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes 1101INorth 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 N/A Amount of Bond LENDER Name and address Bank of America NA 750 S Orlando Ave 0102 Winter Park, FL 32789 ATTN• DAN FINNEGAN Phone (407) 646-6304 Fax (07) 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. Kamuf Title, 200 W. 1" St . Sanford. FL 32771 Fax,• 407 330 5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEtUJWMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of 2003. qjM0 i CERIIHEO COM DEBBIE TIME MARYANNE MORSE My Comm Ev. ZUS LERK OF CIRCUIT COU" No. CC 9993 79 00 I.D.IMINOLE COUNTY. FLOIN y Known I nw -- CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 61 Subdivision: CROWN COLONY Property Address: 107 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). E 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 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. M 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. M f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To Fo«oW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑O 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, June 30, 2003 SIGNATURE: k (4X9.wrr6r or Authorized Agent) PLOT PLAN for: MARONDA HOMES. INC. DESCRIPTION: LOT 61, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6I PAGE(S) 76 thru 76 ,,UDC RECORDS OF SEMINOLE COUNTY, FLORIDA N W 0' 5' 10' 20' GRAPHIC SCALE LOT 62 C1 R-150.00' A=O6°3a01" ARC-17.02' CH. -17.01' CH.BRG.- N30°44'51 V F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE 7.5' SIDE STREET: 20' BUILDING LINE 60' LOT 61 CONTAINS 4343 SQUARE FEETIOL192 ACRES +/- FLOOD CERi7nCA77ON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP. THE STRUCTURE SHORN HEREON DOES NOT LIE VATHIN THE 100 NEAR FLOOD HAZARD AREA. THIS sTRUCTURE LIES IN ZONE ' X COMMUNITY PANEL NO 120289 0040 E EFFECTIVE DATE: APRIL 17, 1995. MAP REVISION DATE: (SUBJECT To CHANGE) TRACT 'A' DRAINAGE EA5EMNET ` A'f? oD v3a5g•E 62•Za F.,o / y g 15 OC 10.9 I I I w I � I LOT 60 as I to • 9i ti CCONCRETE PATIO I tf�r� O h 40.00' 10.50, ti ti I � l MODEL: SUNBURY'I' � I F_ TWO 5TORY ui (3-2) WITH LOFT FINISHED FLOOR I M 0) ELEVATION -43.OG 1 DRAINAGE TYPE:' C' b I S WITH 1 O' x 30' o s.5a CONCRETE PATIO W (n 000ZZT ^ A I b �t F� ?� s' tn 1c.a 1D.5a CONCRETE I DRIVE I N� $ o P A I " — �,40) • I�� 000 cl\ > Ic F3� �`50 CO 2 R .ho• 5 PRG gRG. � r t�,c• NOTES G�' _�I P•� �'' 1. BEARINGS ARE BASED ON THE NORTHERLY LINE OF LOT 61 BEING s69'53.4rw.. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHORN HEREON ARE BASED ON SIZE ENGINEERING PLANS FOR THE PROJECT, 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. _ — "A' THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS RIGHTS OF WAY. SETBACK LINES, AGREEMENTS AND OTHER MATTERS AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBRE'VIA T1ONSAEGEND. NQ—NUMBER P.T.—POINT OF TANGENCY CONC—CONCRETE W.E.— WALL EASEMENT F.E.•-FENCE EASEMENT R. -RAMS P.1.-POINT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P,GC.-POINT OF COMPOUND CURVATURE 11.E.-UTIUIY EASEMNT ARC -ARC LENGTH L.8 -LICENSED BUSINESS CH.BRG- ORD BEARING S.W.E.-SIDEWALK & UTILITY EASEMENT u.U.B•SE.-ORAINA , UTILITY # CENTERLINE A/�-AIR CONdTiONER PAD pOELTA CCENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT, 01 A TONE, INC. LAND SURVEYORS AND MAPPERS 300 SOUTH RONALO REACAN BOULEVARD LONGWOOD, FLORIDA 32750-3499 TELEPHONE 407) 830-9080 FAX No. (07) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED TRTH THE SIGNATURE AND RAISED SEAL of A FLVA LICENSED SURVEYOR AND MAPPER REVISION DATE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR d MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 FHA ELEVS 7-9-2003 PLOT PLAN 7 003 LOT by NEIL CADD FILE: CRORNCOL51.DRG W.O.200"G I G PLOT PLA4 for. ' MARONDA HOME5. INC. DESCRIPTION: _ LOT 61. CROWN COLONY SUBDIVISION RECORDED 1N PLAT BOOK lb PAGE(S) 76 thru 76 PUBLIC RECORDS OF SEMINOLE COUNTr, FLORIDA N a 51 10, 20' GRAM1IC SCALE LOT 62 C1 R-150.00' A=06°30101 • ARC-17.02' CH.-17.011 CM.BRG.— N30°44'51 •W F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS BUILDING SETBACKS FRONT: 23' REAR: 20' SIDE: 7.3' SIDE STREET.• 20' BUILDING LINE: 60' LOT 61 CONTAINS A343 SQUARE FEET/0.192 ACRES +/- FLOOD CERTIFlCATION BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT UE WIHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X '. COMMUNITY PANEL NQ 120289 0040 E EFFECTIVE DATE: APRIL 17. 1993. MAP REVISION DATE: (SUBJECT TO CHANGE) TRACT 'A• DRAINAGE EA5EMNET DfNit.Wig; •� ys50 00 P Gg G•` y2 •� NOTES: GP PJ' 1. BEARINGS ARE BASED ON THE NORTHERLY LINE OF LOT 61 BEING S69W'41'W. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN y HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT. LOT 60 �ti " EoIE To FOUNATION. 4, PLOT PLAN NG TIEONLLY.ELOT HAS NOT BEEN STAKED c;y/'r CITY j Y D IN THE FIELD. THIS IS NOT A SURVEY THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY. SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION, nv.-ryvMattf F' ►,-POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT FE.-FENCE EASEMENT R. -RADIUS PA -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 aR-OFFICIAL RECORDS P,C.C.-POINT OF COMPOUND CURVATURE U.E. -UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CROM— ORD BEARING S&U.E.-SI)EWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE• UTILITY d I[ CENTERLINE A/C -AIR CONDITIONER PAD aDELTA (CCCENIRAL ANGLE) 0.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT A TONE INC. LAND SOUTH RONALD AND MAPPERS 300 SOUTH RONALD REACAN BOULEVARD LONGWOOD, FLORIDA 32730-3499 TELEPHONE 407) 830-9080 FAX No. (07) 339-3630 THIS A FLSURVEY NOT VAUD UNLESS EMBOSSED FL 1THE SIGNATURETURE ANO RA►SEO SEAL OF ORIOA LICENNSED SURVEYOR ANO MAPPER Ifu�. C r�If:�'i • REVISION OAIE DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2003 LICENSED BUSINESS NUMBER L,8.5073 FHA ELEVS 7-9-2003 PLOT PLAN 7 003 LOT by NEX CARD FILE: CRORWCOL6I,DWG W.0.200"G I G FORM 60OA-2001 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SUNBURY Address: �� C� Y1 C�010K9 (� 4 Builder: MARONDA HOMES City, State:,' � " ��11 Permitting Office: Owner: ELECTRIC Permit Number: Climate Zone: Central Jurisdiction Number: I. New construction or existing 2. Single family or multi -family New — 12. Cooling systems 3. Number of units, if multi -family Single family — a. Central Unit _ 4. Number of Bedrooms 1 Cap: 40.5 kBtu/hr — SEER: 11.00 5. Is this a worst case? 3 — b. N/A — 6. Conditioned floor area ($_) Yes — — 7. Glass area & type 2223 fP c. N/A — a. Clear - single pane 267.0 fi' — b. Clear - double pane — 13. Heating systems -- c. Tint/other SHGC - single pane 0.0 If, — a. Electric Heat Pump d. Tint/other SHGC -double pane 0.0 ft' Cap: 40.5 kBtu/hr — HSPF: 7 20 — 8. Floor types 0.0 It? b. N/A — a. Slab -On -Grade Edge Insulation R-0.0, 136.0(p) It c. N/A b. N/A — — c. N/A — — 9. wall types 14. Hot water systems — a. Concrete, Int 111su1, Exterior — a. Electric Resistance R�4.2, 720.0 ft' Cap: 50.0 gallons _ b. Frame, Wood, Exterior R=11.0, 992.0 IF EF: 0.93 c. Frame, Wood, Adjacent — b. N/A — d. N/A R=11.0, 159.0 ft' — — e. N/A C. Conservation credits — 10. Ceiling types (HR-Heat recovery, Solar — a. Under Attic — DHP-Dedicated beat pump) b. N/A R=19.U, ]200.0 ft' — 15. HVAC credits c. N/A — (CF-Ceiling San, CV -Cross ventilation, PT, 11. Ducts HF-Whole Douse fan, a. Sup: Unc. Ret: Con. AH: Interior — PT -Programmable Thermostat, b. N/A Sup. Ra6.0, 150.0 ft — MZ-C-Multizone cooling, MZ-H-Multizone heating) 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 Review of the plan.. and Energy Code. specifications covered by this o�IaE ST�t PREPARED BY calculation indicat+as compliance with the Florida Energy Code. '� �++ �•. DATE: rJUN Before constructi+gin is completed I hereby certi that this building will be inspected for fy at this b 'ng, as designed, is i compliance with Section 553R compliance with the FI d er Code.908. Florida Statutes. Goa OWNER/AGENT: -DATE: .JUN �UILDING OFFICIAL: DATE: f_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 Floor Area Overhang 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 Single, Clear E 1.0 4.0 12.0 59.31 0.92 920.8 652.2 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 1747A 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 5W.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..0 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 1.16 84. Frame, Wood, Adjacent 11.0 99292.0 1.90 188.8 8 Base Total: 1871.0 3364.1 As -Built Total: 11.0 159.0 0.70 111.3 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 XSPM 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) Raised -31.8 -4324.8 Slab -On -Grade Edge Insulation 0.0 0.00 0.0 0.0 138.0(p -31.90 -4338.4 Base Total: -4324.8 1 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeWFIaRES'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 Summer Base Points: Total Summer X System Points Multiplier 14.31 31811.1 43640.2 = Cooling48091.7 Points Summer As -Built Points: 2223.0 Total X Cap X Duct X System X Component Ratio Multiplier Multiplier (DM x DSM x AHu) 14.31 Credit Multiplier 31811.1 = Cooling Points 43640.2 0.4266 18616.9 48091.7 48091.7 1.000 1.00 (1.079x 1.150x0.90) 0.310 1.117 0.310 0.950 0.950 15816.8 15816.8 EnergyGaugeTM DCA Form 60OA-2001 F.nergyG8u9e0DJFIaRES'•'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, BASE GLASS TYPES .18 X Conditioned X BWPM Points Floor Area Type/SC .18 2223.0 5.86 2344.8 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BWPM = Points Type Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior Frame, Wood, Adjacent Base Total: 1871.0 3710.2 As -Built Total: DOOR TYPES Area X BWPM9102..SO Type Adjacent 18.0 4.00Exterior Insulated Exterior 20.0 5.10Adjacent Wood Base Total: 38.0 174.0 As -Built Total: CEILING TYPES Area X BWPM = Points Type Under Attic 1103.0 0.64 705.9 Under Attic Base Total: 1103.0 705.9 As -Built Total: FLOOR TYPES Area X BWPM Points Type Slab Raised 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 0.0 0.00 0.0 Base Total: 258.4 I As -Built Total: PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point; E 1.0 6.0 16.0 9.96 1.01 160.8 E 1.0 4.0 12.0 9.96 1.02 121.7 E 1.0 4.0 12.0 9.96 1.02 121.7 E 1.0 7.0 30.0 9.96 1.01 300.8 E 1.0 14.0 16.0 9.96 1.00 159.8 E 1.0 15.0 10.0 9.96 1.00 99.9 W 1.0 16.0 40.0 10.74 1.00 429.5 W 1.0 15.0 30.0 10.74 1.00 322.1 W 1.0 13.0 9.0 10.74 1.00 96.6 W 1.0 6.0 16.0 10.74 1.00 172.3 W 1.0 6.0 16.0 10.74 1.00 172-3 W 1.0 6.0 30.0 10.74 1.00 323.0 S 1.0 14.0 30.0 7.73 1.00 231.1 267.0 2711.7 R-Value Area X WPM = Points 4.2 720.0 3.26 2347.2 11.0 992.0 2.00 1984.0 11.0 159.0 1.80 286.2 1871.0 4617.4 Area X WPM = Points 20.0 5.10 102.0 18.0 5.90 106.2 38.0 208.2 R-Value Area X WPM X WCM = Points 19.0 1200.0 0.87 X 1.00 1044.0 1200.0 1044.0 R-Valle Area X WPM = Points 0.0 136.0(p 2.50 340.0 136.0 340.0 Energy,Gauge® DCA Form 60OA-2001 EnergyGFuge(&IFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 i WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE INFILTRATION Area X BWPM Points PERMIT #: AS -BUILT Area X WPM = Points LL13.0 -0.28 -62 ..4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X System Points Multiplier - Heating Points Total X Cap X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.6 4259.6 EnergyGauge` DCA Form 60OA-2001 Enel; ,; yGauge&FIaRES'2001 FLRCP[ s v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, BASE WATER HEATING Number of X Multiplier = Total Bedrooms 3 2564.00 7692.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Coolin g = Total .115817 + Heating + Hot Water = Total Points Points Points Points Points 18617 3798 7692 30107 4260 7278 27355 PASS n� &N. EnergyGauge," DCA Form 60OA-2001 EnergyGaugeSMaRES-2001 FLRCPB ,,3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS.,,, PERMIT # 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST Exterior& Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doom & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1,ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier Is installed that is sealed to the erimeterpenetrations and seams. Ceilings 606. 1.ABC. 1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, sofflts, chimneys, cabinets sealed to continuous air barrier; gaps In gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, or Type IC ornoneIC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi-storyHouses 606.1.ABCA.2.5 Air barrier on Perimeter of floor cavi between floors. Additional Infiltration regts 1 606, 1.ABC. 1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, Water Heaters 612.1 Comply with efficiency requirements in Table 6-12, Switch or clearly marked circuit breaker (electric) or cutoff (pas) must be provided External or built-in heat trap requir 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 Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum hall bemechanicallyattached, sealed, Insulated, and installed in accordance with the criteria of Sectlan 610. a..�c.aiu.n manual oral Itomatic thermostat for each s Insulation 604.1, 602.1 CeilingsEe� 19. Common walls -Frame R-11 or CBS R-3 both sides. Commo& floors R-11. EnergyGauge' DCA Form 60OA-2001 EnergyGauge(+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. ELECTRIC, , , , I. New construction or existing New 12. Coo liug systems 2. Single family or multi -family Single family a. Central Unit 3. Number of units, if multi -family _ I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (W) 2223 W c. N/A 7. Glass area & type a. Clear - single pane b. Clear - double pane 267.0 W 13. Heating systems c. Tint/other SHGC - single pane 0.0 ft' _� 0.0 W a. Electric Heat Pump d. Tint/other SHGC - double pane _ 0.0 fe' b. N/A & Floor types a. Slab -On -Grade Edge Insulation R-0.0, 136.0(p) It - 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 f? a. Electric Resistance b. Frame, Wood, Exterior R-11.0, 992.0 ft' b. N/A c. Frame, Wood, Adjacent R=11.0, 159.0 ft- d. N/A -- e. N/A C. Conservation credits 10. Ceiling types (HR-Heat recovery, Solar a. Under Attic _ R=19.U, 1200.0 ft- DHP-Dedicated heat. pump) 15. HVAC credits b. N/A - c. N/A - (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Con. AH: Interior - Sup. R=6.U, 150.0 ft PT -Programmable Thermostat, b. N/A RB-Attic radiant barrier, MZ-C-Multizone coolvag, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EFL Display Card will be completed based on installed Code compliant. features. Builder Signature: Date: JUN 13 2 3 Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr SEER:11.00 ^ Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 _ PT, *NOTE: The home's estimated energy peiforrnance score is only available through the FLA/REScomputer program. This is nit a Building Energy Rating. Ifyour score is 80 or greater (or 86for a USEPA/D(-)EEnergyStaprmdesignation), Your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/63, 3-1492 or see the Energy Gauge web site at w vw fsea ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficienc , Code For Building Construction, contact the Department of Community Affair.: at-850/487-1829. F.nergyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO6101 61 107 CROWN COLONY WAY ORLN-CRC SUNI3 RIGHT SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadinn is in arrnrrhnno %.1'1•11 eery'7 04 rL.___ _ Truss ID Run Date Drawg in Reviewed Truss ID Run Date avu an Drawing Reviewed ciwwsCu oullgln No.of Eng. Dwgs: 33 Layout VT 11-4-99 4-11-01 L,� V W 6-18-02 6-18-02 t.-'' Roof Laads- TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 sf Total 33.0 psf HIP 10-20-00 c..-�' X 6-18-02 v'' A 6-18-02 Y 6-18-02 +✓ B C D 6-18-02 6-18-02 6-18-02 Z Z1 Z2 6-18-02 6-18-02 6-18-02 L—• —' E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" t^p� "EEW1 CITY OF SANIT E1 6-18-02 F F1 6-18- 22 6-18-02 G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 I 6-18-02 11 6-18-02 J 6-18-02 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 NTY DATE: J U L 16 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4-y SEA PLAT ES 36 III QII N A - J i I V UME G s EILI/� a} x i � Z1 i Z2! I H IZ G Z G Z Z G ¢ m 0 Lu>> I Z G Z I I I I I G w z Z 'Pj L I I\ G Z H IZ . t I ( BEA NG W Z2 Z1 J VT11 F -x P ro I P L 12-0 � 7.8 � I (H1 �t J1 M NAILER I I M M &`-' sm ^ & � � 2SLS L5� JOB NUMBER: SUNIV M L THJ26 HANGER CUSTOMER: 7 p c JOB NAME: SUNBURY "I & J" VAULTED M.BDRM. H1 DRAWN BY tly DATE: 11-4-99 U PITCH:6/12 O.H.: 1'-0" tt BEARING: 0'-8" LOADING: 33psf 9J1 L��I 19 0 7-421-0 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the resoonslbilitvof-the installer(builder building contractor licensed contractor, $ctororerection contractor) toDropedyreceive. unbad story hanrila install and ace metal plate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. ;TORAGE 60° `y/60a or lees or less Tag Approximately Approximately Tag Line '/2 truss length 1/2 truss length Line Truss spans less than 30'. Llflit the 1 Spreader Bar attac sling Toe In Toe In etc. Less than or equal to 60' Spreader Bar Toe In Less than or equal to 60' { Tag L)ne Strongback/ SpreaderBar r' :king Ground Brace Vertical& (GBV) Typical horizontal tie memberwlth multiple stakes (HT) 'yb'truss of bra4 'cup of trueee (EB) Frame 2 Tag L)ne Strongback/ SpreaderBar r' :king Ground Brace Vertical& (GBV) Typical horizontal tie memberwlth multiple stakes (HT) 'yb'truss of bra4 'cup of trueee (EB) Frame 2 El ' �,{! �+51J 4� ic!� Y>k�' * �`�r 144 .� y�pr + } �•�� ' d av'i �+e;, i �'i far{� � na a't�'�' y��.,. ��n1. r ,tf 4 1 v ...,. ! t �....st'w,.. .. nf'-`.J4'ri..•.. v''. - n, +. r.Y y ^ ¢,}'p J �.* f Yirnsi.+ e r .. .... _ ...w.. au i+ t i'S , 3 P it R:., , i1� 1 N I sMINiMUER'► I O i' a alr,l If i7 l a "P TC a LP e, Si�Ci �LD`r VOWk i�Sl i,p FER I DIF SpLl AC1NGi��'�"ss� N! I U to 28' 2.5 7' 17 12 Over 28' . 42' 3.0 6' 9 6 Over 42' - 60' 3.0 1 5' 5 3 _v.a — ev vrvasruner engineer )F - Douglas Fir -Larch SP - Southern Pine -IF - Hem -Fir SPF - Spruce-Plne-Fir Continuous Top Chord Lateral Brace --�` Required 10' or Greater Attachment Required All lateral braces lapped at least 2 trusses. 12 /11, >. 5 i— az" ,`. rz0 o, ry e6 F Top chords that are laterally braced can buckle togetherandcausecollapselfthereienodlago- ,<< Gj nal bracing. Diagonal bracing Could be nailed �ry to the underside of the top chard when pvrlins are attached to the topside of the top chord. �fiSCtSSbRS 7RC�55 Frame 3 Mn 't lfl��,•n 4 F SPAN '�a r •rk^�, uti„uy r,,;:,I. ,%tl,• .. � �� ,{ I, .. I �mCN.0 i r I. ) 1 I it ' I �1111�. :I. 1 ER�L � C � SfACING(LBluti) ��1'E'�Sil�•"q��';A��rSar.� A""9llMi,+,� 1 CPt SP�•1�CIN�G',. D6g � [ e"tru sea] I: ,I r I' SP DF N, :SPF HF;• UP to 24' 1 3/12 1 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 Over 54' See a registered Professional en Inesr wr - uougias rir-Larcn 5P - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle together a nd cause collapse If there is no dingo. nnibracing. Diagonal bracing should be nailed to the underside of the top chord when pudins are attached to the topside of the top chord. MO1�0TRWSS;;" 12 "Al--i 3 or A'S, greater \ All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral Brace Required 1 0' or Cart Attachmt Requirec +`M�k xy): 5 )• 7�� may, ,*j'2'�. ? �`M}rT`�. 41 Y� •� � � aY �Y'9F �' . c n ,. �t. a, .. .�, '_,6 '' `§ j'iT� ��4� 4, 't � rr-n.� � :+ (�'i{kT,+S�� IJI�•`S � 1�S �{�'I, ii, q�� a } ep , t ` ih:i, �a i. � TS �5 n a 1 g{,� t snF a , t7• (1;,,xrs t'''�(y'l Mr �t t n a ��I; �, ,i S � f ! �'A��'qr ■ � p .. �� l3 - '�+ J �' S,n �.� In{ � i 4r �4 jE . ..... .,_ u,...n � h.iStart _, c ..,,. ,, ,t,, �'p.... d •, .p ,� C� , � � y � ; , ..R'`�.I�,�& �S�I�tx.. � : 4f81 F4, _:a�a1 a1`er�'t'„��..,'�x'i"4!�.t�+'. r�7 r . ^ � � t :.�F',`, �w. �'M. � li` •'1�,��^'tt4j �` �j'�.�p+ � .}. 4 axilr 1isplacement .,,,W Line Jf SMLATIO 1'OLERA'vfGESf ..I �i. „ritnfi'1'wl •+v.tiM ;d'S:n1S, '.:. '�Pt�k 'W4tl tGl i il•I! L(in) L200 r L(ft) 50" _ 1 4" 4 ' e 3, 150" 3/4" 112.5' BOW Length L(in) Lesser of L/200 or 2" L(in) .............4....................... Lesser of L/200 or 2" 200" 1 " 16.7' 250" f -1 /4" 20.8' 300" 1-1 /2" 25.0' tams MAR®AIDA SYSTEMS 4005 Maroft& Way Sanford, FL U771 (407)321.0064 Far (407) 321-3519 .Date: March S, 2003 To: Building Department .From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #005006S Subject: galley 'trusses All valley4russes labeled V'I'-1 thru 100 are covered under the general valley sheet provided in the truss package signed and scaled by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to can at 407-321-0064. rat,, elv om s Ponce, P.E. Date: 315fc� 3 7fals d- t - Is for au Wdmduw bring m Poarnt add 11 s been based m brfonrtaU. F-Ided by if,. dknL The d-k.1 dk k,,,, any respo„slb7t�e for damage, as a _.k of 6uay or mewrast. l¢(a.matioo; zPedRedlans and/or desigrn f.wmsh.d b tt.e trus dofg¢Q IT the d1ml. and the matitu®s or-ccUraty of Ibis W- maUan as It may relate to a spe- cute PD ana aeoepts --P.-Ibility or exelrlsrz no ed¢b¢I -Uh regard W falrrlea- na.>_ b.odlteg, -wp--t and Ua-t-"U.. ar f UUst,'s- This Ina bas been designed es an 1-Uoduai la--g ®Pout In acoa.da "RL ANSI/PI 1-1995 -¢d MS97 to Ix b,csnpot-ted' Put .r me budding dofg. by a Balk( g l-Ign- Isaglstrzcd uchlt=t ar p .j ssWW -0-1. when -k-d for app,_l by ebe b¢itdmg defg,a. Ua. dveg., 4vdkr ,shwa. mast be edaed,ed fn be sure that the data show¢ 11 are m agreemmt with the local builds., macs lanai dlmane ..=araa r wfna a saw ta-as, ' PmJ� specafeatims or special -,pled loads. U¢ksa Shown. bus has ¢ot bccu dc,Wcd fat storage a ooa,P-¢ey L-dz_ Th. desfp, ass,¢¢es ¢m¢pr.sstan chords R p or bottom) ate a Um.- 'omly bnecd byab-tbwg umgy otber..be jape60ed Whey. bona¢. -boeds to te¢ston. a.e ',sot f..ry b-.d Wr ijy Ay a Peopvty applfad tlgtd oe6log. Gary -h-ub be bm-d at: Imasimuma zp-cmg of I(r-O' o.e. Conoedar . Plat- ab.9 b. ¢+an¢f=mu>=d So gaug, 1mt dlppcd gal"n"rd st¢I racethag ASIM A 6S3. Glad- 40. ¢ages.+ otherwese show¢, FABRICATION NOTES al'br /o 1a6r1a.Uon, the fab.fotar sl>.in R„n this dnwfng m resift' Thal ihb d_wt g Is In oaedannu,ee with the kbdeatae. Ph-- and W 'aaae a o mtomog t-spoaulbdity for sash vat- ?rwng tad c eted�Uf-og fbelcatb¢ a Paz b, 'fato atlrall ¢ot b. hutall d ory kaothoks. ha-ts or dbt n, d gram_ ►cambers sbaB be net - 6gbt fntmg'-d to wad b-bag. Co¢- !o_ dor PW= abaR be lasted on bath faces of he b— wM. Haft f it' Wl dded and +ban be ym" abmd tha ). nt utd_ otl,eX¢,be shown A 4 plat. Is 5- *Id. x 4' I_,, A 6a8 ph, is 6' Id, a it bug_ ;It. (boksl nor l.arald to e plate 4ng(h Pcdttoi Doawe cots o¢ web ianhos sbaB meet at U,c otntwfd edtbe webs [des othvwlse at.-- Con¢ecfar plate stre . t¢fofm- sties bucd an the [.tits shown ad m.y need m be tneieased f e-+41n hand_ pg a¢d/or e..tbn auesso. Thb Muss is ¢ot be fabAoate-1 a4m lb. r-tudmt t.caeed mber,a k- Ehcawes. atmwaa. For adeUtbn-i ro als-o - ()vatic,, C.", " to ANst/M I-t995 RECAUTIONARY NOTES ebradng afd aariio¢ riComme¢datfoos aze e Toth- eaI h- aamrd-nee witb -H..dimg :tatlog hAnda�', Htti-9l. T.uase a to b$ -pa ij char cue dtutng bandb,g uy and lmtaliatfe-, to .rand >aga T®Po�Y wd pama¢aoi braclo lading u—' In a --ight u,d plo.nb 6 b. aatd Lot -kltk% W4 1 feaeas shag! be �- ,lb csseulhl and d by oU,eis. Cazeful band. bn brackag is -Mays Obcd. Notanl PreouUomty adlw f., sse T.quhc such Ie¢rpnraty bradog durlog 311aUm bdwem trusses to a-vid foPPlmg damarotag- Ttac supQ.t b¢ .1- -fun d U- Shag be under Ole a OWM oT e f—I m the Lust.U.mao el b -- :bslooal adrlee slug be sought If needod, iceouatlo¢ of eo-b -tfo¢ Imds ba+at-r I the dalg¢ loads sha0not be appled to cs at any tlme No loads outer thou the j.t of the eaedaes shall be -PP11M to ses uIl ll. alter al fistcohjg and bmcbag amPktoai MONO VALLEY VALLET TRUSSES COMMON VALLEY VALLEY TRUSSES ITYpI WO: VALLEY SET SUPPURTMO TRUSSEs I DIAGONAL WEDS 6REQUIRED WITH SPANS GREATER THEN 26-04 3.6 214 6-6 4 ZX4 3X6 214 ZX4 TRUSSEs 316 IF LESS THEN 3.6-a THEN MOVE DIAGQIIAL WEB TO NEXT PANEL 4 1 # 2X4 ■ 2X4 OR fix6 OR 4xfi 316 2x4 1 4x6 4110 Zx4 7x6 3x6 ow aft 20 TI: V[ QZY:1 I*I WHEN OIGAONAL WEB PRESENT USE 4X6 PLATE, IL) WHEN NO DIAGONAL WEB PRESENT USE ZX4 PLATE VALLEY MEMBERS AT 24.O.C. Inn 2X4 ]:6 2x4 VARIES - 12 UP To T 214 2x4 lx6 MAX 6.0-0 O.C. gypj 14ie # 2X4 MAX TRUSS SPACING MAX. 6-0-0 O.C. (TYP) BELOW a 46• O.C. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 12 i� IT IS NOT REQUIRED TO SHEATH TRUSSES BOP CHORDS: 2X4 SP S2 WEBS: BELOW VALLEY SET. VALLEY MEMBERS 2X4 SP 93 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (21 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1116d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT B' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8- O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF eBL LENGTH. ONE BRACE REQUIRED ON WEBS GREATER I. TWO 2XG BRACES REQUIRED ON ANY WEB EXCEEDING 14`.tj EXCEPT AS SHOWN T'I.AT1S.ARE TI2t1 GA TEt STED PER ANSIrM 1-1995 COut. Support Stuffs yl//-�MIN6: READ ALL NOTES ON TIIIS SHEET. (� b-0-4 o.c. =il==Systeill,A COPY OFTHIS DRAWING TO BE GIVEN TO ERECTING D g.,oh: CONTRACTOR. 4005 MARONDA WAY aCWG WARNING: Dsguf•: TLY SANFORD, FL- 32771 wracfng shown on this daawtog Is rrot erectbn hracfn . TC Live 16.0 (407) 321-�G4 rax (401) 321-3913 sbown is fw Utz the t uUdio9 design and whirl, mus! 6c __Jd-f¢ladg y tb braelog W SkURM braebeg TC ll�d F TOMAS PONCE P_E. made:nandtat�iltauh tofbrassmtanbefs byng byyllugacsi®,-* Bratlt 7.0 psf nteg.I. ends snd si jm aa-e bnckl{pg 1eii8�- Prrn"fons g LICENSE 0050068 adamaaat 6ea y g a* tb. --an -t., sans detet mnst be BC live U.0 f (thus Piste itulltut eti1eL -r F,-.e+pdr-d, tS-c Ltd gf «bS'� a b,.Ndmg ae./gaer. iT$ 3890 GREENBROOII CT.OVIEDO,FL32768 c' TPL 6 healed at 583 D'O¢olflo Or1Yt: Madb f BC Dead 2.0 mt. 4VLscdnslB 597191. Psp T'(ITAT. 7S ll ncF VALLEY TRUSSES (TYP.) RTING TRUSS COMMON OR GIRDVER W COMMON TRUSS) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4- O.C. VALLEY TRUSSES CAN BE CANT LEVERED UP TO TWO FEET. ` Tniss ID: VT Dc2f e: 4-11-01 Dut 00 - Lbr. i.25 Dut (1c - p1f: I.25 O,C. SPacifiy: 24.0w Ucsigrj CrifefiCt- TPI Code Liesc: I f.n f nr% nn nuns uLS1('N INFOPMATION lbls d si ll is for an Indhidual buiWis ®npooent and has been. based on bs(am+at(mI iproafded by the dknt. The dcstgncr dbrbfms spy nspwumWy Iw daas.go a- . r K or i faYltrarfnmarrtlllfamlaUonSpcclnrations ,d/or dctgna lu,n61m1 to U.e tow dalguer bg the tdkt,(and ll,c mmcUless or am,aq of [hla r..IarrmUon n n wu.T rel.t. (o . ape - epic protect and a,xepts no roponsgtfiltr or ct—kd no mutm as r"d to rab,tca- iron. handiwd, ship—nt and h,at.a uon d itrwsea. -rhss vvs- lassbeee..Ic ssg d as, an bdtaldua l budding cmnpu s, ,t In al m dance wnh Annul IA995 and NUS-97 to be inrn,punted as part ar tha buliding deign I.y a 6v0eb.g Delgr tregla[ered nrehRed.,r p.dealw,al a,Fb,eer}. t•Il,m reakwed fa approval by lire tu,gdb,g delgt,er, the design t.enfb,gs ah— w+-1. be d, k-d to be aure 11nt Use data sivnvn arc In agteemcrd Hith tlse tool budding mdes. Iool danatk records for wbsd or snow loads. pmJed speegimllvns ur sped. applkd Iliad; UMas shown. In><v hay ml been I-V d for storage or occupancy loads. The dcafgn assmom eomPr sw, chord- Itop m b.ttoml arr eontb+u- -1y braced by sl—U.b., un4�- oU,Crnbe spacYled. ryhcrc bottom chunk (n Icrwbn are oat. ftdiy braced t -A—I br a p—d at• appded ngld ceding, tle-f sl,uu(d be brand al a mssimum-pacb,g of tO--U' is Con,rador phles span be manufaeturod i— 7o gauge Imt dlppcd gai.u,kcd stcci meetb,s ASTIA A 653. Grade 40. union IXlsw , sham, FABRICATION NOTES Prlan to fabamUan. Use fabde Eur ahaY realew Ilds drawy,g to eeriry tlot thb d.awtng k to motorman« wfh tha fattrfml..r's plats aid to ruYae a—U+.ub,g.vpas-"ty f aveh .erF Elvis.- My dbe.cpa+xfe are to be pill. berore e U sg or [ab.-k.Uc n_ Thus shad not be Insen<d orcr knothalo, k-1. or dktoned gruh,. Ffen.bers shad be cut I- tight flUbrg woad to -stud Itearb,g. Corr ne-i— pule -haft be located ra, tort-, fate-.-s W j U.e trusa -kh ,saps h,ify ImbcJded sr.d siW{ be sysn. abou4 thesnde x 4mint unless IXhvwtse shown. A 5xt plate v.5- ' bog. A 6.8 plate t. 6- w1de s 6' long, sbta (holes{ n.. panitd to Uu piste kl-19th apdncd. Da,". cut. o.+ ..eh Inembws shag meet at the _&,d of the s.ebs ur,lw ahersrisc sl,owr,. Cones (c plate silo are MaYsnvn atxo Ir.scd on the fnrcea shown and May need to be Increased (or tcrtatn lurd- '., W.g arrd/oc ereelbn-trQ.es. This hruas fs not I. be (brlotcd .1d. fire nia,rhs,t -rated k,rnber artless IXherwtse shown_ For addtUor al kdamntan on g.-slur Control refer to Afs517TTi 1-1995 'PRECAUTIONARY NOTES bncb,g sod —tbn rs:connmrndaUw,a an; k4l...d in aceardarrce wsUr'H.ndilrrg bwOUb+a 6..ack<. Hnt-91. bosses are to be �ar Ld au" paruevlar are des. Is% bandb,g and bm.dfb,e d� e.y nd MstagaUan to -cold daring 7 po r3- d lscrs•.nt b.acs,g I t,ofeb tnwe is ix ptvmb pas. krun aM for bang Leon, 1'— strati It pvrgmed and tnujkd br Mhco_ Cardvi bvM- Ibg Is cssenifal. and --coon bsa I,,g k a1—)-s te>Itlifed. Normal pfrrauUduall adldn for buss- ,".Is s such letrpmart• Ixacing d.ang Ittstanauon 6ctuccit trusses to amid toppling /r+ddambtoing. Thesupcs.bI. ofvecNonof Ir,wo sk.aq he tn,des the eor•trol or person- exp.e.-. ed. to Uilt U swiaunn of Uusses- prarosronal ad ice -flan be nought 9 needed. oncentralfa of corotr U toads grealu Ill n the de-' loa to had not ti appltcd to n sse at any tb N 6 d,s albs., than Use . acrght of 0- dons dsil h- ppY-ni to Iu s••s +ndn site, -d lash i ! -1 h.aetng 5 cu.uplctcd. e., t `)ioff4m) HIP GIRDER 2x OF YVU: IIIPDEIAII UUBKJ W BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEI\I. OSB_ NOT TO EXCEED 24f'O.C.. rO BE. NAILED TO TRUSSES W/ - 12ON CEN_ STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING TYPICAL BLOCK G O V 0.l J.0 EP jp si;di Systems 4005 MARONDA WAY SANFORD, F7_. 32771 (407) 321-0064 Fax (407) 321-39131 TOMAS PONCE P.E. LICENSE 10050068 1690 r+REERBRDDK t.T.OVIEtt0.1`1_327% /Lon,• Arvo-+r eu..Irr;. 'vwfUk1'1111)1ti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR_ BRACING WARNING: nracfng shown o+. Ihti doMr,q k ,M ere• U_ b,adnt; wlnd bneing. I<+rtal b.actng or abnllu bneing a•I,Icb to a part of the budding dafgn a, d +rhklr wins[ be mttsldrrrl bt• Ure bafMb,g d�lgner. Rra iss, shm.n is ('c latent- support v(lruss rnrn+ben owl!' to reduce bv<kling IrngU., prortb,a coast be made in anchor talent bacb,g at rnds and spcdtfcd lotstfona d<trrmb+ed 65 U,c buddl„g desle+,er. addfUoml fxaeY,g of Ure -reran slrveture tm� be .crlubad. ISce 1419-91 o1 Tad. i lt,us pLzte Institute, TPI. 6 bated at 533 00„o1.ia D,be. M-dtso.ti Esug- Job: Dwg: Usgrur: TLY Cblr: TC Live 16.0 PS[ TC Dead 7.0 psE DC Live 0.0 psE 13C Dead 111.0 psf 1-OTAL 33— n „te Truss ID: HIP . Date: 10-20-00 Duffac - Lbr-. 1.25 Duffac - Pif: 1.25 O.C- SDacing: 24.0r, Design Criferia: TPI Code Desc: V:06.79 nn- 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 tnformatdom specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cNk 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 inaccordance with ANSUTPI 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 0e building designer. the design loading shown must be checked to be sure that the data shown arc in agreement with the local budding codes, localclimatic records for wind or snow bads.. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of W-a' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel 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 H in conformance with the fabriatoes plans and to realize a continuing responsibility for such vert- fiatlon. Any discrepancies arc to be put In wr3mg before cutting or fabrication. Plates shad not. be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4- king. A 6x8 plate is 6- wtde 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 slur 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 Ail bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracing'. HIB-9i. Thzses are to be handled withparticular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight andplumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erectionbracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and dormnomg. The superviston of erection of trusses stall be under the control of persons experienced In the Installation of trusses. Professional advice shalt 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 allfastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. 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, 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 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 04-3 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. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECPION 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 A QTYA ====_ =======_ 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- O 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-Loc 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-" 11 3 1 6.00 5X10 3X4 5X1O 30-0-0 -6�00 T 0-4-3 3-10-3 110 9 8 10-0 20$7l/ 3.50" 7 20$7 � 3.50" (RO-I1-11) I 430fi 430# (R0.11-11} EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 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 1W GREENBROOK CT.OvtEDOYL-32766 WARNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral supportof truss members only to reduce buckling. length. Provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of the overall structure maybe required. (See HIB-91 of TPII. rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). Eng. Job: WO: SUMV Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 6-18-02 TC live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o 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 u gn. mmrtz nntaysts JUS r'AIH: (.alLb-LUKVUHM1ZMPHQVN1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ == __==-== on====_ Joint Locatis=====_____ This design Is for anindlwdualbuilding component andhas info BOT CHORDS: 2x4 SP #2 WEBS: 2X4 SP #3 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 t- h desiged n The)aims any-PbyIletutor_Thegesiasareultof 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 any reaponsQrilly for a a mutt d 3,5 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty orinconectInformation. specifications and/or designs furntshedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCB 7-98, C&C, V. 125nph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ---.-- by the client and the correctness or accuracy ofth�ennationaitma miatettoaaspee- Support 1 734# Support 2 765# Bld Type- EnCl L- 40.0 ft W- 30.0 ft Truss X-Lox Vert Horiz Uplift Y-Lot Type exit projectandMAX exercises no contra! with regard to fabrics- LIVE L40AD DEFLECTION: in 2NT zone, TCDL- 4.2 psf, BCDL= 6.0 psi Impact Resistant Covering and/or Glazing Req 0- 1-12 1036 60 -734 HOT PIN 29-10- 4 1035 Hon. handling. L/999 0 -765 BoT H-ROLL shipment. and Installation of trusses. This truss has been designed as an La:-0.08" D=-0.08" T=-0.16" ..TC... FORCE ... CSI ..BC...FORCE... CSI individual building component inaecordaneewith MAX HORIZONTAL. TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSlnPI 1-1995 and NDS-97 to be Incorporated aspart dthe building design by a T= 0 .07" 2- 3 -1637 0.32 11-10 1371 0.43 ' Designer (registered architect or professional or Professional MAX-1rOAIZC)iVZ'AL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 engineed. When reviewed for approval by the T= 0.03" 4- 5 -1637 0'.39 9- 8 1568 0.47 building designer, the design loadings shown RMB - 1.15 5- 6 -1582 0.32 must be checked to be sure that the data shown 6- 7 -1794 0.37 arc In agreement with the local building codes. local climaticrecords for wind or snow leads. - project specifications or special. applied loads. Unless shown,tow has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceding. they should be bracedat a maximum spacing of IO'-0" o.c. Connector plates shaft 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- 8cation. Any discrepancies are to be put in writing before cutting or fabrieatton. Plates shall notbe installedover knotholes. knots or distorted grain. Membersshallbe cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss withnails 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 centmd 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. Wng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwtsc shown. For additional Information on Quality Control refer to ANSI/TPI I-19N PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling installing & Bracing". H1B-91. Trusses are to be handled with particular cane during banding and bundling, delivery and Installation to avoid damage. Temporary and per -at bracing for holding trusses in a straight and plumb pos- Won and for misting lateral forces shall be designed and Installedby others. Careful hand. Iing Is essential and erection bracing is always required. Normal precautionary actionfor trusses regWres such temporary bracing during Installation between trusses to avoid toppling and domtnotng. The supervision of erection of I- shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of 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. T 5-3-2 0-4-3 T�T I 9-0-0 12-0-0 9-0-0 1 2 4 6 600 F1 4X8 2X4 4X8 30-0-0 F.1 4-10-3 0-4-3 i 1 11 10 9 1036# 3.50" Ol 36# 3.50�" 30-" 1-0-0 (RO-111-11) I 1 (RO-11-I1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind brncbW, portal bracing or similar bracing which is a part of the buiMtng design and which must be consideredby 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 HIB-91. of TPII. Muss Plate Institute. TPI. Is looted. at 583 D'Onofno Drive. Madison. Wisconsin 537191. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: B Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design- Matrix Analysis JOB PATH: C:ITEE-L0SU0B31l25MPHWUN1V HC& 06:02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C ATY:I DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the === _=== ====Joint Locations=======___ This design is for an Individual building component and has been based on information BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 composite result of multiple loads. _==_ 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 provided by the client The designer disclaims 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 any responsibility for damages as a result of 4 , 5 continuously y braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty orincorectlnformalton.specifications Wind Case- ASCE 7-98, C&C, V= 125agh, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy �eit�mfotmatiwtasumayretatetoaspe- relate to auy e, Support 1 727# Support 2 769# Bld Type. Enel L= 40.0 ft W= 30.0 ft Truss in ' ----MAX. REACTIONS PER BEARING i3OCATION---_- ddric project and accepts no exercises no control with regard to rabrica- � LIVE LOAD DEFLECTION: IRT zone, TCDL= 4.2 psf, BCDL- 6. 0 psf Ingaet Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1035 81 tion, handling, shipment and Installation of trusses. This truss has been designed asan L/999 L=-0.07" D=-0.07° T=-0.14" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI -727 BOT PIN 29-10- 4 1035 0 -769 BOT H-ROLL indlviduaibutdingComponent inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 PI ANSI/T1-1995 and NDS-97 to be incorporated as part of the budding design by Building T= 0.07" -11 1534 0.43 _ Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 engineer). When reviewed for approval by the T= 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 building designer. the design loadings shown Rplg = 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are in agreement with the local building codes. kcal climatic records for wind or snow loads. - project specifications or special applied loads. Unless shown. thus has not been designed for storage or occupancy bads. The design assumes Compression chords (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 AS7'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to vertly that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fkatlon. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain.. Members shag be cut. for tight fitting wood to wood hearing.. Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' widc x 4" kmg. A 6x8 plate is 6' wide x 6' king Skits (hoks) run parallel to the plate krtg<h specified. Double cuts on web members shag meet at the centroki of the webs unless otherwise shown. Connector plate sizes ate 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 Infotmatbn on Quality Control refer to ANSI/T FI I-1995 PRECAUTIONARY NOTES All tracing and erectionrecomatendattans are to be followed in accordance with -Handling Installing a Bmctng'. HiB-9I. Trusses ate 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- filon and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautk aary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domfnoing. The supervision at erection of trusses shag be under the Control of persons experienced in the Installation of trusses. Profe l nal advice shag be sought If needed. Concentration of Construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the welght of the erectors shag be appliedto trusses until after all fastening and bracing is completed. I1-0-0 8-0-0 11-0-0 1 2 4 6 Q 6-3-2 0-4-3 Tr� 1 4X6 3X4 4X6 5-10-3 0-4-3 TT� I M M 30-" 13 12 11 LO 9 1-" 1036# 3.50" 1036# 3.50" (RO-11-11) 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.2094 Maronda Systems), 4005 MARONDA WAY SANFORD, Fir.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #OO50068 1890 GREENBROOK CT.OViEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing is not erection bracing, wind bracing, portalbracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IILB-91 of TPI). rltu ss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNIV — Dwg: Truss ID: C Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live o.o 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- 1=10- 3 •�� .,. �....,-,.w,n vvoouumrn�awvry HCS• 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has beenbased on Information provided by the client. The designer disclWms any responsibNty 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- cificproject and accepts no responsibility or exercises no control withregard to fabrka- tion, handling, shipment and Installation of trusses. This truss has been designed as an Indvidual building component in accordance with ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the building design by a Building Designer fregtstered architect or professional englneerk 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 kcal building codes, local chmatic records for wend or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- oussly braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceding, they should be braced at a. maximum spacing of l0'-O" o.c. Connector plates shall be manufactured from. 20 gauge hot dipped gahanUed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in. conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication.. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not. be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates stall be locatedon 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 6x6 plate is 6' wide x 8- long. Sots (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 ate minimum size, based on the forces shown and may need to be Increasedfor certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire muriant treated lumber unkss otherwise shown. For additional Information on Quality Control refer to ANSI/TPt 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with `Handling Installing & Bracing', HIB-91. Trusses arc to be handled withparticular 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 restating lateral forces shall be designed andinstalled by others. Careful hand- ling Is essential and erection bracing is always requbed. Normal precautionary action for trusses requires such temporary bracing. during installation between trusses to avoid toppling and do mining. The supervision of erection of trusses stall be under the controlof persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shalt not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. �B: 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 R 6.00 WO: SUNIV WE: MULTIPLE LOADS -- This design is the ccuposite 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, 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 Cowering 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 4X6 4X8 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 6.00 1036# 3.50" -- 1-0-0 (R0-11-i1) I 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: MaCOnda SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: 4005 MARONDA WAY TIC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing7.0 TC Dead psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live 0.0 psf Additional bracing of the overall structure may be required.. (See HIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 (Press Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890GREENBROOKCT.OVIEDO.FL32766 a TOTAL 33.0 psf Desire: Matrix Amdvrir rnD .,-. /`,Trrrnv„�nrv„ .. .., .... 6-10-3 0-4-3 1036# 3.51j0"" I (RO-11-I1) scale = 0.2094 Truss ID: D Date: 6-18-02 DurFac -Pit: 1.26 O.C. Spacing: 24.0m Design Criteria: TPI Cade Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an mdtviduaf building component and has been based on infonmation provided by the client The designer disclaims any responsibility for damages as a resultof faulty or incorrect Information. speculeation" and/or designs furnishedto the taus designer by the client and the correctness m accuracy of this information as It may relate to a spe- cific Project and accepts no responsibility or exercises no control with regard to fabrfa- non. handling, shipment and installation of trusses. This tarns has been designed as an individual building component in accordance wta ANSI/TPI 1-b995 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 datashown are in agreement with the bat building codes. local dlmatic records for wind a snow loads. project specifications or special appliedloads. unless shown. taus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwse specified. Whem bottom chords in tension are not fully braced laterally by a pmperty applied rigid ceding. they should be braced at a maxtmum spacing of l0'-T o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting A.9TM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricationw .. the fabricator shall revie this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze a continuing responsibility for such vert- fkation. 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 Ruingwoodto wood hearing. Con- nector plates shall be locatedon both faces of the truss with naffs fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holesl 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 arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Thus truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional hdornation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Au bracing and erection recommendation are to be followed In accordance with 'Handling Installing & Bracing'. HIS-9I. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Kim and for restating lateral forces shad{ be designed and Installed by others. Careful hand- Itng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary -.tracing during installation between busses to avoid toppling and dominoing. The supervision of erection of trusses stall 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 notbe applied to trusses at any time, No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed.. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCM3XME: 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 cofxtposite 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, Ia 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 -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 ATY:3 = _ _ =__ _ ===Joint Locations==_____________ 1) 0 0 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) IS- 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-Looc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 74 -680 BOT PIN 29-10- 4 1036 0 -718 Bar H-ROLL 15-0-0 15-0-0 1 2 3 5 6 4X6 Q 7-10-3 0-4-3 T7� n M 30-0-0 12 11 10 9 1036# 3.50" 1036# 3.50" (RO-Il-11) I 30-0-0 11�-0-0— (I RO-11-11� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLITPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job:WO:SUNIV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. BRACING WARNING: Bracing shown on this dravAng is not erection bracing. wind bracing, portal bracing or similarbracing which is apart of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of tress members only to reduce buckling k11ng length. Provisions must tic made to anchor lateral bracing at ends and specified locations determined try the building designer. Additional bracing of the overall structure may be required (See HIB-9I of TM Rnuss Plate Institute. TPI. Is looted at 583 D'Onofrio Drive. Madison. Wi com m 537191. Dsgnr: TLY Chli: I Date: 6-18-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 f DurFac - Lbr. 1.25 DurFae - Pit: 1.25 rr O.C. acing: 24.0 Design Criteria: TPI g Code Desc: FLA 4005 MARON DA WAY SAN FORD, FL. 32771 407 321-0064 Fax 407 321-3913 ( ) ( ) TOMAS PONCE P.E. LICENSE #0050068 18900ReENBRODg CT.0VIED0.FL32766 I TOTAL 33.0 psf 2.02- 13802- 4 �� a• mom•_ --y.., ion rnir: L:HCC-LUAUUHJI/OMPHIJUN/V HCS: 06.02.02 JB: AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an individualbuilding component and has been based. on Information provided by the client The designer disclaims any responsibility, for damages as a result of faulty or tncored 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- cXic 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 witt ANSI/TPI I-1995 and NDS-97 Lobe Incorporated as part of the building design by a Building Destgner (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 withthe local building codes,. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tensionare not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0' ax. 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 verffy that this drawing is in. conformance with the fabricator's plans and to realize a continuing responsibility for such veri. fkation.. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight Ailing wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate is 8' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum skes based on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shaven. For additional. information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance with'Handllng Installing & Bracing". HIS-9 1. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for resisting Lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bmcbW Is always required. Normal precautionary action for trusses requtra such temporary bmcing during installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experience( in the installation of trusses. Professional advice shag be sought if needed. Concentrationof construction bads greater than the design. bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to tosses until after all fastening and bracing Is completed. 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 Tr� 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chorus 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 Lac 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 -1746 0.39 2- 3 -1570 0.34 3- 4 -1144 0.30 4- 5 -1144 0.30 5- 6 -1570 0.32 6- 7 -1746 0.37 BC...FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 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) is- 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 n 4X6 30-0-0 n 7-10-3 0-4-3 12 11 10 9 8 "0# 3.50" 1036# 3.50" 30-0 0 (I RO-1141) 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 1890 GREENBROOK Cr.O"EDO.FL32766 VYF►KNING: 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 riot erection bracing, wind brachsg portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing atends and spectied locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of T g. (l7uss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: 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 Truss ID: E1 Date: 6-18-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.0102 - JB: SUN'BURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =-==-=---=====Joint Locations=============== This design Isfor an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on information provided by the dknL The designer disclaims WEBS: 2X4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4 - 1 4) 9-10-13 any responsibility for damages as a result of inuousl ' conty braced unless noted otherwise. faulty "loco,ect bdormation. spectnntions PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, CSrC, V= 125aph, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss destper Support 1 580# H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Uniform. PLF From PLF TO - bytheclientandthecorrectnessoraccuracy Support 2 340# Bld Type. Encl L. 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this information as it may relate to a spc- cgk project and accepts no responsibility - PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 exercises no control with regard to fabrica- Support 1 275# MAX LIVE LOAD DEFLECTION: t Resistant Cover C Covering and/or Glazing Reg ----MAX. REACTIONS PER BEARINt3 LOCATION----- tion. hand shipment Iing, Iprmerrt and. Installation or trusses. been L/999 X-LOC Vert HOrz Uplift Y-LOC Type This truss has designed as an ..TC... FORCE ... CSI ..BC... FORCE ... CSI 0- 2- 8 208 275 -580 BUT PIN individual building component inaccordance with L=-0.02" D= 0.00" T=-0.02" 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 -340 BOT H-ROLL ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 as part of the building design by a Building T- 0. 03" Designer (registered archreviewed dforect or professional engineer). When reviewed for approve.! by the th MAX HORIZONTAL LIVE LOAD DEFLECTION: building aes(g/ner. the design loadings shown T- 0.03" must be checked to be sure that the data shown are in agreement with the locai building codes. RMB - 1. 00 local climatic records for wind or snow loads. _ project specifications or specialapplied bads. Unless shown.truss has no been designed for storage or occupancy loads. The design assumes compression chords (top or boUomj are contmu- 9-10-13 ousy braced by sheathing unless otherwise 11 specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied 3 rigid ceiling, they should bebraced at a Z maximum spacing of IO'-O' o.c. Connector plates shall be manufactured from. 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing respons"ity for such veri- fication. Any discrepancies are to be put in 2X writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shag be cut 3-9-14 for tight fitting wood to wood bearing Con- 4-3-11 nector plates sham be located on both faces of the truss with nails fully imbedded and sham be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wile x 8" long Slots (hoksl run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate si-s 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 3X6 to be fabricated with fire retardant treated 3X4 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/1" 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing t4 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- ftlon and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling isessential anderection bracing is always required. Normal precautionary actionfor tames requires such temporary bracing during Installation between t"a"" to avowtoppang and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Iantessional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors sham be applied to trusses until after all fastening and bracing is completed. M IL 9-10-13 5 4 209# 4.95" 423# 2.50" 1-6-2 ial (RL-6-0) � 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I GREENBROOK Cr.OVIEDO.fL32766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on tits drawing is not erection bracing, wind bracing portalbracing or similar bracing which is a partof the building design and which must be consideredby the building desiler. Bracing shown Is for lateral support of truss members only to reduce buck!! g length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91. a(TPil. Crruss Plate institute. M. is located at 583 D'Onoftlo Drive. Madison. Wisconsin 53719). scale = 0.4873 Eng. Job: WO: SUNIV Dwg: Truss ID: F Dsgur: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - LbC 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13805- A •••--�-•- +�.. ,nrn. t-.ua;c-wnuvDJuoMrtlt3UNlV HCS: 06.0d02 SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responslbdity for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a ape- clflc project and accepts no responsibility or exemises no control with regard to fabrEca- tion. handling, shipment and installation of trusses. This truss has been dffiIgned as an Individual building componentin accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer]. When reviewed for approval by the building designer. the design loadings shown. must be checked to be sure that the datashown are in agreement with the local building codes. local chrnatic records for wind w stow loads. project specifications or special applied. loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension 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 shaft be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- fieatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym.. about the joint unless otherwise shown- A 5x4 plate is 5- wide x 4" long. A 6x8 plate is G wile x 8" long. Slots (holesl ram parallel to the plate length specified. Double cuts on web mariners shall meld at the centrold of the webs unless otherwise shown. Connector plate s[ r rc aminimum sins 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 faze retardant treated lumber unless otherwise shown. For additional information on Quality Control refer in ANSI/TP1 1-1995 PRECAUTIONARY NOTES Aft bracing and erection recommendations are to be followed In accordance with. -Handing InstallLng A. Bracing'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling. deltmry and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Mon 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 dombwW& 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 co (tuctlon loads greater than the design bads shall not be applied to trusses at any time. No loads other than the welght. of the erectors shall be applied to trusses until after all fastening and bmctng Is completed. TOP CHORDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONN3 MON 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 0-3-14 EN 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 B1d 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 TI: F 1 61TY:2 ===== _=======Joint Locations========_====__ 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOC'ATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BoYT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 1 2 3 r 4 24 3-9-14 9-10-13 5 4 1-6-2 2154f 11.31" 417# 2.50" r (R16-0) a�l 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1/005W68 1890 GREENBROOK CT.OVIEDO.Fl.32766 Design: Matrix Analysts WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis 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 truss shown is for lateral support of members only to reduce buckling length. Provtsjons must be made to anchor lattral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overallstructure may be required. (See Hi6-el of TPI). frruss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 537191. JOB PATH: CITEE-LOK11001125MPHISUNIV scale = 0.4873 Eng. Job: WO: SUNPT Dwg: Truss ID: F1 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V• 2 HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provMed by the client The designer dlsclatm_s arty responslbitity for damages as a result of faulty or mwrrcct Information. sPecuk eons and/or designs (umished to the truss designer Fry the client and the conedness or accuracy of this inmntfon as it fomay relate to a ape- ci is prgect and accepts no mspmr lbdny or exembes no control with regard to fabriea- tion, handling, shipment and. installation of trusses. This truss has been desfgtmd as an mdhidual building component in accordance with ANS1/TPt 1-19% and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engh-ert. when reviewed for apprvvai by the building designer. the design loadings shown must be checked to be sure that the datashown aye to agecment with the local budding codes, 10=1 climatic records for wind or snow loads. Project specff atbns or special applied loa&. Unless shown, truss has not been designed for storage or oavpancy bads. The design assumes wmptesabn chords (top or bottom) are continu- ously braced by sheathing unless atherwbe specified- Where bottom chords In tension rue not fully braced laterally by a property applied Ailid ceding. they should be braced ata maximum spacing of 10`0- o-c. Connector plates shall be manufactured from 20 gauge ha. dipped Vhwumd steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to rabrlatbn. the fabricator shaft review this drawtng to vertfy that lids drawing is in conformance with the (abrlcat-'s plans and to realize a continuing mapow biNty for such vert- ficatlon. Any discrepancies ate to be put in writing before cutting or fabriathm. Plates shall rat be Installed wen knotholes. knots or distorted ®rain. Members shall be cut. for tWd fitting wood to wood bearing. Con- nector plates shall be located our both faces of the puss with nails fully irrbedded. and shaft be sym.. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- king. A 6,8 plate b a- tskle x r long. Skits (holes) rim par W to the Plats length shed- Double cats on web members shallmeet at the ceotrold of the webs unless otherwise shown. Connector plate sims a¢ minimum sits based on the forces shown and may need to be increased. far certain hand- ing 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 erector reconm endauorns are to be followed In accordance with -Handling Installing h Bracing', HIS-91. Truses are to andhbundling. Particular care during banding iWery and installation. to avoid damage. Temporary and pemhanent bracing for holding trite, eyes to a attatglht and plumb pa- Itlort and for resbtkhg lateral forces shaft be designed and taxtalled by others. Careful hand- ling b essential and erection bracing is always required. Normal Precautionary actin for trusses requues such temporary bncing during installation thetween trusses to avoid toppUng and doodnohrg, 'fire superwbion of erection of trusses shad be under the control of persons experienced In the Installation of lrusaes. Professional advt= shalt be sought ff needed. Concentration of construction loads greater than the design loads shad not be applied to muses 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. AC: 10# UPLIFT D.L.' WO: 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= 125aph, Hat21.0 ft, I= 1.00, Exp.Cat. B, lizt= 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=-0.28n MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ts 0.00a MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB : 1.15 EXCEPT JB: 4-1 15 0-4-3 I WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G QTY:9 ===Joint Locations ........ a,...... 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-Low 6-10-12 151 167 -355 TOP PIIN 0- 1-12 280 197 -433 BUT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 0 3-10-3 f 7-0-0 4 281A 3.50" 3 (�1-1-9 1 151# 2.50" 7-0-0 82J/ .50" AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports C/L: 6 10-12 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WMKIYIIYIt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown oo this drawing is not erection bmctng. wind bracing, portal bracing or, simdar bracing which is a Part of the building design and which must be considered by the building designer. Bracing shown b for lateral support of trussmember only to reduce buckling length. made to anchor lateral bracing at ends and spProvisions must Uc rxl0ed kxatbns determined by the buildin Additaoal bne(ng of the wera0 structure may be requited- l.5tc HIB-91 of TPII. g des {greet. (Truss Plate Institute. TPI, Is baive located at 583 D'Onofrio Dr, &Udtson. Wisconsin 53719). Design: Mmrix A=4sts JOB P,17N: C:I?EE4_0X1J0B5111SMPf115UtJ1V Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. Attach with (3) 10d Toe-NIailt Attach with (2) 10d Toe -Nails scale = OAS54 Truss ID: G Date: 6-18-02 Duri=ac - Lbr. 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 13808- 45 JB: AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an. Ind&Wual building component and has been based on information provided by the client The designer dbctaios any responsibility for damages as a result of faulty or Incorrect information, specification; and/or designs furnished to the tnm designer by the client and the correctness or accuracy of this kdormatbn as It may relate to a spe- cffk project and accepts no responsibility or exerrl+e rao control with rr�rd to Sabra - lion. handh n& shipment and Installation of trusses. This truss has been designed as an Individual bundling component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the btdldE"g design by a Building Designer (registered architector professional engmeeri. When reviewed for approval by the building designer. the design badmgs shown must be checked to be sure that the data shown are in agreement with the local budding codes, local rdfrmatic [atada for wind o snow lands. project specifications or special applied loads. Unless shown, buss has not been designed for storage or occupancy loads. The design assumes compression chords (fop or bottom) are continu- ously braced by sheath4tg unless otherwise specs ted. Where bottom cords in tension are not fully braced literally by a Properly applied rigid ceding. they should be braced at a maximum spacing of [Or-O" o.e Connector plates shag be manufactured from 20 gauge hot dipped gatvantzed steel meeting A-5rM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag n:vlew this drawing to verify that this drawing is to conformance awth the [abriator's plans and to realize a contmuing responsWtlity Eo such veH- Datlon. Arty disvepandd are to be put to writing before cutting or fabrication. Plates shall not be lost, 9ed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- ned" plates stall be looted on both faces of the truss with nabs fully imbedded and shall be sym. about the Jointunless otherwise shavn. A 5x4 plate is 5' aide x 4" long. A 6x8 plate is 6" wide x 8' long. Slots (how) 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 sties are mtnbnum size based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforuatton on Quality Control refer to ANSI/TT7 1-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with "Handling Instagirng.h f1mchig". HIB-91. Thsses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding busies In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Carefulhand- ling is essential and emctton bracing B at" required. Normal precautionary action to trusses requires such temporary bracing during installation between trusses to avoid toppling and damtnot g. The s.pe-tabn of erection of trusses shad be under the control of persons uperlenced in the installation of Cusses. Professional edvt a shall be sought if needed. Concentration of constntcti-n loads greater than the design loads shalt not be applied to t—so al any time. No bads other thanthe weight of the erectors shall be applied to trusses until after all fastening and bracing 1s completed. TOP CHORDS. 2x4 SP #2 D HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assessed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 1253mph, 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 Iagact 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: Te, 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 4-3-15 0-4-3 4 WO: SUNIV WE: Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nultiple 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 G 1 9TY:5 = ==Joint Locations=.==........==s 1)a 0-=6==8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 HOT PIN 6-10-12 81 0 -51 HOT H-ROLL 7-0-0 1 2 6 0000 3-10-3 Attach with (3) 10d Toe -Nail) Attach with (2) 10d Toe -Nails M 7-0-0 4 3 1-1-9 1# 8.001, 151# 2.50" a 74)-0 82// .50 10-12 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSIPI'PI 1-1"5 Over 3 Supports stake = 0.4854 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1890 GREENBHOOK Cr.OVIEDO.FL32766 Desiar: Merrir Adv rrc wAKN1Ntj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracbtg whichis a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of thus mrintbers only to reduce buckling length Provisions must be made to anchor taleral bracing at ends and sPeCBId batons determined by the building designer. Addtttonal bracing of the overall structure may be requited.. (See HIB-91 of TPq. (mass Plate institute. TPL Is bated at 583 D'Onofrio Drive, Madison. Wtsconsfn 537191. Eng. Job: WO: SuNw- Dwg-. Truss ID: G I Dsgnr: TLY Chit: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Cade Desc: FLA TOTAL 33.0 psf V'nA n9 no- >I AnnCl_ d HCS: 09.0Z02 JB: SUN'BURY I AC: 10# UPLIFT D.L. WO: DESIGN INFORMATION This design Is for an Individual building component and has been based on idormation provided by the client. The designer disclains any responsibility for damages as a —,.I, of faulty or ihcon"et Information, specfflcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- clfle project and accepts no responsibility, or ezerclses no control with regard to fabrica- Uon. handling, shipment and installation of trusses. This truss has been designed as an individual building cornporent in accordance with ANSI/TPJ I-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerd. 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 "idor snow loads. project specifications or specialapplied loads. Unless shown. truss has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottoml are corhtlnu- ously braced by sheathing unless otherwise spectfied. Where bottom chords In tension are not fully braced laterally by a property applied rtod cefUng.. they should be braced at a maximum spacing of Id-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 fabrintor shall review this drawing to verity that this drawing B in conformance with the fabrtatoes plans and to realize a continuing responsibility for such v l- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over krrothoies, knots or distorted grain. Members shall be cut for tight fitting wood to wood baring. Con. rector plates shall be bastedon both facts of the truss with malls 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 centrohl of lire webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be irtcmased for certain hand- ling and/or erection stesses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Alt bracing and erection reconimendatbns arc to be followed In accordance with "Handling Instailing & Bracing". HI8-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- ting Is essential and erection bracing le always required.. Norma{ precautionary action for trusses requires such temporary bracing during instalktfon between trusses to avoid toppling and domfnoing. The supervision of erection of lrussa shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration b of construction ads 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 andbracing 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= 125aiph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 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 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. Shish 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 0-4-3 TI: H ATY:4 ==_== _=====Joint Locations=========__ 1) === ===_ 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails rl I 5-1-8 4 3 2194f 3.50" 110# 2.50" 1I-1- 61#1 50" 5-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Over 3 Supports scale = 0.6197 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on tits drawing is not erection bracing, windbracing. portal bmcing or similar brnchig which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing atends and specified locations deterrrtined by the building designer. Additional bracing of the overall structure maybe required. (,See H1B-9 t o(M). rl'russ Plate Institute. TPL is located at 583 D'Onofrio Drive, Madison. Wleconsin 537191. TOTAL Eng. Job: Dwg: Dsgnr: TLY Chk- TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 psf Truss ID: H Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Dese: FLA •�— �...... �.......-r.rvn uvoauumrrruvrvry HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. SUNIV WE: DESIGN INFORMATION This design Is for an hrdtvid—I 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 cvreetness or accuracy of this Information as it may relate to a spe- c9k project and acceptsno responsibility or exercises no mnttni mini regard. to 6Mka- lion. handling, shipment. and. Installation of trusses. This truss has been designedas an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied. loads. Unless shown. truss has not been designed for storage or occupancy loads, The design assumes compression chords (top or bottom are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully traced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'fi 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 confomsnce with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrimuen. 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 locatedonboth faces of the truss with nalis fully Imbedded and shall be sym. about the joint unless otherwise shown.. A 5x4 plate Is 5" wide x 4" long A 6x8 plate is 6" wide x 8" long Slots (holes) run parallel to the plate length specifled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown. and may need to be tncmased for certain hand- ling and/or erection stresses. This toss Is not to be fabricated withfire retardant treated lumber unless otherwise sham. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A9 bracing and erection recommendations are to be followed In accordance with "Handling Installing d Bracing, HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent tracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installedby others. Careful hand- Iing 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 domtnong. 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 comu,"etion loads greater than the design bads shall net be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses unul after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 DOT 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 INr 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 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 SO 0.65 4- 3 -2 0.50 TI: HI ATY:4 _a = ===== ====Joint Locations=___= l) 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 1 2 6.00 0-4-3 1 2-10-15 I I 5-1-8 4 3 219# 8.00" 110# 2.50" 1-1-9 1 5-1-8 61#J50" (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L:-0-4 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050W 1990 OREENBROOK CT.OVIEDO.FL32766 Design: Mainz Analysis Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 WAKNINW READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: Truss ID: H i Date: 6-18-02 TC Live 16.0 psf DurFac - LbC 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building des(grt and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0"0 psf O.C. Spacing: 24.0" made. to anchor lateralbracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf i n Criteria: TPI (Truss Plate Institute. TPI. is located at 583 D'Onorfa Drive, Madison. Wisconsin 53719). Code Code Desc: FLA TOTAL 33"0 psf 2- - 4 JOB PATH: C:iTa-LOKUOBSf125MPH1SUN1V HCS: 06.0102 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION' This design Is for an Individualbuilding component and has been based on information Provided by the client. The desstgrw disclaims any responsibility for damages as a result of faulty or Incorrect kdormation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a. spe- cdk project and accepts no responsibility or exenYses no control vdth regard to (abr-lca- tfon.. handling. shipment and installation. of trusses. This truss has been designedas an individualbuilding component in accordance wit} ANSI/TPF 1-19% and NDS97 to be incorporated as part of the building design by a Building Designer (registered architect m pofesstnal engineers- When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are b 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 bads. The design assumes compression chords (top or bottom( are continu- ously braced by sheathing unless otherwise speclfied. Where button chords in tension are not fully braced laterally by a property applied rigid ceiling they should be braced at a maxknum spacing of 10--0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Gnde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance withthe fabricator's plans and to maltm a continuing responatbiiity for such vert- ffcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing.. Con- nector plates shall be located on both faces of the truss with nails fully imbeddedand shall be sym. about the jointunless otherwise shown. A 5x4 plate Is 5" wile x 4" long A 6x8 plate Is 6" wide x W long. Slots (holes) rumparallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stzes am minimum sins based on the forces shown and may need to be increased for certaln hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addtt o al Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendatiens are to be followed In accordance with "Handing Installing a Bractne. H15-91. Trusses am to be handedwith particular care during bending and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight andplumb pos- Won and for resisting lateral forces shall be designed and installedby 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 topping and domtnoing. The supervision of erection of trusses shall be under the control of person experienced in (he installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads gmaler than the design (cads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is cornpleted. 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, Fxp.Cat. B, Rzt- 1.0 Bld Type- Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# .-TC ... FORCE ... CSI . -BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI':I ATY:4 ===_ _ _====Joi.nt Locations=====-----=-=== 1) 0 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 66.00 3-1-8 4 3 154# 3.50" 67# 2.50rn L 1-1-9 vie 3-1 8 3IL7 -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 f4 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENBROOK C r.OVIED0.FL32766 nori— Mnrfr .fnnl xir WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing portal bracing or stmtfar bracing which is a par of the building design and which must be considered by the building designer. Bracing shownis for lateral support of truss members only to reduce buckling length. Provisions. must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. (muss Plate Institute. TPI. is located at 583 D'Onotrio Drive. Madison. Wlsconsm 537191, Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: Dwg: Truss ID: I Dsgur: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 nsf vnA ne ne_ T bait es HCS.- 06.01.02 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 m incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness - accuracy of this Information as. I may relate to a spe- cNk projectand accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. Thts truss has been designed as an. Individual building component in accordance with ANSI/TPl 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional enrgineed. When reviewedfor approval by the budding designer, the design loadings sham must be checked to be sure that the data shown are in agreement with the local building codes, kxal climatic reemds fro wind m srww loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage m occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tensionare not fury braced kderalty by a Property applied rigid ceding. they should be braced at a maximum spacing of 10'-O- o.c. Connector plates shad be manufactured from 20 gauge hot. dipped galvanized steel meeting ASTM A 653- Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- flcation. Any discrepancies are to be put In writing before cutting or fabrication, Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shallbe bated 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" wile x 4" long. A 6x8 plate is 6" wife x 6" long. Slats (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown- Connector plate sties are mininum sizes based on the forces shown and may need to be increased for certain hand- Ifng and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For addlUonaf information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing", HIS-9 1. Trusses are to be bandied with particular arc during landing and bundling, delivery and Installation to avid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppHrrg and do"mnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shalt be applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 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 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 Ti:11 ATYA == _=====Joint Locations== zue=====__== 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 3- 0- 4 67 86 -176 TOP PINS. 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 6 0000 3:;9 3-1-8 — F / 4 3 154# 8.00" 67# 2.50'r (� l-1- 3-1-8 3 Odr EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENDROOK Cr.OVIEDO.FL32766 wwKNIN(.: 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 bmcurg, wind brace rg, portal bmctng or similar bracing which Is a part of the building design and which must. be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce bucking length- Provisions must be made to anchor lateral bracing at ends and specified batons determined by the budding designer. Additional bracing of the overall structure may be required. (.See HIB-91 of lPl). (Truss Plate Institute. TPI, is located at 583 D'Onofno Drt.. Madison. Wisconsin 537 [9]. Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgur: 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 osf scale = 0.8792 Truss ID:11 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 069.0Z02 DESIGN INFORMATION This design Is far an individual building component and has been based on Information provided by the then. The designer disclaims any responsibility for damages as a result of faulty or incomct Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infornatbn as it may relate to a spe- cgic project and accepts no responsibility or exercises no control withregard to (abrica- lion, handling, n shipment and Installatloof trusses. This truss has been designed - an individual building component in accordance with. ANSUTPI 1.-1995 and NDS-97 to be incorporated as part of the building designby a Building Designer (registered architect or professional engineer(- When reviewed for approval by the building designer, the designloadings shown must be checked to be sure thatthe data shown are in agreement with the local budding codes, local chrratic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottmn) arc commu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0" o.c Connector plates shall be manufactured from 20 gauge hot dippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is In confomance with the fabricators plans and to realim a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members shall be cut for tight f Lting wood to wood bearing. Con- nector plates shag be looted on both faces of the truss with nark fully Imbedded and shag be sym. about the joint unless otherwise shown.. A 5x4 plate is 5- wide x 4- king. A 6x8 plate Is 6' wile x 8" long Slots (hots) run paralkl to the plate length specified. Doubt cuts on web members shag meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the fortis 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 addiional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followedin accordance with "Handling Installing & Bracing'. H18-91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and pemtanent bracing for holding tnrsses in a straight and plumb pos- Mon and for restating lateral fortis 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 dominobrg The supervision of erection of trusses shall be under the control of persons experienced in the instalhtion of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall notbe applied to tosses al any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening. and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D. 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUN IV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coglposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J ATY:4 =__=_= === ==Jo == int Locations=========___ = 1)0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loot 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 I 1-1-8 'I 1 21 6.00 0-10-15 1-1-8 4 89# 3.50" 25# 2.50" L-1-9 Die13# 2. 1-1-8 (RI-1-7) CIL. L -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPL 1-1.995 Over 3 Supports rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GPeeNBROGm Cr.0VIEtrD.F1_327" Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 Bracing shown on thts drawing k not erection bracing, wind bracing portal bracing or similar bmcing TC Dead 7.0 psf DurFae - Pit: 1.25 which k a partof the building design and which must be considered by the budding designer. Bracing shown is for for lateral support of truss members only to redu buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" made to anchor lateral. bracing at. ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI g (Truss Plate institute, TPI, is located at 583 D'Chwfrio Drive, Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf :06.02.02- 13814- 5 --•.^e••- •., -•-- ,••--i••.� +vo rn.. n. a..-ucc-r,vn uvaaitonit'nwuNry HCS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the dfent The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specNcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as K may relate to a spe- cgk project and acceptsno responsibility or exercises no control with regard to fabrfca. tier, handling, shipment and Installation of trusses. This truss has been designed as an tndwWud 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. projectspecifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ously bracedby sheathing unless otherwise spxfikd_ Where bottom chords in tension are notfully braced laterally by a properly applied rigid ceding, they should be braced at a. maximum spacing of la-0' o.c. Connector plates shadbe manufactured from 20 gauge hot dipped galvarnteed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Ihbr 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 commutng responsibility for such verl- ficalion. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to woad bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Embedded and shall be sym. about the Joint unless otherwise shown. A SO plate Is 5" wide x 4" long A 6x8 plate is 6' wide x 8" long. Stutz (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sirs 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 ANSIfM 1.1995 PRECAUTIONARY NOTES AD bracing and erection rt commmdation9. are to be followed in accordance with "Handling Installing & Bntai ng'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid. damage. Temporary and permanent bracing. for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between muses to avoid toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experienced in the hlstatlatlo n of trusses. Professional advice shall be sought H needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses unit) 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 T 0-4-3 1 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, Xzt= 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 TI: J 1 QTY:4 =_ ======== =LTOint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATIDN----- 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 SCHEDi Support 1 166# Support 2 65# Support 3 6# 1-1-8 1 2 6.00 0-10-15 3� L 1-1-8 I, 4 3 89# 8.001r 25# 2.50" 11-1-8 1-1- 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 GREENBROOK MOVIEDOSI-32766 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown anthis drawing is not erection bracing wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of T W). (Truss Plate institute. TPI, is located at 583 D'Onofrio Drive. Madlson. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: WO: SUNIV Dwg: Truss ID: J 1 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o 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- 13815- 5 .ten rnrn. yCS: 060202 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This design Is for an individual building component and has been basedon 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 Itmay relate to a. spe- cilk projectand accepts no responsibility or exercises no control with regard to fabrlw- tion., handling,shipment and installation of trusses. This truss has been designed as an IndNkfual building component in accordance with ANSVTPI 1-1995 and NDS-97 to be incorporated as pan of the building designby 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, fatal climatic records for wind or snow loads, project spectlkatbns or special applied bads. Unless shown., truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless othervbe specified. When bottom chords in tension am not fully braced Laterally by a properly applied rigidceiling, they should be braced at a maximum spacing of r0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped glean@ed steel mating A.STM A 653, Grade 40. unless oth-tuse shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this dmwmg is In conformance with the fatnI ator's plans and to nndim a continuing resporsibWty, for such ven- fkation. Any discrepancies are to be put in. writing before cutting or fabrication. Plates shag notbe installed over knothoks, knots or distorted gram. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on bothfaces of the Ines with —its fully Imbedded andshag be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A bx8 plate is 6" wide x 8" long. Slots (holes) nun parallel to the plate Length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimumsues 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 1-19% PRECAUTIONARY NOTES Allbracing and erection recarunendatfons are to be followed in accordance with "Handling Installing & Bracing". HIH-91, Trusses are to be handled with particular care during banding and buntilitg„ delivery and insfallaton to avoid damage. Temporary and permanentbracing for holding trusses in a straight and plumb pos- ition and for resisting Lateral forces shag be designed and Installed by others. Careful hand- ing is essentiaf and erection bracing is ahvays required. Normal precautionary action for trusses regtlliies such temporary bracitg during installation between trusses to avoidtoppling and dominoung The supervision of erection of trusses shag be under the control of persons experienced inthe installation of trusses. Professional advice shall be sought It needed. Concentration of construction loads greater than the design bads sham 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 1s completed - TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125nph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 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 Fact 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 T 4-3-15 0-4-3 T7� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chards 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 CONNECFION 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 TI: K QTY:1 a ==_ =====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 LES 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 Ilk 7-0-0 k7-0-0 11 7-0-0 I 2 5 6 0000 5XI0 5X10 -6-00 21-0-0 11 10 9 8 1447# 8.00" 1447iY 8 Mn 3-10-3 0-4-3 1-1-1-99 21-0-0 1_-1-9 430# 430# 1 rill-i-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED iR ANSI/TPr 1-1995 scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: aronda Systems LM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K CONTRACTOR. BRACING WARNING: Dsgor: TLY Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 SAN FORD, FL. 32771 321-0064 FaX Bracing shownon this drawing is not erection bracmft. wind bracing. portal bracing or similar bracing which is a pan of the building design and which mustbe considered try the building designer.. Bracing shown is for lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0" (407) (407) 321-3913 support of truss members only to reduce buckling length. Provisions most be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the bugdwg designer. Additional bracing of the overall structure maybe required. (See HIB-9l of TPq BC Dead 1U.0 psf f Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. ,.1 Cade Desc: FLA 1890 GREENBROOK Cr.OVIEDO.PL32766 I TOTAL 33.0 psf V:06.02.02- 13817- 5 ��•s••- ,,,a,.y,r, IUD rnrn: L:1itt-WAU(Jtf3V1)MYHL)UN/p HCS: 05.0Z02 I I ' 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. speegications andlor designs fumtshed to the truss designer by the client and the correctness or accuracy of this information as a may relate to a spe- clfk project and accepts no responsibility or exercises ne control with regard to fabrics - lion. handling. shipment and Installation of trusses. This buss has been designed as an Individual budding component In accordance wilt AN51/7Pt 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. 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 contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maidmum spacing of 101-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIN 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 respond xi ty for such vert- 0ation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be loafed on both faces of the truss with nabs fully Imbedded and shad 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" king Slots (holesl run parallel to the plate length specified. Double curs on web members shad meet at the centrod 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.. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomunendations are to be followed In accordance with "Handling Installing @ Bracing". HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid. damage. Temporary and permanent bracing for hodtng trusses In a straight and plumb pos- ition and for resisting lateral forces shad be designed andInstalled by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temptnaiy bracing during Installation between trusses to avoidtoppling and doramoing. The supervision of erection of trusses shall be under the control of persons experfenced In the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the destgn lads shad not be applied to Irises a[ anime. y tNo 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 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of natltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CeC, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Enel 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 -1107 0.35 10- 9 952 0.39 2- 3 -896 0.26 9- 8 756 0.29 3- 4 -757 0.19 8- 7 952 0.40 4- 5 -893 0.27 5- 6 -1107 0.38 ___===_ __ ===Joint Locations=====__________ 1)0 0 0 5) 16- 2-12 9) 9- 0- o 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. REACTIONS PER BEARING LOCATION---e- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 HOT R-ROLL Ilk 9-0-0 3-0-0 k9-0-0 1 2 5 6 0000 00 4X8 4X6 4-10-3 0-4-3 T7� 1 Z1-0-0 10 9 g 745# 8.00" 1-1-9 745l� 8.00" la 21-0-0 119 EXCEPT AS SHOWN) PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SLINM' Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: L CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 6-18-02 4005 MARON DA WAY TIC Live 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which b a part of the building design and which must be constdered by the budding designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of thus members only to reduce buckling kngh- Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HfB-9I of TP11. BC Dead 10.0 psf Desl n Criteria: TPI 9 LICENSE #0050068 nruss Plate institute. TT9. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Code Desc: FLA tee GR9ENBP00ttcr.0%nED0.f7-327ss TOTAL 33.0 psf V:06-02.02- 13A 1 A- A �� •ea• ..,v<•_ --p. 4vo rAtn: t,:utt-WAIiVHMIDWIli5UNIV HCS 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M ATY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =====_==_=====Joint Locations=====___====__= This design is for an individual buUdtng BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2} 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 anAded yrespoymectiencThedeslgner as.-citof anyresponsibilityfor of continuous) braced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 rmagesuaresati Uneorrect Information, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V- 12 h, Sugr ----MAX. REACTIONS PER BEARING LOCATION----- and/orrn and/or designs furnished to the truss designer Support 1 549# H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type. by the chcntand the cormctnessoraccuracy Support 2 581# Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN of this in(ornation as R may relate to a ape- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL cUk project and accepts no respo flrflmy or exerescs no control with. regard to fabrtra- L/999 Impact Resistant Covering and/Or Glazing Req shipmenandInstallationo[ trusses. L=-O.03" D=-0.03" T=-O.OS" This truss trusses. this truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE...CSI individual building component In accordance with T= 0.03" 1- 2 -1083 0.37 8- 7 927 0.50 ANSI/TPI 1-1995 and NOS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50 as part of the building design by a Building T- 0. 01" 3- 4 - 827 0.27 Designer (registered architect or professional 4- 5 -1083 0.40 engineeti. When reviewed for approval by the RMB a,1.15 budding designer. the design loadings shown must be checkedto be sure that the data shown are In agreement with the lorri building codes. - local climatic records for wind or snow bads. project specifications or special applied bads. Unless shown.. thus has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rWd ceding, they should be traced at a 10-" 10-6-0 maximum spacing of Ia-0" o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 4 lv dipped galvanized steel meeting ASIM A 653. $ Grade 40. unless otherwise shown. 6.00 -6 0000 FABRICATION NOTES Prior to fabrication. the fabricator shall revlew this drawing I. verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- ftcition. Any discrepancies are to be put In writing before cutting or fabrication. Plates strati not be installed over knotholes. knots or distorted. grain. Members shall be cut for tight flttWg woad to wood bearing. Con- nector plates shall be located on bothfaces of the taus with nails fully Imbedded and shall be sym. aboutthe joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" I—g. Skins lholes) run parallel to the plate length spectfied, Double cuts on web members shall meet at the centrokd 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 irfonoation MQuality Control refer to ANSf/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Instating & Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, de-Wery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. W. and for resisting lateral forces shall be designed and installed by others. Careful hand- Ung is essential anderection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoidtoppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction loads greater thanthe design loads shall not be applied to tosses a£ any time. No bads other than the —tot. of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 6-0-15 0-4-3 T4 1 745# 8.00" 11-1-9-9 ,J ` 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 5-7-3 0-4-3 TT� 1 745# 8.00"119 Ike 1 scale = 0.2880 YYFIKNIN(4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.o psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is noterection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling. length. Provisions must be BC Live 0.0 psf O,C, Stlacin 24.0'r I" g made to anchor lateral bracing at ends and specUled locations determined by the budding designer. Additional bracing of the overall structure may be required. (Sec HIB-91 ofTPt. BC Dead 10.0 f Design Criteria: TPI (Truss Prate Institute. TPI, is located at 583 D'Onofrio Drive, Madson. Wisconsin 5.171% Code Desc: FLA TOTAL 33.0 Psf V:06.02.02- 13819- 5 .5". rnwcu ^•'m)r" wn rnir: L:rt tc-LVAUVBJf10MYfiVJUNlY HCS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 1X4 continuous lateral bracing attached with - __= --Joint Locations=====__________ This design. is fora. individual. budding BOT CHORDS: 2x4 SP #2 ® 2- iaOd nails each member where shown.Braeing s== 1) 0- 0-0 3) 4- 1- 8 component and has been based on lnimmatlon WEBS: 2x4 SP #3 MUST be positioned to provide equal unbraced 2) 4- 1- 8 4) 0- 0- 0 provided by the client The designer disclaims 2x8 SP #2 1 segments OR 2x4 *T" brace may be nailed flat ----MAR. REACTIONS PER BEARING LOCATION----- any responsibility for damages as a result of 2x4 SP #2 2 to edge of web with 12d nails spaced 8" o.c. X-Loc Vert Horiz Uplift Y-Loc Type faulty °rme°nmtnishedt thetrussdesign p: Plate(s) OFFSET from joint center. The Brace must extend at least 90% of web length 0- 7- 8 188 284 -246 BOT PIN fcations and/or destgrns furnished to the truss designer 3 ang by the client and the correctness or accuracy Joint Detail Report must be included 2x6 Brace rehired on any web exceeding 141. 4- 0-12 155 0 -425 BOT H-ROLL Of this Information as a may relate to a spe- with any submittal, inspection, and/or MULTIPLE LOADS -- This design is the All COMPRESSION Chords are assumed to be cutew,geceand accepts ""respowbuityor fabrication documentation. composite result of multiple loads. continuously braced unless noted otherwise. control no conol wnh regard to fabrla- Wind Case- ASCE 7-98, C&C, V- 125mph, PROVIDE UPLIFT COtRtECPIC€hi PER SCALE: Lion. handling. shipment and installation of design considerations (by others) nor H= 21.0 ft, i= 1.00, Exp.Cat. B, Rzt. l.0 Support 1 246# trusses. This truss has been designed as an lateral forces due to wind or seismic loads bx"cial budding component in accordance with on buildings. Bld Type. Part L. 31.0 ft W. 4.1 ft Truss Support 2 425# ANSIrMt-t9%and NDS-97to be incorporated in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf PROVIDE HORIZONTAL CONNECTION PER SCEDULE : as of the build des a BuildingCALTtION! ! ! Bearing block ends must meet p I ect� requirements of ANSI/TPI 1-1995, Table Support 1 284# Designer (registered d fo or professional T0. 2 - ..TC ... FORCE ...CSI ..BC ... FORCE ...CSI erughreerl. whenreviewedrorapprtwaltrytire 10.2-2 for maxfdmdm reactions and proper1- 2 165 0.54 4- 3 0 0.12 budding designer, the design loadings shown MAX LIVE LOAD DEFLECTION: must be checked to be sure that the data shown L/999 are in agmement with the local budding codes. L- 0 , 00" D- 0.00" T= 0.00 * local climatic records for wind or snow Wads, MAX HORIZONTAL TOTAL LOAD DEFLECTION: protect specifications or special applied loads. Unless shown, truss has not been designed for T- 0. 00" storage or occupancy bads. The design assumes MAX HORIZONTAL LIVE LOAD DEFLECTION: compression chords (top or bottom) are cantina- T- 0.010 4-1-8 ousty braced by sheathing unlessotherwise specified. Where bottom chords in tension are RMB - 1.15 2 not fully braced family by a property applied rigid ceding, they should be braced at a 6 maximum spacing of 10'-(r o.c. Connector plat" shall be manufactured from 20 puge hot dipped galvanized steel meeting ASTM A 653. 3X TT Grade 40, -doss otherwise shown. 7 7 FABRICATION NOTES 13X6i 3-1-3 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 HX14 2X4 2X4 veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. 1 -7 3X4 Plates shah not be Installed over knotholes. knots or distoted grain. Members shall be cut for tight fitting wood to wood tearing- Con- 11-2-3 amtor plat" shall be located on both faces of the truss with nails fully Imbedded and shag be sym. about the Joint unless otherwise shown. A SO plate is 5- wide x 4- long. A sits plate Is 6• 8-1-0 wide x W long Slots (holes) run parallel to the plate length specified. Double: cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate Sims are minimum sizes based on the forces shown and n=y need to be inveased 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 8X14 ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad tracarg and erection moommendatins are to be followed inaccordance with -Handling Installing & Bracing. RIB-91. Trusses are to be handled with particular rare during banding and boarding. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a. straight and plumb pos- ttWn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. N-ma1 precautionary action for tnissm retires such temporary bmdng dluing installation between trusses to avoid topiP and dominating. The supervision of erection or Enos" shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shad not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. 0-7 3-6-4 681 4 3 1518# 15.00" 140 1.50" �1-1-�9 4-1-8 GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: systems)] sY A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Ds : CONTRACTOR. TLLmaronda Dg I Chi. BRACING WARNING: TC live 16.0 psf 4005 MARON DA WAY Braclng shown on this drawing Is not erection bracing wind bracing, portal bracing or shnlar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the budding design and which must be considered by the budding designer. Bracing is for lateral truss to buckling BC Live 0.0 psf (407) 321-0064 Fax (407) 321-3913 shown support of mambas only reduce length. Provisions must be 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 my be required. (See HIB-9l of TPl1. BC Dead 10.0 PSI` LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. 1890 GneENst:oox CLOVIEDO.M32766 TOTAL 33.0 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - PIt: 1.26 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design; Matrix Andysis JOB PATH: C:t7EE-L0KV08S1125MP111SVN1V HCS.' 06.02-02 JB: SUNBURY I AC: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the chenL The designer disclatrus any responsflrihty for damages as a result of faulty or incorrect trtformsbn, specifications and/or designs furnished to the taus 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 fuss has been designed as an, individual rankling component in accordance with ANSI/7Pi I-19% and NDS-97 to be inomporated as part of the building design by a Budding Designer (registered archHector professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind ar snow lads. project specifications or special applied loads. Unless shown, truss has notbeen designed for storage or occupancy kinds. 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 I(Y4r ox, Connector plates shall be manufactured from 20 gauge hot dipped gahmnlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Ikatlon. Any discrepancies an to be put in writing before cutting or fabrication - Plates shah not be Installed over knotholes, knots a distorted grain.. Members shall be cut for tight netting wood to wood hearing. Con- nector plates stall be located on both faces of the truss wtth nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5` wile x 4' long. A 6x6 plate is 6' wide x 8- king. Slots (hold run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector piste sizes are minimum sizes based on the forces shown need and may to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional. Irdoroatfon on Quality Codrol 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. Tresses are 10 be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding tresses in a straight and plumb pae- Rion and for resisting Lateral forces shall be designed and installed by others. Careful hand - king 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 super Asron of erection of trusses shall be under the control of persons expertenced m the installation of trusses. Pr"fe 1-1 advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied Io trusses 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. CAUTION111 Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 WO: SUNIV WE: 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 �3X TI: P QTY:4 -==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 HOT PIN, 4- 0-12 155 0 -425 HOT 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# 4-18 4-1-8 1 3 CONfINOUS 6 7/16- OSB SHEATHING 1VA 1YA 2 0-P2 T 3-1-3 4 8-1-0 i- 1-0-7 0-74 I i k k 0_7-4 4 324# 15.0011 3241 15.00" 119 14 8-3-0 1-1-9 GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Siystems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IWO GREENBROOK CT.OVIEDO.F .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 erectionbracing, 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 tress members only to reduce budding length. Provisions must be made to anchor lateral bracing atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H18-9I of TPfl. rihiss Plate institute, TPI, is located at 583 D'Orunfm Drive. Madison. Wismmin 53719). Eng. Job: Dwg: Dsgur: TLY Chic: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf NOTE: TRUSS SHIPPED TO FIELD IN TM SEGMENTS. ATTACH iN FIELD USING 7116" OSB SHEATHING NAILED W/8d NAILS @4.0- O.C. AT ALL CONTACT SURFACES TOTAL 33.0 nsf scale = 0.1878 WU: SUNIV Truss ID: P Date: 6-18-02 Duffac - Pit:. 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Maru Analysis JOB PATH: C:ITEE-1-0WOB51173MPHISUN/V HCS: 06.02 02 I 1 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: U QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on infomnation. Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect bdonnatlon. specakatbns and/or designs furnished to the truss designer by the client and the correctness or accuracy of this bJonriatlon as It may relate to a spe- cific projectand accepts no responsibdity or exercises no control atth nerd to tanrica- tfon. handling. shipment and Installation of trusses. This truss has been designed as an Individualbuilding component in accordance wtd ANSI/'M 1-1995 and NDS-97 to be incorporated - part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding destgner. the design loadtags shown mustbe checked to be sure that the data shown are in agreement with the local building codes. localclimatic records for wind or snow loads, project specifim.tions or special applied loads. Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing. unless otherwise specified. Where bottom chords in tenakm are not fully braced laterally by a properly applied rod ceiling, they should be braced at a maximum spacing of Ia-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conlormance with the fabricators plans and to realize a continuing responsibility for such veri- fkalbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be installed oar knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' king. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the prate length. specified. Doubt- cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes arc minimum sins based on the forces shown and may need to be increased for certain hand- 11" and/or erection. stresses. This truss is not to be fabricated with fire retardant treated (umber unless otherwise shown. For additional Infonnation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing 6 Bracing'. HIS-9 1. Trusses are to be handled withparticular care during banding and bundWt¢ delivery and Installatkm to avoid damage. Temporary andpermanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting. lateral forces shall be designed and Installed by others. Camfui hand- ling is essential and erection bracing Is always required.. Normalprecautionary actlon for trusses mqubes such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses untilafter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 T7� I 0-3-8 � MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125uph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 40.0 ft W. 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..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 ___=_ = = ==;Joint Locations=======__====== 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 HOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 5 6 6 0000 00 3.00 I 5X6 5X6 1 3.00 038 6-10-3 0-4-3 T7� 1 12-10-0 3-9-0 12-10-0 11 11 1 g 1-19 1042# 3.50" 1042A3.50" (1-1-930-0-0 (R � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-OW Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1890 GREENBROOR L .OVIIKW 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 erectionbracing. wind bracing. portal bracing or similar bracing which s 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 reduce buckling length. PPWISk ns must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overa0. structure may be required. (See H1B-91 of TPQ. (Truss Plate Institute. TPI, is located at 583 D'[7n4rto Drive. Madison. Wisconsin. 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbf: 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf :06.02.02- 13821- 5 r,e 5r ,. __ nnaryns JUu rAltl: [.:1lCC-LVKVUSJII/JMYHUUN/V HCS: 0602.02 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 disclabns any responsibility for damages as a result of faulty or Incorrect wormation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may [elate to a spe- cific project and accepts no -pomlbWty - exercises no control with regard to fabrka- liou. handling, shipment and installation of trusses. This truss has been designed as an irtdivldual building component in accordance wta ANSI/TPI 1-1995 and NDS-97 Lobe incorporated as pert of the building design by a Building Deslgner (registered architect or professional engineer{. When reviewed for approval by the building designer, the design Ioadings shown must be chucked 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 m occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 19-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, 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 verl- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shalt not. be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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' king Slots (holes) run parallel to the plate Length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the for -es shown andmay need to be increased for certain hand. ling andlor crection stresses. This truss Is, not to be fabricated with fire retardant tinted lumber unless otherwise shown. For additional information. on Quality Control refer to ANSI/Tpl 1-1995 PRECAUTIONARY NOTES Alf bracing and erection recommendations are to be followed. In accordance with "Handling Insta ling & Bracing'. H1B-91. Trusses are to be handled with particular ire during banding and bundlbrg 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 designedandinstalled by others. Careful hsnd- ling Is essential and crection bracing. is always required. Normal precautionary action for trusses requites such lempomry bracing durh* Installation between trusses to avoid toppOng and domtnoing The supervision of erection of trusses shall be under the control of persons experienced in the bxstallatbn of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the er tiom shall be applied to trusses until after all fastening and bracing is c«npkted. 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: Ta, 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. 125aph, 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 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 Ti: V ATY:1 __============Joint Locations====-===___===_ 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 LL 0-0 L 2 4 6 7 3.00 I 5X6 3X4 5X6 0 13.00 5-10-3 04-3 a3 10-10-0 7-9-0 1a10-0 13 12 11 1 9 1 1042# 3.50" i 1_1199 1042# 3.50" 30-0-0 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1"5 scale = 0.2077 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #00500G8 1690 GREENBROOK CT.OVIEDO.F1.32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracmit shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of [Huss members only to reduce buckling length.. Provisions must be made to anchor lateral bracing at ends and specified locattons determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 ofTPO. (Thus Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: V Dsgnr: TLY Cult: Date: 6-18-02 TIC Live 16.0 psf Durfae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf •06.02.02- 13822- 5 - I-. HCS: 06.0202 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer dtsclalrns any responsibility for damages as a result of faulty or incorrect information.. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a. ape- cdic project and accepts no responsibility o exercises no control with regard to fabrica- tion., handling, shipment and installation of trusses. This truss has been designed as an individualbuilding 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 N agreement with the focal buiMtng codes. local c(hnatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or ooarpancy bads. The design assumes conpressbn. chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a. maximum spacing of IO'-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 fabricators plans and to realize a continuing responsibility for such verl- fkatl0n. Any discmpaneks are to be put in. writing before cutting or fabrication. Plates shall not be instaifed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall belocated on both fags of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallet to the plate length specified_ Double cuts m web members shall meet at the-ntrotd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certatn hand- 8ng and/or erection stresses. This truss Is not to be fabricated with fine retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendations are to be followed In accordance with "Handling Installing & Bracing, Hi" 1. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and pemranent bracing for holding louses ta a straight and plumb pos- klon and for restating lateral forces shall be designed and Installed by others. Careful hand- kng Is essential and erectionbracing is always required. Normal precautionary action for trusses requfrm such temporary bracing during Installation between trusses to avoid toppling and dominoing, The supervision of erection of trusses shall be under the control of persons experienced In the tnsta8atfon of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusus at any ttme. No bads other than the weight of the erectors shall be applied. to trusses until after all fastening and bracing is completed. 8: SUNBURY I AC: 10# UPLIFT D.L. TOP CARDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.60" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.38" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB - 1.15 T 5-3-15 0-4-3 T7� I 0-3 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, Rzt= 1.0 Bld Type= Encl L- 40.0 ft N= 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 -3247 0.66 2- 3 -2946 0.54 3- 4 -3163 0.56 4- 5 -3163 0.56 5- 6 -2945 0.55 6- 7 -3246 0.68 ..BC ... FORCE ... CSI 12-11 2955 0.76 11-10 2629 0.59 10- 9 2629 0.59 9- 8 2955 0.76 TI': W ATY:i __ __ _ -==Joint Locations==== __ __===__ 1) Oa 0- 0 5) 21- 0- 0 9) 20-10- 8 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER HEARING LOCATION---=- X-Loc Vert Horiz Uplift Y-Loci Type 0- 1-12 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 HOT H-ROLL 9-0-0 12 0-0 9-0-0 1 2 4 6 7 3.00 I 5X6 2X4 5x6 3.00 03-8 1 8-10-0 kit 9-0 8-10-0 1 11 10 t 1042# 3.50" 1-1-9-9 � 1042N 3.50" (R1-1-7) 1 14 30-0-0 (1_-1�-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (I R1 1 7) scale = 0.2077 4-10-3 0-4-3 Maronda Systems 4005 MARONDA WAY SANF ORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREF.NBROOK C1'.0VIEDOYL-32766 fi r,"., u-,. a..-I..- WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Braring shown on this drawing is not erection bracing, wind bracing, portal bracing or slnrilar 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. Provision must be made to anchor lateralbracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI}. flluss Plate Institute, M. is located at 583 D'Onofrio Drive. Madison. Wisconsin 5371% Eng. Job: Dwg: Dsgnr: 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 Dsf Truss ID: W Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 JB AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individualbuilding component and has been based on lnfomnauon provided by the client_ The designer disciabris any responsibility for damages as a result of faulty or Incorrect Information- specifications and/or designsfurnished to the truss designer by the client and the correctness or accuracy of this tnfonm itlon as It may relate to a spe. rifle project andaccepts 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 budding component In accordance wia ANSI/TPI 1-1%5 and NDS-97 to be tncorporated as part of the budding design by a Budding Designer (registered architect or professional engtneerl. When revk ved. for approval by the budding designer. the design loading shown must be checked to be sure that the data shown are In agreement with the burl budding codes. local cimauc records for wind or snow loads, project specifications or specialapplied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compnesskm 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 tVd eeWng,they should be bracedat a maxtmum spacing of W-0" o.c. Connector plates shall be manufactured tram 20 gauge hot dipped galvanized steel meeting ASPM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall mvkw this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibiity for such. vert- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Ptates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss withnails fully imbeddedand 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 Skits (holes) run parallel to the plate length spedfkd., Double cuts on web members shall meet at the mntrotd of the webs unless otherwise shown. Connector plate sins ant minimum sties basedon the form shown and may need to be Increased for certain hand- kng and/or erection stresses. This truss Is not to be fabricated with fire netardanl treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling,delivery and. Installation to avoid damage- Temporary and permanent bracing for holding trusses In a straightand plumb pos- ftion and for nsistfng lateral forces shall be designed and installed by othersCareful hand- ling Is essential and erection bracing is always required. Norm precautbnaty action for trusses requiem such temporary bracing daring Installation between trusses to avoid toppling and domhrohrg The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other thanthe wefght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CARDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT COM;ECTION 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 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. 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= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, 1Czt- 1.0 Bld Types; Encl L. 40.0 ft W- 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Cavering 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 : X ATY:2 ==-Joint Locations====_>:___ _:___ == _ ®= =0 =O 1) 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) is- 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- P 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-" 20-0-0 1 5-0-0 11 1 3 1 5 6 0000 3•00 I 8X10 1OX10 sxrn -6 I 3.00 T 0-4-3 2-10-3 T7� I a3 1 4-11-8 19-6-0 4 11-8 LO 1685# 3.50" 8 161 1-1-9 16859 3.50" 30-0-0 L 1-1-9 EXCEPT AS SHOWN PLATES AREL20196/i GA TESTED PER ANSI/196A' TPI 1-1995 scale = 0.2077 �-- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Marondd SystemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. BRACING WARNING: Dspw: TLY Chk: I Date: 6-18-02 4005MARON DA WAY TC Live 16.0 psf DurFae - Lbr 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 Psf O.C. Spacing: 24.0" TOMAS PONCE P.E.DeSI made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional brach,g of the overall structure maybe required. (See l,tB_9I of TPII. BC Dead 10.0 psf n Criteria: TPI LICENSE #0050068 ffrues Plate Institute, M. is located at 593 D'Onofnive o Dr. Madison, Wisconsin 537191. ,.i9 Code Desc: FLA 1890 GN£ENBROOK Cr.CMEDO.M32766 [)-ion- MM it Annlvrlc con n.�-cr. .-.-.-.- ...... ........ .....--. TOTAL 33.0 Psi V' 6 02.0 - 1 %- HCS: 06.02.02 DESIGN INFORMATION This design is for an bndividual building component and has been based on information provided by the client. The designer dtsclaims any responsibdity for damages as a regalt 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 spr dIk project andaccepts no responsibility or exercises no control with regard to fabrica- tion. handing, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSIfM i-19% and NDS-97 to be Incorporated sa part of the building design by a Budding Designer (registered architectm professional engineer(. When reviewed for approval by the budding designer. the design loadingsshown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or, snow loads. project slecllations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or halt=) are commu- ously braced by sheathing unless otherwise specKled. Where bottom chords in tension are not fully traced laterally by a property applied rigid along. they should be braced at a j maxtrmum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped 9-1v eilred steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Pilo' a to fabritim the fabricator shaft review this drawing to vtrlfy that this drawing is in conformance with the fabriator's plans and to reline a continuing msponsibi lty for such "it- fdatlon. Any discrepancies are to be put in writing before cutting" fabrication. Plates shall not be Installed ewer knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- rteetor plates shaft be located on both faces of the truss with nails fully imbedded and Shan be sym- about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x W long Slots (holes) run parallel to the plate length specified. Double cuts on web manbers ahall meet at the centsoid of the webs unksa otherwise shown. Connector plate strew. are minimum stm based on the forces shown and tray need to be Increasedfor certain hand - Rug and/or erection. stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addRbnap Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracutg'. HB-9 i. Trusses are to be handled with particular are during banding and N mdhng, delivery and klstalation to avoid. damage. Temporary and permanent bracing for holding trusse, in a Straight and plumb pos- Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection tracing is always regWred. Normal precautionary action for tnis ms requires Stich temporary bracing during Installation between trusses to avoid toppling and domb othng. The supervision of erection of tnoses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any tone. No loads other than the weight of the erectors shall be applied to I— until after all fastening and tracing is completed_ JB: SUNBURY I AC: 10# UPLIFT D.L. WO: TOP CHORDS: 2x4 SP #2 HOT 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 CCNNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D= 0.001 T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tar 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.09" RMB = 1.00 0-3-15 i 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- 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl Le, 40.0 ft W= 7.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 Ti: Y CITY: =__= === _ =======: 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 HOT H-ROLL 7-0-14 11 1 2 r 4.24 2.12 0-4-1$ 4 95# 4.95" 3 1-6-2 1 193k 2.50" (R1-6-0) 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIlTPI 1-1995 �---- WARNING: READ ALL NOTES ON THIS SHEET Maronda Syste A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing is not erection bracing, wind bracing, Pons] 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 suPPxrn of truss TOMAS PONCE P.E. members only to reduce buckling length. Provisions must Ix made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be LICENSE N0050068 rcqutred. (see HIB-91 dTPp. (truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. 1890 GREENBROOK Cr.Ml EDO.FL32766 Design: Marfix Ana4ru !OB PATH: C:ITEE-L0KU0BSi/25MPHISUN1V TOTAL Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 Dsf Attach with (3) 10d Toe -Naffs Attach with (3) 10d Toe -Nails scale = 0.6346 Truss ID: Y 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: Z ATY:11 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on s = __ implified Analog Model. __ =====Joint Locations=====_ ------ ___ This design is for an individual building LOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =1)= 0-=9-15 3) 5- 0- 0 component and. has been based on information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 proany rasp n the ckfar damages di.Itofs continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION----- arty responsibility [or damages as a result of � p faulty or Incorrect Information. specifications Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type andfor designs furnished to the truss designer bearing. be marked on truss. Shim or wedge if 4-10-12 107 141 -274 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 215 191 -390 BOT PIN of this Information as it may relate to a spe- PROVIDE UPLIFT CONL+IBCPION PER SCHEDULE: Wind Case- ASCE 7-98, MC, V= 125mph, 4-10-12 58 0 -43 BOT H-ROLL c cfsesnroject and accepts ntrolwitnerardtofib8im- Support 1 390# H= 21.0 ft, I= 1.00, .Cat. B, Rzt= 1.0 ty 0 exercises no control with regard to fabric.- �P non, handling, shipment and Installation of Support 2 274# Bld Type- Encl L- 40.0 ft W= 5.0 ft Truss trusses. This truss has been designed as an Support 3 43# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Individual building component in accordance with MAX LIVE LARD DEPLECrIOld: Impact Resistant Covering and/or Glazing Req ANSI/TPI IA995 and NDS-97 to be ft c rporated L/684 at Mid -panel # 1 as pan ofthe building design by a Budding L=-0.09" D- 0.01" T=-0.08" ..TC... FORCE... CSI ..BC... FORCE... CSI ` Designer (registered eviewetect fora professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 englneerl- When reviewed !or approval by the building designer, the design loadings shown T= 0.00- must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the local building codes. T= 0 , 00" local climatic records for wind or snow )oads, - prcjecl specifications or special applied bads. RMB - 1.15 Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conunu- 5-0-0 ously braced by sheathing rmless otherwise Ilk --- specified. where bottom chords in tension are 1 2 not fully braced laterally by a properly applied. rigid cethbrg, they should be braced at a (�— maximum spacing of 10'-0" a.c_ Connector 6.00 plates shall be manufactured from 20 gauge ha dipped galvanized steel meeting ASTM A 653. Grade 40. unless amerfte shown. Attach with (4) 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator stall review this drawing to verify that this drawing ism IQ�iI conformance withthe fabricator's plans and to realize a continuing responsibility for such verb- fication. Any dfscrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fktbtg wood to wood bearing. Con- 3-3-15 nectar plates shall be located on both faces of the truss with nags fully imbedded and shall be sym.. abort the joint unless otherwise shown. A 0-4-3 5x4 plate la 5' wide x 4' long. A6x8 plate is 8" wide x 8' long. Slots (hales) run parallel to 1-2-2 the plate length. specified. Double cuts on web members shall meet at the centrod of the webs unless otherw i e shave. Connector plate sizes are minlmum sizes based on the forces shown Attach with (1) and may need to be Increased for certain hand- 3X4 10d Toe -Nails ling and/or erection stresses. This truss is not. to be fabricated withfire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing', HIB-9l. Trusses are to be handled with particular care during banding and bundling, delivery and inStallatan to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Wn and for resbttng lateral forms 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 avow toppling and dominotr% The supervision of erection of trusses shall be under the control of persons experienced In the tnstadfation of trusses. Professional advice stall be sought If needed. Concentration of cccmtruetion roods greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 3.00 j a3-s 4-8-8 Ilk 4 215# 3.50" 108# 2.501m 1-1-9 59# 2+50" e 5-0-0 (R1-1-7) CJL: 410.12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSM71 1-1995 Over 3 Supports scale = 0.6314 ' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: Z CONTRACTOR. BRACING WARNING: gill': TLY Chk: Date: 6-18-02 4005 MARONDA WAY TIC Live 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 3277 L BraUng shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing is for lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of truss members only to reduce buckling length. Provislons must be Adaition�lbracing of e ovbraerall wcture ay be required. (See H B-91 of TFiied ;tlons determined by � �� d��m psf BC Dead 10.0 psf Design Criteria LICENSE #0050068 (truss Plate Institute. TPI. is located at 583 D'Onofria Drive, Madison. Wisconsln 53719). �:iTPI Code Desc: FLIT 1890GREENBROOKCT.OVIEDOYL32766 TOTAL 33.0 psf V;06.02.02- 13832- 6 a,carxm.- mraru nnrayruo JUu rnl H: C:1ILL4A1AUUSS11L)MYH1SUN1V HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building eompouent and has been based or information Provided by the client. The designer disclaims any roponsib8ity for damages as a roust mf faulty m nraorrect information, speWkations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as ii. may relate to a d(lape Project and accepts no roponaibllle- ty e- or merclses no control with regard to tabrica- th m, handling. shipment. and Installation of trusses. This truss has been designed as an tndh iduat bufidmg component to accordance with ANSI/IV[ 1-1%5 and NDS-97 to be Incorporated as part of the b"tMtng design by a Building Designer tmilkstmed atzhileet or professional engineerl. When reviewed for approval by the buliding designer, the design loadings shown must be checked to be sure that the datashown are In agreement with the local building codes. local climatic records for wind or snow bads. Project specakatbns or special applied loads. Unless shown, truss has not been designed for storage or oeeupancy bads. The design assumes comi`ms imr chords (top or bottom) arc corttnu- ously braced by sheathing unless otherwise specled. Where bottom chords in tension are not fully booed lateramy by a properly applied rigid ceiling, they should be braced at a maxlmkmn spacing of 10,4r o.c. Coonect- plates shall be manufactured from 20 gauge hot dipped gah'anbedsteel meeting ASIM A 653. Grade 40. amiss otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verity that this drawing is in conformance with the fabncatcws plans and to c-"' a continuing responsibility for such ved- ncahon. Any discrepancies are to be put In wrmbrg before cutting or fabrla ion. Plates shall not be Iutalkd over koothol, Inmts - distorted grain. Members sham be cut for tight thong wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rafts fully imbedded and shall be sum. about the joint unless Otherwise shown. A 5x4 plate Is 5' wide x 4` long. A 6x8 plate is r wide x S long slots (W.1 nun panamel to the plate length specified. Double cuts on web members slag meet at the centrold of the webs unless otherwise shown. Connector plate saes are minimum sloes based on the forms shown and may need to be increased for certain. hand- liog amd/or enaction stresses. Tills truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additlorai information on Quality Control mt" to ANSI/TVI 1.1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations ate to be followed in accordance with •Haurffing installing Q Bracing', HIS-9L Trusses are to be handled with Parkular care durtng banding and bundling,. delWery and installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pos- aion and for resisting lateral fours shall be designed and installed by others. Camftd hand- ling is essential and erection bracing is ahvays required. Noma[ preratrtbnaty action for trtassrs tequuas arch. temporary btaUng during Iristallatton between trusses to avoid toppllrug and dominoang The supervision of erection of trusses sham be under the control of persona experienced to the installation of trusses. Professionaladvice shall be sought If needed.. Concentration of construction loads grater than the design loads shaft notbe applied to trusses at arty time. No loads other than the weight of the erectors shall be applied to trusses mum after as 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 1 163# Support 2 65# Support 3 6# MAX LIVE LORD DEFLBC rim L/999 L= 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNIV WE Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cOMPOsite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, &zt= 1.0 Bld Type= Encl L- 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDLe, 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 1-1-8 06 0 TI: Z I 9TY:4 = ' -_ ===__ Joint Locations=___________ 1) Oa 9-=5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loa 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 0 104 4 3 89# 3.50" 25,E 2.501, 1-1-9 11 13N 2. n 0-8-9 0-2-8 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 C/L: 1 4 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Maronda SySt::emS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Job: Dwg: CONTRACTOR. Dsgur: TLY Chk: 4005 MARONDA WAY BRACING WARNING: rC Live 16 -0psf SANFORD, FL. 32771 (407) 321-()064 Fax (327) 321-3913 whichBraca of tstrown, on �bur drawing shown is for apartdes not erection bracing wind bracing portal bracing or similar bracing t e g %n and which must be considered by the building designer, Bracing TC Dead 7.0 psf TOMAS PONCE P.E. made to anchor literal bgnk-acbng aof t ends anss d only � duce buekhrigterm length. a buildin must be AddtttmW b times determined by the butkllsg designer. bracing or the wend structure tx BC Live 0.0 psf Ina GPISE ir0050068 ia90 GitEE7V8Ro0N CI'.ONEDO.FL32768 may required (See 1116-91 of TPI). rrmss Plate Institute. TN. Is located at SW D'Onofrio Drive. Madison. Wiscor r(n 537191. BC Dead 10.0 PSf Design: Mmrrix Analysis JOB PATH: C.-UM-LOK11083112SMPNISUNIV TOTAL 33.0 psf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA WT. —rum DESIGN INFORMATION This design is for an individual building component Ind has been based on Information Provided by the client. The designer disclah is any respornibdlty ll damages as a result of faulty ar Inmrra4 Information, specifications and/or designs furnished to the truss designer by the cbent and the correctness or accuracy of this information as It may relate to a spe- cac PmJed and accepts no responsibility or exercises no control with regard to fe xtm- Lio n. handtitrg, shipment and tnstaiiatron of trusty. This truss has been designed as an Individual building component in accordance will A14SI/M 1-19% and NDS-97 to be Itirnrporated as part of the building design by a. Building Des%nner (registered architect or professional engineer). Whin reviewed for approval by the building designer. the design loadings shown must be chocked to be sure that the datashown are in agreement with the local building codes. local climatic records for wind or snow bad). P'ulecf specifications or special applied loads. Unk- shown. truss has not been designed (— "'Mile or occupancy loads. The design assumes compression chords ttop or bottoml are continu- ously traced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a rrta>ttmurn spacing of 101-W a.c. Connector plates shalt be manufactured from 20 gauge hot dipped gaMnhed steel meeting AST M A 653. Grade 40. wWss otherwise slaws. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabn¢atoes plans and to realise a continuing respons"K. far such veri- flcatbn. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be ImUl ed over knotholes. kn ots or distorted grain. Members shall be cut tight fitting woodto wood tearing. Con- nector Plates shall be located on both faces of the truss with nags fully Imbedded and stall be sym. about the Jolnl unless otherwise shown. A 5x4 Plate is 5- wile x 4- long. A 6x8 plate is 6- wale x 8' king. slots ltwlesl run parallel to the plate length specified. Double cuts on web member shall meet at the csntrold of the webs unless otherwise sbowra. Connector plate sties are -Ui1 rrmm sizes based On the forces shown and may need to be Increased for certain hand- 8ng and/or erection stresses. Tbts truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information On Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling "nsla8mg &Bracing'. HIB-91. Trusses are to be handled with ParUcubar cant during banding and bundling, delivery and Installation to avoid damage. Temporary and penma— —.t g (or holding trusses to a straight and plumb pos- Won and for trslstlng lateral forces shag be designed and Installed by other. Careful hand- H-9 is essential and erection bracing is ahcays requhv& Normal Precautionary action for trusses requires such temPorary bracing during Installation between (anises to avoid toppling and doontnoing. The supervision of erection of trU-CS shag be under the control of persons experienced In the Installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any rime. No krads other than the weight of the erectors shall be applied to trusses until after all fastenbg and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.I. TOP CHORDS: 2.4 SP #2 BUT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Slum or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# SupportSupport 2 3 127# 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 DEFLECI'IONt T. 0.00" RMB s 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coRlposite 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, If 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 TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTY:4 =_ ==Joint Locations=== 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ---------- Uniform PLF From PLF TO -- TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1-18 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lac 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 1 2 r 6.00 1-2-7 0-8-8 I 3.00 i 0-3-8 2-10-0 4 199f 3.50" 3�115N 2.50" e 1 1-9 I - 3-1-8 65# 24501, EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1.1995 Over 3 Supports CIL- -0-4 LmarOHda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOa CT.OVIEDO.FL32766 Design: Moir& Aadtysis WYA MN 111M r: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shaven is for lateral support of teas member only to reduce buckling Length. Provisions mustbe 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 H113-91 of TPO. rrruss Plate Institute. TPI, is located at 583 D'Onof is Drive, Madison. Wisconsin 537191. JOB PATH: CATEE-1.0KV08SU23MPH1.S1fNIV Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: o6.o2.02 I.N 1 IIr" c- to CN Ln M rn C-4 0 W-49nc WINOL OAD SPECIFICA TION 0108 ijaltan MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF "oTES 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). 13 GA HORIZ ANGLE t 054" HORIZ TRACK APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGH MAXIMUM SECTION WIDTH 21" 2. GLAZING OPTIONS - TOP OR 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 PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. " r� �L 4. U-BAR TO HAVE A MINIMUM DRILL .281 OR 9/320 HOLE IN TRACK FOR ` 1 YIELD OF 80 KSI JB-US BRACKET �w ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION • - 6. OPTIONAL -� .O$O(MIN)EXCEPT TOP BRACKET ROLLER ALUMINUM LOUVERS WITH HIGH (P/N 125139). IMPACT STYRENE FRAME MAY BE -- LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE LAG SCREW i SUPPORTING STRUCTURAL AT EACH Je-u C ELEMENTS SHALL BE THE BR BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STRi ,Cb:llRE AND IN ACCORDANCE ,WITHrp f,R�NT .054" VERT TRACK b Via; BUILDING COpI S-;F�/11 . GOADS O LISTED ON :rii($ •Df�'AVd1G�cy�i`* ;;�k' 1/4-20x9/16" TRACK 1 ; ��•''' BOLT & 1/4-20 HEX _ •;_r NUT AT EACH JB—US Approved:- ' ;_:' BRACKET ' }PENS1COl� 33115 AODi50N QQR Fl ,52514 y PLORIOA' FEitlti IGl1dN1 N0 004@489 t f S ? , "" E CEORGU' f,EiiTJFlC.IN N0: Oj8519 i,l�' �� NOR7T6.f:IRa1Nh, EP.IIFICAIIQN''� 0�3836 ' Date: 3' +col. CITY OF sil"M OPrIGN CODE 97; 08 REV.' P WM 9' x 14' MAX 44 PSF 1 OF 4 IJ TRA C END ffGE TOP BRACKET REOUIREMENTS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET -� 'v`-° (P/N 108077) TEK SCREWS (P/N 141668) r 14 GA NOE BODY HINGE 0° _ :\ 0 i (4) 1/4-2Ox5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1 /4-2Ox5/8" TEK SCREWS .Qe ,'L ENO HINGES Q. r. .3" 20 GA ep• _ 'U -BAR ' WIDE BODY HINGE (P/N SEE BILL OF MAT'L) ra LH Fe Hitt RH END HINGE ry. NYL0j."1t01-LER (P/IV s 70791) 80TT " 8RA-Q<ET (P/ H-2.70 54 & LH-2-10A5) �• (31-1/4-2 X7/8" '.•TEK CREWS 't(P,./N 100507 r, Approved: - ;;k W.S. Wilson, P.E M95 ADDISON DR" PENSACOLA, FL 32514 111111-111 _L.. 1111M FLORIDA COMFICATION NO, 0048489 f GEORGIA CERnFICA110N NO. MS19 1/2" (20 GA CENTER NOMH CAROLINA CERnF1CATION NO. 023836 Date: 3 - 5'- of 16 GA ENO STILES I STILES) op r/ofv CODE-.. 0108 1 REV.- P WM 9' x 14' MAX 44 PSF 2 OF 4 U-BAR L OCA •TIONS NOTE: 12'-6" THRU 14' HIGH DOORS CA 80MAXIMUM SECTION WIDTH IS 21" W/ (7) 20 LOCATEDKSI SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 9'—O" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN I 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 1 (2) 1/4-20x5/8' TEK SCREWS ATTACH AT EACH STILE �jlfrt�illrr:fr;� i:� it Approved: his fd015bi1' 0Rr FE)ISa<Gt flejY�5.1 .ie'r': fLORIOA X RTIFICA110N NO. 0048480 <S, CWFZliU CERiIOCaT10N 1407¢T851Q �j=''�, : _' +y P0RTH'.r,40UNlk CFR11FlClnoN Nb !E 38�6 Date: - '.3.La ,,�\t, OPTION CODES rV� 0rREV.' P WM 9 � x 14 MA 44 3 OF' 4 is Wind Load Test Report Report # 0108P February 1, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door ' must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, 'FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading, (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 LS9. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I I%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 640 F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. Z. 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 and Ap�we•;s;;QA18(Q127). Off AP13ROVED.OPT3' �l•L� Based on ofher`tests beini: eou !ale*L. 'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: i W.S.,4Ydson, is. t '7 Q( 3395.Addisori Drn,, P4r�aco{a;:FCr} Florida pert j�i7,00�i$�} ` '; ;u 8� r � Georgia Cert Nbp�JtlSd North Carolina Cyr�'Nd. *Yaw% 010. A "GE COUNTY cn rn rn CV wAgne 13alton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPE+CIFICA TION 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. 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. B. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR'"THE LOADS LISTED ON THIS,:ORAWING,,,.. 13 GA HORIZ ANGLE b 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1 /4"-20 HEX NUT 5/16"x1-5/8" LAC SCREW AT EACH JB-US BRACKET DRILL .281 OR 9/32"Q HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"— 2Ox9 /16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (1) JB—US BRACKET LOCATED Approved: _ 1 1 r > AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER ws.wasall,• (P/N 125139). F'�{IQA C N��1alt) P7011Cb15r89325i4 � �% i;' 0MRGN• :tt 9MCAT10N 'HQ • 018519 • �, j ' Date: %_"-ZB-oG t<". APPROVED SIZES: 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" .,. ,- c Zbt, oP r�oN C d, c�`: (, ,G .. ,REV.' P 1 WM 16 " x 14 " MAX, f 27 —29 PSF 1 of 4 r7: r TRACK END HINGE TOP BRA CKET REQUIREMENTS 1 /4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4 2Ox5/8" TEK SCREWS (P/N 141668) �o-N4 1<1ARROW BODY HINGE • s (4) 1/4 20x5/8" SELF —THREADING SCREWS (2) 1/4"-2Ox5/8" TEK SCREWS ALL END HINGES 1 \ o \ ;"7/16" PUSH NUT AT EACH, } ?,TROLLER (P/N 243341) r , !o LOCATED .25 MAX BETWEEN �. PUSHNUTS AND BRACKETS I rLH ip HINZ�yF OR HINGES 2" NYLON ROLLER r W/ 4 1 /2" STEM 11 (P/N) 108135 'o vl,.. WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH END HINGE (3) 1/4"-2Ox7/8" Approved: — � •�"'• 20 GA CENTER W.S. wawa, P.F. STILES 3395 ADOISON DR.. PENSACOIA FZ 32514 I FLORIDA CERnFICATION NO. 0048Q9 A GEORGIA CEKnFrkMH No. 018519 \ BOTTOM BRACKET 16 GA END STILES NORTH CAJMNA CFRnFrATION NO. OM6 / (P/N RH-270354 Date: Q —„2 p_ p & LH-270355) OPTIOw CODE. 0110 REV. P1 WM 16" x 14' MAX, +27 -29 PSF 2 OF 4 C U-BAR L OCA BONS 12'-6" THRU 14' HIGH DOORS NOTE= W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN a 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 � (2) 1/4 20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: /'r-"'T�.-;,,•t iF ' �'^ wo 3J9S,�tODISON DR PE}IACOtF�`�251Si.�, c eR�1;ClNp rQ0t81Ni9 N99bwllll /l O F NC 0234- 6 Date:'-". : r ,.Z�_ 01 ry r �, OPT101V C'b r/),' ?1��,;� t `'``REV. P1 wu 16' x 14' MAX, -1-27 -•2,9 05F 3 OF 4 CENTER STILE & INTERMEDIA.TE HINGE Z 0 CA T1 ONS � _ ��'� ram!, v v v ApProved: W.S. Wwn, Pi PDMACOLA. FL 32514 WclmiON NO. 0048489 GEORGA COMF)CkTION No. 018319 NORTH CAROUNA CUMMATION NO. 023836 Dote: ?-.Zg—off 14' 12- 10' ORANGE COUNTY BUILDJP OPTION CODE-.- 0110 1 RE-V' PI I WIV 16' x 14' MAX, -,L27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUMEMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door 'must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacoh;�L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stilet;, 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 frill movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF, The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp 71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The 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. 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 ,Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Quesiiop d At�vefsrrGA18(Q 127). APPROYEI`-bPT;I(SC$ ouBased auminum Louvers and Styrene Window Frame Assembly per test number 020501. ,'Name: ` , • ` r ^ ' / 3 `' + . ` . xxj t v r tJ� Cx✓ W.S. Wilson E. '� n t6 n 3395 AddiSorn.]5r,'P'�iincora; Fl{,75f4 a "� ,•.�' 3' O Florida Cert NurA�ts�i�yg8 a U. C� � 0 Georgia Ccrt No. 6-1 / • • [7 Wan I�YINDL DAD SPECIFICA 1%ON 0/08 Dom"#�� APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 T—O" MAX MOTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL SCC # OZMAXIMUM SECTION MOTH 21" DESIGN PRESSURE: PAS./NEG. 29.3 PSF V ` e MASTER PLAN NOTES. 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK-, THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. I (2) 1 /4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. I 4. U—BAR TO HAVE A MINIMUM YIELD IT" OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"o OF 33 KSI A653 G-40 HOLE IN TRACK FOR JB—US BRACKET S. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM (1)BEACH RAILER LOCATION LOUVERS WITH HIGH IMPACT STYRENE AEXCEPT FRAME MAY BE LOCATED IN THE END TOP BRACKET ROLLER PANELS OF THE .BOTTOM SECTION. (P/N TROLLER 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING I STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL i OF RECORD FOR THE BUILDING OR � STRUCTURE AND IN ACCORDANCE WITH 5/16x1-5/8" CURRENT BUILDING . CODES FOR THE LAG SCREW LOADS LISTED ON THIS DRAWING. AT EACH I JB—US 0 BRACKET e I TI .054" VERT TRACK z 1/4-2Ox9/16" TRACK BOLT & 1/4-20 HEX o_ Approved: NUT AT EACH J8—US PP BRACKET • W.S. Wilson, P.E • IN5 A001SON OR., PENSACOIA, FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION N0. 018519 NORTH CAROUNA CERTIFICATION No. 02236 Date: 17-.z 8 .n OPTION CODE.• 0108 I REV.• Pi I 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 do 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141668) SCC # o -00 MA N, I I I k(�z 14 GA 'MOE BODY HINGE 4) 1/4-20x5/8" ELF —THREADING SCREWS (P/N 100320) (2) 1 /4-2Ox5/8" TEK SCREWS - q ALL END HINGES q . .4" 3" 20 CA 04' WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET (P/N RH-270354 do LH-270355) �. TEK SCREWS (P/N 100507 Approved: w.s, way, P.E. 3395 A00150N OFw Pe&=L& FL 32514 FLOF50A CFR71FiCA11ON NO. 004M CEOFIGIA CERTiFlG1ilON NO. =519 NOFRH C.VtOUNA CER11FiCA11ON NO. 023M Date: q -,Zg _off 16 GA END STILES (20 GA_.CENTER STILES) OP 77ON COOE:• 0108 1 REV. PI I WM 9' x 7 4' MAX 44 PSF 2 OF 4 a NOTE: MAXIMUM SECTION WIDTH IS 21" U-8AR L OCA TIONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN S, 02-0b�P w°'-' I ' J—Q"`^THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN in (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: •, wa wum, Pz M95 A00150N M. P0tVC0LA, FL 32514 FLORM CSMFiCA110N No. 004840 GMWA CFJi(IFK' M NO, 018519 NORTH CAROUNA CERiIF1 MON N0, 0=6 Date: OPTION CODE.- 0108 1 REV- P1 I WM 9' x 14' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P I February 1, 2001 A&TEST REOUIREt�ENT to 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 PROCEDUM: 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 I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 640 F. tODUCT DESCRIPTION: S�G 1- WayneMark Model 8000, 9x7, 4 section. 2, Exterior skin Etas minimum of .0175. The minimum yield stress is 33 KSI. Q P� 3. Standard bottom astragal and retainer. MASTECZ 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 a uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Ame: W.S. Wilson, P.E. 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 0 T cfl rn CV d z a Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WOTH x 14'-0" MAX HEIGHT POS. 27 PSF SG` MAXIMUM SECTION WIOTH 21" NEG. 29 PSF I .i i AUZ� 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). 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. TRACKTO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r Approved: W.S. Wihan, P.0 3395 AOOISON OR, PENSACOtA FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. Qta519 NORTH CAROUNA CERTIFICATION NO, 02M36 Date: I'— Z 9-01 067" HORIZ T (2) 1/4"-20x9 TRACK BOLT & 1/4"-20 HEX 5/16"xi -5/8" L SCREW AT EA J8-US BRACK DRILL .281 OR 9/3: HOLE IN TRACK F JB-US BRACK ATTACHME 1 /4"- 2Ox9 /16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB-US BRACKE LOCATED AT THE MIDOLE C EACH SECTION EXCEPT TC SECTI01 067" VERT TRA, (1) JB-US BRACKET LOCATE AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 125135 OPTION CODE. 0110 I REV. P 1 WM 16 ' x 14 ' MAX, •IL 27 -29 PSF 1 OF 4 TRACK END HINGE TOP SRACIKET RE"OU/REMENTS SC C## o2-cad , MASTER PLAN 1/4"-204/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET— (P/N 108077) (5) 1/4"-2Ox5/8" TEK SCREWS (P/N 141668) NARROW BODY HINGE (4) 1/4"-20x5/8" SELF —THREADING SCREWS r (2) 1/4"-20x5/8" W/ NYLONROLLER STEM / TEK SCREWS ALL / ENO HINGES ® Q (P/N) 108135 1 WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH ENO HINGE RH ENO HINGE (3) 1/4"-20x7/8" Approved: 17�__� W.S. Ymson, P E 3395 ADOMON OR., Pe SACOLA, FL =14 FLORIOA CERIIMCA110N NO. OO48489 GEORGIA CERTIFICATION No. 018519 NORTH QQMNA CERTIFICA•IION No. 023W5 Date: F-2 H- o (P/N RH-270354 & LH-270355) L,20 GA CENTER STILES 16 GA ENO STILES t.r iviv L,vuc: ui / U I tr& V' 1`1 1 WIV 76" x 14" MAX, +27 --29 PSF 1 2 OF 4 • � y U-BAR L OCA TIONS NOTE 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SGC # 4:.2-0© G MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN l I (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: ws. wbw,, P.E. 3393 ADMON DR., PeMUMLA, FL 32314 FLORIDA CERTIMAMON. No. 0048489 GEORGIA CER7071ON NO. 018519 NOM CAROM CERnrcAnON NO. 02=5 Date: 9 -..Z0. o{ OP17ON CODE 0110 1 REV P1 I WM 76' x 14' MAX, f27 -29 PSF 13 OF 4 CENTER STILE INTERMED/A 1E HINGE L COCA TONS' AISSTER PLAN 14' Approved: COY M95 AMMON OR, PerQACOU` FL 32514 FWRIOA CERTIFICATION NO. OW489 GEORGIA CERI MTION NO. 018519 NORTH CAROUM CERIIf1CAl1ON N0. 0=8 Date: OP PON CODE*- 0110 1 REV P1 I WY 16' x 14' MAX, +27 -29 PSF J 4 OF 4 Wind Load Test Report Report # 0110P 1 F TEST REQUIREMENT: February 22, 2001 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 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 40 TEST DATE: February 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C If d2 - ow E, 1. WayneMark Model 8000, 16x7, 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 13 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 SD41ARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based ono er test b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S. Wilson, P.E. q'-2.'e -o/ 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georzia Cert No. 018519 Master Fire #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch — (40 ) 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. 11. Governmental Product Approval: AoencY Initials/Date Aaency Initials/Date Brevard, County of Melboume, 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 UAN" EVE Scan Date 4-4-02 CITY OF SR Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK Top OF MULL #10 X 3/4" TEK SCREW s �OW 1x3 MULLION XFLA-26-1) 1x4 MULLION MU-39) AN DOW JMB #10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRE Sim -SEE CHART FOR FASTENERS MULLION ANCHOR CLIP 16 GA_ GALV. SHEET METAL 800 LB. MAX CAPACITY 1x3 MULT10N (XFLA-26-1) Ix4 MULLION XFLA-39) - .3/4"MAX SEE CHA A[I�iE GTR NAM- * 4 m# RT FOR D �D �b FASTENERS NOTES a 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 OR 6063 T5. T6. 2) WHEN THERE IS ONE TAPCON (1/4e" X 1 CHARLES A. ' PA L(, P.E. ON EACH ANGLE LEG. THE TAF3CON y _ SHALL E F4 REG. EN/2 # 48121 PLACED ON MULUON CLIP CENTERLINE. « a V Z DATE:3/21/02 3) CONCRETE C OMPRESSIVE STRENGTH = 3.000 PSIAT ]3dRANDEX PAGE 30 NOTES: 1) ALL AU OR 606 2) 11m 7 ON EAC PLACED 3) CONCRA AT 28 1 CHARLES FL RM DATE DW SILL SH HEAD DVS SILL iH HEAD NORANDEX PAGE 24 )FACrURER NAM! t</ ttu x 1-3/4' PH -SUS INTO 2 x B R 3/16'0 x 2-3/4` TAPCON THRU 1 BY BUCK (SHOWTI) 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 �-"-' SEE ELEVATION FOR ANCHOR SPACING. �W (2) /10 x 1 3/4' PH -SUS INTO 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT, SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK I T �__ OPTIONAL WOOD BUCK um or I No or (4) 16 48 24 6 99.5 46 4a 18 ° I5 ?W a7.a 57. a 24 ° 11"W w (a) S7.5 S7.s 1° ° 76.5• 67.6 . IW 56.7 7 68�44!5 29 ° gas" (2.5) a6.a 6 10 e =�• 96.• 45 3o 10 , uxS7I1' (4) 45 4S 24 10 °°.°• 46 45 16 to az75e' 46.6 48.6 24 00 1LWV Or (9) ais ash to w 7a.b• 5a4 65.4 16 10 aa_5 aas 20 to iae2a (ts) 44.6 64.5 1a 10 No/ DI PA=ffHEM DIDtcA7r8 PANEL ME IN HZE WIDTH nmT. IO AS REQUIRED TYP. JAMB. SECTION IOD SHIM (SHOWN) MUDD TRACK A5 REQUIRED 1 BY 2 BY BUCK (2) 3/16'0 z 2-1/4' TAPCOH OR UTAUL DADE APPROVED CONC FASf&NER' SEE ELEVATION FOR ANCHOR SPACING. +. NOTIM: 1 SHIM AS REQUIRED.. MAX SHIM STACK 1/4`. 2IIM ALI. ALUAlUINUM EXTRUSIONS ARE ALLOY 6063-T6. 4 3 USE �c TYPICAL WALL THICKNESS OF • O.s2' Y Q AL1TY -CAULK BEHIND WINDOW FLANGE. A a 4; GLASS TMCKNESS BASED -OR TABLE &WO GLASS Pm CHARTS, AND MAY VARY DEPMDIN(; ON SIZE, 5) THE RESPONSIHILIYY FOR SELSG'370N OF NORANDEX PRODUCTS TO MELT ANY APPIiCABLB' LOCAL LAWS, BUI DING CODES, ORDINANCES OR OTHLR SAFETY DEADER AND o 'SILL SECTION REQUIREMENTS '�T SOLELY WITH TSE ARCHITECT. BU(I.DING OWNER OR CONTRACTOR. TYP. 1 B BUCK 7} CONCRETE COMPRESSM STRENGTH - 3.000 PSIAT OA nav0 STEEL REINF. LL !0• PANSW & 60.0 D.P. 1/4' SHIU F. MAX (2BY2) W&g n2rlrtlN 1 4 PERED GLASS i 9Lm1t1G GtASAS4 twos a; p W ; IIr6 ANAL15f3 9C iAETG8 LOAD Blomt�1R;1tOR.4 ANo. Or Na A, to83 / 1J �89(4j GREW EH"& C66.7 ee.7 89 80. E a06.7 w) 77aQ�' ee.7 saeis e ti O ae' 66.7 aasZI 66.7. 'W3 15 °a 6 . � a ! � ( so ao so so So ¢4 to m Cij •' j� rEti,, C ` "2 60 60 is � to 10 (9 •65.8 66.3 ad.? 71.3 24 to ka 10 to C 68:7 7ae 18 96' (z•6) Qe.B a6.a 2p 80.7 e6.2 t0 x i-3MIAMI/4' Q .y A 4 e !6 T2APCON OR 4 �pb DARE APPROVED CONC. FASTENERS. 4 4 w . . ` e � n SEE ELEVATION FOR ANCHOR SPACING, b a o a zoo �w03 y t� g X x g PANEL PANEL ( � PANEL PANEL s s Ar (4BY2) rlr m nsrtsoa NORANDEX PAGE 23 (2). ¢10 x 1-3/4' PH -SIBS INTO 2 BY BUCK OR 3/18•e x 2-3{4' TAPCON THRU I BY BUCK, (SHOW 3/16" TEMPERED GLASS WITH A 1-1/4 MIN. EMBEDMENT MW MASONRY. SEE ELEVATION FOR ANCHOR SPACING. PANEL .SIZE DESIGN LOAD (2) 110 x 1-3/4' FH-SMS INTO 2 z BUCK INCHES N0. OF ANCHOR SCREWS IN FRAME o q SEE ELEVATION FOR ANCHOR SPACING. CAPACI'i'Y-PSF t4 HEAD AND SILL JAMB � . A WIDTH/HEIGHT ExTEI1NAL NAL xx x �IX ALL 4 N 30 his" g 59/2 " 53.3 55.8 10 16 18 0 36 his` s 59% " 49.8 12 18 22 6 ti • 30 die' g 791/2 " 49.7 .r 49.7 10 16 20 6 8 b 36 �¢e" g 7B1/2 " 45 45 12. 18 4 N OPTIONAL 2 BY WOOD BUCK SERm 60U A_I►n�^°"mir SIdDING GLASS DOOR (2) 010 z 1 3/4' PH -BUS INM 2 BY FA ENER CHART BUCK • 22 ANT, OPERABLE PANELS 8 (, h � D WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING + ,O c q (2) 3/1S'a z 2-3/4' �RIDA B.U.A.F.. TAPCON OR MIAMI UANDADE 2 x MOOD BUCK CALL 8LZE WIDTEIf NAn t APPROVED CONC. 1 x MOOD FASTENERS. • SEE ELEVATION y jail y a a C.S M91611 FOR ANCHOR SPACING. Q' r y a a r4 N Q �'s�4 - .• fig, a SHM WOO S uLRED TYP. HORIZONTAL SECTION WOOD DDU C O!t� OR MUDD TRACK A3 REQUIRED 1 BY 2 BY SHM 1M/Ax�~ .. a BUCK (2) 3/10.0 x 2-1/4' TAPCON OR _ w MIAMI DADE APPROVED CONc FASTENER SEE ELEVATION y FOR ANCHOR SPACING. o tiers A NOTES; 1 SIi1i! AS REQUIRED. MAX SHIN STACK 1/4% 2� ALL. ALUMINUM EXTRUSIONS ARE ALLOY 8063-T6 y it OR Ta WITH TYPICAL. WALL THICKNESS OF 0.62` 3) USE HIGH QUALITY CAULK BEHIND wWW " pLANGS 4) GLASS THICKNESS BASED OH TABLE E13O0 GLASS X X CHARM AND MAY VARY DEPENDING ON SM& PANR�. PANEL X X Px X PAM � 6) THE RESPONSIBILITY FOR SELECnON .OF �Npq PRODUCTS TO MEET ANY APPLICABLB I70CAi " PANEL PALLET.. ...�. w e BUILDIRG CODES. ORDINANCES OR OTHER SIkE'ETY- ..,,. =- SECTION BUILDING REST SOLELY WITH THE .ARCHITECT, BULIAING ,.,.. c R a OWNER OR CONTRACTOR JCK 8) CO RI E ORSTRENGTH �� /� « ? ro i - 3;oo0 PSI e AT 28 DAYS. ,,.-I 1- -I (2BY2) j ev. (4BY2) q NORANDEX PAGE 22 10 X 1-3/4" P.H. S.M.S A 1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 40 # io X 1-3/4" P.H. S:M.S: W/1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. A40 n. ALT. FIN ATTACHMENT UNDER SHEATHING �P CENTRAL FLORIDA &0i.A.F. ACTORBR NAMR3 MASM FILE # 3 NOTES; i. 1) -SHIM AS REQIIiRED, MAX SHIM STACK 1/4". Z) ALL ALUMINU•![;.E7bTRUSIONS ARE ALLAY 806E—T5 3 USg BTGH TYPICAL AIXjr Chi /t BEHDiD OF 0.62` . i WINDOW FLANGE. 4 GLASS: T81CTtNFSS•.11ARED ON TABLE E13M GLASS CHARIB. AND YVARY DSPMMG ON ML 5) �'HSSPi13i5I13if'Y.OR SELEC1i0N OF NORANDEX PRODtfCTS !Y AIRET .ANY APPLICABLE LOCAL LAPS, SIIII:DING COi1E,S OIIDINAW. ES OR OTHER SAFETY SOLUY WM THE ARCHITECT, BU1T3l NC a R:ID*;.CONTRACTOR, 6) NOTE iNDiGA'I ES 'THAT EUAL FASTENERS AT HEAD' AND AM REQ EO. u 1 U10 X 1-3/4" �.H. S.M.S. IP/1-1/2" MIN. EMBEDMENT SEE. ELSVA7'ION FOR ANCHOR SPACING. WW It ISIONSWINDOW FASTENER -SCHEDULE w ' 1 0. ANCHORS NO. ANCHORS HEIGHT HEAD/SILL: JAMB ;INCHES SEE NOTE 6 sQ q psy)� pspi � 2 2 2* 2 2 2 25'�2 2 A V 3 <•- z 2 q oq� 2 2 2' 2 3 3 �.� fJ', -1/4 '2 8 2* 3 3 EZ _ 3 3 4• 3 3 3 3 3 w 49-5/6 2 2 3 3 3 3CQ 3 g 3* 4• 3 3 3 3.3 3 82" 2 2 20 .2•" 3 3 4 4 4 4 y _2 _3 3 9 ¢• 3 ¢.�4C 2 2 2' 2* .3• 3 3 3 4 4 5 5 53 �.q 4 a. _3 4* 3 �44 5 va: ner tas © F• � _ 19. ® TYP. JAMB SECTION STAII.-A WOOD FRAME (TOP AND BO'Tt'OM) P_�DETAtt_ c HEADER AND SILT. SECTION x/t-1/21-3/4' MIN. EMBEDMENTT SEE_ELEVATION FOR FL �- EM it 491K1 WOOD FRAME ANCHOR SPACING. DATE:. 3AV0, a DETAH-B NORANDEX PAGE 10 1 10 X 1-3/4' P.H. S.M.S. /EE ELEVATION EMBEDMENT S N FOR ANCHOR SPACING. � U �v U 750 TYP BO O6 • S t A HEADER AND SILL SECTION WOOD .FRAME 10 X 1-3/4" P.H. S.M.S. W/1-1/2' WN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIji Q ACT FII� # a ff zs' jjj 0 ALT. FIN ATTACHMENT 10 X1-".�j1 3/ M�r UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. TYP. JAMB SECTION ©: WOOD FRAME 1/4' MAX - SHIM (BOTH NOTES. 1) SHIM AS REQUIRED.. MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-15 OR TB WITH TYPICAL AALI, THICKNESS OF 0.62` . X 1-3/4' P.H. S.". 31 USE HIGH QUALITY CAULK BEHIND WINDOW.FLANGE. IN. 1/2' MEMBEDMENT 4 1 AW THICKhWS BASED ON TABLE E1300 CLASS ELEVATION FOR CRARTS, AND MAY VARY DEPENDING ON SIZE. (OR SPACING. 5) THE RESPOKSIBII:P1'Y FOR SELECTION OF. NORANDF PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS. BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING "OWNER OR CONTRACTOR• CHARLES A P • LP. E: • 6) NOTE • INDICATES-1 THAT EQUAL FASTENERS AT FL REG. ENG. # ,4912f HEAD AND SILL ARE REQUIRED DATE: 3/27/62 E4Z 62' FASTENER SCHEDULE NHEAD SAN ILLRS SEEN TE NO. JANCHORS AMB w P 6 PS � 45 PSPS Z 2 S 2 PS 2 2 2 _2 g ,2 3• '- 2 2 2 2 W q y�gIQ V �_ 2 3 ? 3• ? • � 2 2 3 2 3 � 2 2 2• 3 3 fj 2 2 2 2• 2' 3 3 3 3 3 3 G} M� Gi 2 g 3 3• 3 • 3 'f 3 3 3- 3 �'-� 2 2 2• 3 3 4 3• 2• 2 S— 4 4 4 5 5 V q vtiti y �5 kt� •' t ;, I � 02�• 3 4 4 3• 3 • � � 4 5 4 5 TYP. AT mill-, jj AIL- dr mu � A DETAIL-C SASH f// DETAIL-B,} NORANDEX PAGE 21 3 16` TAPCON WITH A MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. - 7 # 10 F.H. S. M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING_ v ALT. HEADER SECTION TYP. 2 BY BUCK 3/16' TAPCON W/1-i/4` MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING a NOTES: 1) SHIM AS 2) ALL ALUMI SUEXTRUSIONS ARE ALLOY 6063-75 3 OR T8 USE HIGH QU TYPICAL L WALL THICKNESS ICCK ESS OF 0.62" . 4 GLASS THICKNESS BASED ON TABLE EIIND �30o GI�ASS � 5) THE - CUM POAND MAY VARY DEPENDING ON SIZE. PRODUCTS FOR 'SELWMN= OF NORANDEX BUILDING CO MENT ANY APPLICABLE LOCAL LAWS. DES ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCj R MARBLE SILL SHALL BE ADDED Umm T TOFULLY SUPPORT UNIT.LL BEFIRMLY ATTACHED INTOPPORTTHE PRODUCT OVER ITSPPLIEII BY OTHBRS). 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 6) NOTE • INDICATES THAT UAL FASTENERS AT 1354m ME .A B.O.A.F.. MANUFACTURER NAME. MASTER FILE # d � CALL SIZE W[D'I'H - . 1 Is -s ninwn ME DINs1aNs FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HBAD SIIL IAMB HT SNOW � (INCHES)Wm (INCHES) S) 3 45-60 35 45-60 PS PSF PS F PS 19-8' 2 2i 2 2 2s-12 zs- z z' 2 — 3 2 _ 3• 2 — 2 53-1 8' 3 3' 2 2 18-1 8" 2_ 2. 2 3 28-�' 37 38-1/4' _ 2 _ 2.— — 2 _ 3 — 2 3i 2 3 53-1 8 3 — 4•— 2 -- 3 8" Fu 2 2` 3 2 50_5/8" 2 2• 3 -- 3 _ 2 _ 3� 18-8" 2 20 3 4 28-1 2 ,83' 2 _ 2' 3 — 4 37_ — 4 4: : — 4 2 20 - 3 4 26-I�2' 76-3/4. z - — 2� 2 —_ 4. 37" _ 2 _ g• 3 4 53-1 8` 3 4• 3 - 4 M •' 1 BY BUCK © 2 BY BUCK �LPTAn-AA 1/4( SIHM TYP. JAMB SECTION MAIL BOTH IAMBS) 1 BY 2 BY BUCK t t� f 10 F.H. S.M.S. ® D p p p p W/1-1/2" MIN EMBEDMENT SEE ELEVATION FOR SEE NOTE 8 ANCHOR SPACING. HEADER AND SILL SECTION L REG.LES MO.L -P . P E FL REG. ENG. 1.4 R1 TYP. 1 BY BUCK DATE: 12/1r/01 ,•. _"DETAIL-C `' J-DETAII-B /�� 2r O.Q NORANDEX PAGE 9 10 F.H. S.M.S. WITH A NOTES; 3 i8" TAPCON WITH A ATFOEMBEDMENT , SHIM ELEIOR2AA SHREQ EMUSIONS ARE 1/4'. MIN. EMBEDMENT ANCHOR SPACING. ALLOY 6063-T5 ® SEE EIlsVATLON FOR a OR T6 3 USE HIGH QUALITY CAULK BYPICAL wAM EH ND�j(LND f 0-62G ANCHOR SPACING ) Ei. A ' a 4 GLASS THICKNESS BASED ON TABLE &130 CARTS, AND MAY VARY DEPENDING ON MK 5) M RESPONMBUM FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQULREMENTB REST SOLELY WITH THE ARCHITECT BURRING OWNER OR CONTRACTOp, 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT }1 TO FUILY.SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL. LENGTH rn BY OTHERS), (SUPPLIED 7) CONCRETE COMpRESSryE STRENGTH EADER SECTION a 3.000 PSI AT 28 DAYS. 2 AY BUCK CEMWAL FLORID, B.O.A.F. MA UFACTOR.ER NAME: TAPCON W/1-1/4' MIN. EMBEDMENT M=ASTER ,F" # SEE ELEVATION FOR FOR ANCHOR SPACING. tt 1 e d CALL SIZE WIDTH 1 I "'— - ---n v # 10 F.H. S.M.S. W/1--1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARLES A PAG11ij4 P.E. FL REG. ENG: V'40121 DATE: 3/21/02 SASH �/� k1ti DETAIL-B Oil a 4 M IA MI•DADE NIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jefersoli, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE 'COMP LIANCE OFF] CE W-1110-I)ADE M'-AGLER BUILDING 140 WHST FLAGI.L•'It S•11U:1-r, 5UI'l l: 160.1 MIAMI, FLOMDA 33130-1563 (305) .%75-2901 FAX (30) 375-29u8 ("ON'TILIC'rolt (.IC:RINSIN SEC.1•los (JU5)375•?S37 F:l.\(3US)375.25SS C:w\ rIL%c"rolt F NFo1WP,,\ilt.\-r 1)1%•!sl()N (30) 37S•296C, FAX (3US) 375.290g IHtonuc.'r cxxI nol. I)IN Isms Your application for Notice of Acceptance (NOA) of (JUS) 375.902 FAX (305) 372•613l Entergy 6-8 S-NV/E Inswilig Opaque Double w/sidelites Resideritiall Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of :Alternate A4literials and'Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing, if this product or material fai.)s to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such'product or material immediately. BCCO reserves the right to revoke this approval' if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 Raul Koarrgucz Chief Product Control Division THIS IS THE COVERSI•IEET, SEE ADDITIONAL. PAGES FOR SPECIFIC AND GENERAL, CONDITIONS BUILDING CODE &PRODUCT REVIEW COATMITTEE 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: 06/0512001 fflje_t�_ /2`;� Francisco J. Quintana. R.A. Director Miami -Dade Comity I3t1ilding Code Compliancu Office \\30450001\pc2000\\templates\notice acceptance cover page.dot Internet mail addresss:llcstm:rster~u buildin;;cclde(lnline.com llumupa!;e: http:/h��ti�.huifdin;;cotJeontine.cum Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED ; JUN 0 2001 EXPIRES 'Agri! 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDIT101\S 1. SCOPE 1.1 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'Aeceptance, dcsigned to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations where the pressure r6quirements, as determined by SFBC Chapter'2 3. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Entergy 6-8 S-NNI/E Inswing Opaque Double Residential Insulated Steel Doors with SideIites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Shcets I through 6 of 6, titled "Premdor (Entcrgy Brand) Double Door with Sidclites iii 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 Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applicatior{s of pair of doors and.singlc door only, as shown in approved dra«ings. Single door units shall indludc 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 -habitable areas where the unit and the area arc dcsigned to accept Nvatcr infiltration. 4. INSTALLATION 4.1 The residential insulated siccl door and its components shall be installed in strict compliance %vith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit -will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit Nvill renuire a hurricane protection systcnt. 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 REQUIREMIENTS 6.1 Application for building permit shall be accompanied by topics 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 0 icial or the South Florid:, I uilding Code (SFBC) in order to properly evaluate the installation o Zi s steal. Manuel t1crcz, P.E. Product Con xamincr ProductSentrol Division Premdor Entry Systerns ACCEPTANCE No.: 01-0314.24 APPROVED : JUN O � 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been G)cd and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shalt be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally 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 enginccr 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. and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. '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. lfany portion of the Notice of Acceptance is displayed, then it shal I 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'thc job site at all time. The engineer needs not-rescal the topics. 8.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages I, 2 and this last page 3. END OF TIIIS ACCEPT NCE ti Manuel ercz, P.E., Product ontrminer Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING)All 1 1/r NWI,MIN UKWCx 149 lie• PAX r I.r x r sac :l:e .. N� - wu kk MA MAx Ar MAXMnXdx wru 1TMITM0.C 13' 15, 0. t3N_7TMt. !3N ISNAX ' MAx AX AX MAX AX Aox AX �w r rxv Ao r n +.�c 1ir OL ' - Clr_ ACING % I . rw9w 17 II ' MA% 47 1 AS, 7 f• y,1 TOP or 0004 S� A C+tlrNxWK .w11 18' G.C. f0 4 IDCK A ' O.C. SPACING I et' 64, 1 r - MAX OLD 90 I/IV j3 ' 17 V1 MAX SPACING IB` O.G vA1u, ac.+a.r sriww`Nae i..Kae,. wxiu, w 0.C.1Y?ACI►ai jIB•�0.G w ..wm i.c 3 '•"""N rs -„� �13. O•C 17' OL 13. OC+17. DC' 17' XC_, _l3' GC- IS' OL+IS' O.C. • 7/2' Wxxkx I MAX MAX NAx MAX MANAk MAIL MAX �. MAx 7• MAx - NnX \ZT-ftC pw ve• . r wa ATTACH ASTRAGAL THROW JOLT 18 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS` NOTES, lJ W000 BUCKS 8T OTHERS. MUST 8E ANCHORED - 18 x 1 3/4" LONG PROPERLY, TO'TRANSFER.LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2) THE PRECEDING DRAWINGS ARE INTENDED TO L.H. INSWING R.M. INSVING QUALIFY THE FOLLOVING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE w DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPRDI'EOASCC u`rncG+1711r fn2 STRUCTURAL WOOD BUCK. 15 kTNF cc MASONRY OR CONCRETE CONSTRUCTION VHERE ) u DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATERUFR TRAIIDN %KRE VATER DFILIRAIIORMASONRY VLT.H OR WITHOUT A NON-STRUCTURAL DUIREHENi IS NECDED k REQUIREANT IS NOT NEED tx0.0,ONE BY W000 BUCK x t CC�IvuA:IctaoF�. J. ALL ANCHORING SCREWS TO BE 110 WITH x MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPI'ANc8No91 031If OR 3/16' PFH TAPCONS VITH 1 1/2' MINIMUM EMBEDMENT r UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A'CANOPY OR INTO MASONRY. OVERHANG RD THAT TITS ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS iH M IS DEGREES. UNLESS UNIT IS INSTALLED IN . APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND IHE AREA ARE DESIGHEO TO 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR. c laa morn xoN mAnlM AVM 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE 1: JAMBS AND SIDELITES. sit an a IFTIKAFllu"ROMMI 0— 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE . ew n CORNERS ARE COED AND BUTT JOINED - , 1 mrc. rww tw oqr m 'romnN 8. DOORS SHALL BE PRE -PAINTED WITH A WATER -BASED EPDXY RUST M I-1029-EW-f INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 18 TO L2 MI1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-RASED// ELZODi SHEET I OF 5 VATER-REDUCIBLE UNITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO L2 NIL. 1I7niTitO GLAZING DETAIL 1/2' ! GLASS BITE f IEWE Ea GLASS INTERIOR .INSWING OTHER CONFIGURATIONS M "PHOYEOAS CMWLYM %V-TH THE FLy� mitf."Mcom Rkm=.onlm AWEPVMx;EM ot- 0 319, z I I—IU29—EV-1 DEFT 2 or 6 t�ae�u�at c 1/4' SHIM MAX r— 3/4' 60 11/16' MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 BY VOOD BUCK EXTERIOR MATERIALS 1ST ITEM N0. BESCRIP110H PART NUMBER CONHENTS OF1 VOOD HEAD JAMB CV-14 1 1/4' X 4 9/16' NIL. 10 BE PINE OR COUIVALCNT COMPRESSION VEATHERSTRIP y_ R N O ALUMINUM ASTRAGAL AN % A 0 PREHBOR BRAND OR EQUIVALENT- 5/8' A1-UHINIM ASIRAG 4 ALUMINUM-B1B4PER THRESM LD EV-t5 PRENDOR BRAND OR EQUIVALENT - 11 9/16• 1 I / 4.' TOP CHANNEL EV-00 . x PREMnnR ;RANB - 1 11/16' - 20 GA STEEL 6STEELN 1 26 UA1 �d4I .� IlT 1�BI$ 1 tl�t [il tOR1 a 8' T BASF FOAM - NS1TY 2.0 TO 2S IbsJFt' - ITON CHANNEI EV-07 RENDER BRAND - t 11/16• - 20 GA STEEL 9 ID VOOD L K STRIKE STILE EV-09 4' X 9 1/2' NIL TO BE PINE OR EQUIVALENT _-- i) EV-06 15/16' X l II/16` NIL TO BE PINE OR EQUIVALENT HiNC£ STILE EV-05 15/16' X 1 11/16' NTL TO w P LOCK PREP FILLER PLATE Or EV-10 INE UK EOUIVALENT PREMOOR-BRAND - D50' THICK- MTL. TO PO POLYEIHYLE 4'x4' HINGE V- 6 MAGER BRAND: HIDE OR EQUIVALENT - A97 THICK (SICI VOOD HINGE JAMB 110 x 3/4' rH.V.S. _ 1 1/4' X 1 9/16' NTL, TO BE PINE Ili EQUIVALENT I10 X 2' rj-Lv S. (4) SCKVS PER MINCE INTO 0= t4liIR• INERRE��TER L sGEvi 1MRUD[ STRDIE JAx1 TSTO SIELITE "t r NOtAT rROT LAX r OL TIER1�IrTCR 1 SCWVS V14510 ri EACU S10affE "it MM SIOEL11L r 04 reW DP. MX IT OC. THEREArTER . 1Aamt v OEn RD 10 fLEVA1Td1 MELT FOR 1 )i1 It0 X 3/4' FJLV.S. SCREVS USf1 AND LUJf110N5 (2) SCREVS PER HINGE INTO JAHB 19 IB x 2' FHV S (2) SCREVS AI LOCKSET EACH 11R11E PLATE i10 % 1 3/4' FHVS. KVIKSET BRAND 200 LOCI( OR HARI BRAND 100 LOCK VOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 22' X' 64' SINGLE PANEL GLASS EV-19 T 1/4' % 4 9/16' NTL. TO BE PINE OR EQUIVALENT ASS SIOELITE TRIM (V�p) Ey-20 A Y YL N - DC-1 47 _ Ol VOOD CASING EV-21 5/16 x 1/2' kTL. TO BE PINE OR EQUIVALEEN 1 1/4' - VOOD SIOELITE HEAD JAMB EV-22 - '-Iasi+ aim win- os eu� as I ws u ® YOOD SIUELITE BASE EV-23 ! I/4' X 4 9/16' MIL TO BE PINE OR EQUIVALENT - POLYPROPYLENE LITE FRAME EV-24 -1643, DBL-2 11/4' X 4 9/16' NTL TO BE PI OR EQUIVALENI HP PotYPr•oPylene by ODL 46 X 1 1/2' PAN HEAP SCREVS B PER FRA) mTmwml SIULLIIL STILES EV-26 D ' T AFT R 15/16' X 1 11/16' HTL. TO BE PINE M EDu1VALCNi 1 PIH NAIL (' LOT. PA. r IN rim EN. w r DL 1111wicR,110 Da gum in I DOW SILICONE #995 1 M?ROVEO.ASCOT�LYRiG1�RIH Tf1E E gg f� ACCL�I N0. 1-0 311 24 LDg1Y IIICSS II7f[I. FK JEC : t& . EITRUiW Olin III SIt CDBL. IO,S B DADE COWY •HODIFICAYIONS 1/11/41 0 A DDED PAGE 5 (DOOR CB'TtCk(S} p I-9i R 1 xvISKIa rlrc aT PREMDaR ENTRY SYST MS Psi !L �„ 31-1029 EW I PRISM m 66>Q � SHEE T 3 OF 6 RCYIS®11Cti[R v 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' �n INTERIOR 79 3/16' MAX 80 11/16' I MAX 2 BY WOOD BUCK -� SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4..31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 .mym?w 1-1029-EW-I SHEET 4 OF 6 iivis f taxg p OTHER DUO'R-*CONrl6UUTI0NS -. w M .d a• q W �iwW - �` «Iw r w ~ r.W r - ..: w r► �--f' _ 1 W w r ro .� �,p� w ►w a A.nc K It[i 1Pt )•q i e � �W P � w. � a [I tl+Y• .. lr�. b . a tG i Oi u Ppr 1 [ [ 1 W w W� wi YK tri..a� « ox «WJLI r.--' —JL-. 1 reW X APROVEO A8 COMPLYR1G V6 M THE R :I."wi DEC n By PI BIatDY omEcowkwce Ptl ACLWAWENM 41-0 In 31-1029-EW-I SHEET 5 [IF 6 Qydilm lL I RR s u i rE�K BUUK FANLL STYLES 36' rmAX 79 �/J6 . O0 ❑a f� as aaa e Qo ao oa ao 0 oo Dan SLAW TOP 6-PAWL 4-PANEL 9-PANEL 10-PA1�L EL 4-PANEL t8-PAN -OTHER SIDELITE STYLE S 36" MAX 79 M X t A-t0 SL-20 SL-30 �• SL-60 St-50 SL-50D SL-694 SL-69D C7 O as oa anoa as as na ao PD-1 PD-2 P0-3 PB-4 FB-5 P0-6 PB-7 PD-8 00 o ia� 0 a9 [l 0O OQ1 pp o _ FLUSN 8-PANEL CRSIt1UC 0 C{ 0 d 0 011,01 2-PANEL 4-PANEL ;-PAWL 5-PANEL 5-PANEL ETEBROV V/SCROLL EYEgRpV 5-PANEL V/SCROLL EYEBROW SL-65C SL-25 SL-35 SL-390 SL-40 SL-90A SL-901 oa ao as ao da PD-9 PD-I0 00-11 PD-12 PO-13 PB-14 i 1 1�1NMI 11� is ii ll 'r yul ul .. ru a !1 n1, •� 111 DDD • • .�t 1 1 li �..:, i, , 111 +:N,1 ill 111 1ILLLII 1 1 � � !! If 1i_� il,i rrD II II C jj ilf� j11f 111 iii 111 IO 111 111 a1i II 111 111 q 0� d� aaa �� Q0 ❑❑ 9I-35 PD-36 PD-37 PO-38 PO-39 PD-40 PO-41 PD 42 SL-90C SL-309 SL-30C SL-70 SL-80 as ❑n Oa PD-15 PO-16 PO-17 m 3• ' F W �~ LNu� o PO-32 PO-33 PO-34 31-1029-EW-1 SHEET 6 OF 6 tim ttntD w a. MIAMI PRODUCT CONTROL NOTICE Or ACCEPTANCE PI•enldor Entry Systerns 911 E. Jefcrson, P.O. Box 76 Pittsburgh KS 66762 Your application for Notice of Acceptance (NOA) of: -NUAIINII-DADE COUNTY, FLORIDA METRO -DARE FL:AGLER BUILDING BUILDING CODE CONIFLIANCE OFFICE M171R0-DAIM FLAGLE:R BUILt)1NG w.o wns*r ri.AGl.l:lt S'IRI:I"C, SIJCI't: 1 GU3 MIAMI, FLORIDA 33 t 3U-1563 (305) 375-29Q 1 VAX (305) 375-290S c:u�rwu-rat� L1cl:�tiitic: til:c-rlox (3as)37s•25�7 r•,\x(aos)37s•_sst cu-N-riL1C'rolt F:1F'UIZCai�ll{,,\T I)t vlslc)' (305)375-24)" 1-:tLV(.1U5)J75-29US 11HOD :C1• COS. .RO1.1)WItiM\ (305)375.2V02 1..1.N (305)372•G3.ig Enter•gy 6-8 S-W/E Outswing Opaque Single w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been 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 bclo%v, 13CCO reserves the right io 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- ntay 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 Bails to meet the requirements of the South Florida 'Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCEACCEPTANCENO.: 0I-0314.21 >r /ZIA EXPIRES: 04/02/2006 Raul xoariguea Chicf Product Control Division THIS'IS THE COVERSIIEET SEE ADDITIONAL R.%GES FOR SPECIFICAiND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW C011��IITTEE 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: 0L105/2001 Francisco J. Quintana, R.A. Director INliami-Dade County 1311ilding Code Compliance OI'rce \\s04s0o01\pc2000\\templatos\notice acceptance covor paga.dot Internet mail address: I)ortrn;ltitcr'Ca buildinhcodconlinc.conl IM Ilnniepa�tic; aitltlim-1cotlColl lill c corn Premdar Entry Systems ACCEPTANCE No.: 01-0314.2 l APPROVED JUN 0 5_ EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Acccpaance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as detcrriiined 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-Vi'/E Outsivin; Opaque Sin Residential•Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood• Frames %vith 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 -Dade County Product Control Division. These documents shall hcrcinaficr be referred to as the approvcd drawings. 3. LIMITATIONS �. 3.1 Thiw s approval applies to single unit applications ofsingle 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 (slwttcrs): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit `gill require a hurricane protection system. a. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, ,state and following statement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1. I This Notice of Acceptance 6.1.2 Duplicate copies of the npprovcd drawings, as identified in Scction 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcz, P.E. Product Con •rol •xaminc:r ProducCControl Division Premdor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN O 5 EXPIRES _April 02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS Renewal of this.Acceptancc (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) 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 the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'thc code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been x=` requested (through the filing ofa revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or proccss. 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-Dadc 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 Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE ja Manuel crez, P.E., Product Co tro Examinur Produc ntrol Division 3 rKLMJJUK (LN I LHUY BKAND) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOAD FRAME WITH BUMPER .THRESHOLD (OUTSWING) --100• MAX 4' MAX 4' MAX "MAX 4' MAX .. MAX 3' MAX 3' MAX 3' MAX f3' ' MA IS• MAX 'O' fa• MAX MAX 4' MA ,p 8 IWO OT Kt NO I A' MAX—'-'• 15' MAX IS' Mr7y,. 1� -AA 0 C. MAX r Is, i MAX i• r i 42 1 /16' 15' MAX i TOP OF ow O�C 17/16' r TO 4 LOC A KVIXSEi DEAo80lT Noon uo =MIrs OR aARLOL DEADe0.t ,•' NODEL eto 15' MAX 22' x 64' MAX DLO ❑ C. A XVMSCT LoCKICT 15' MAX MODEL 0.too SERIES LOLOCKs[T O�C. "am NOC 15' NOTE T5) LES A BO 11/16' MATCH, . 6' AX MAl X MAX MAX !]' 7 teaz 4' MAX 3' MAX MAX NOTES- 3' MAX 3' MAX —MAX > WOOD BUCKS BY OTHERS. RUST 8E ANCHORED MAX— MAX 4' ' MAX 9' MAX-11AX MAX 'ROPERLT TO TRANSFER LOADS TO THE STRUCTURE, 08 x 1 3/4' F.H.W.S V THE PRECEDING DRAWINGS ARE INTENDED TO 3) PER SIDE FROM iUALIFT THE FOLLOWING INSTALLAT10NS JAMB INTO THRESHOLD WOOD FRAME CONSTRUCTION TO A HTRUCTICRT WHERE OAR YSTEN IT ARMED TO TWO BY WOOD V �1 PENING .MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING Ut OUTSVING OUR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCT•IDH WHERE rc ]OR SYSTqTEM I��S�T{�{{ANCHORED DIRECTLY TO CONCRETE �pfRl� �DI� llll?IW�I AIM" IEMAjON pD a OR WITHOUT A NON-STRUCTURAL ALL ANCHORING SCREVS TO BE 110 WITH HIMUN I I/Z' EMBEDMENT INTO WOOD SUBSTRATE X - t PFH TAPCONS'VITH 11/Z' MINIMUM EMBEDMENT MA TO MASONRY. 2 UVI1S SMALL K INSTALLCD ONLY AT LOCATIDNS MIECTCO If A CMOPY OR UNIT MUST DE INSTALLED WITH 'HIAMi-OADC COUNTY TUE N01 IS LESS T TIE 5 AKLEEMCRECKIDNLCSS E EDGE Dr. E�O INN �OV4 PiHRE DSTAPLES PER SIDE JAMB INTO HEADER ON SIDEUTES 10-FABIIAKE AREAS VNERE THE UNII AND TIE AREA ARC KSWIED'To ID DOUR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. XWT VAICR DWDTRAIIDM LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE MBS AND SIDELITES. DDOR/SIDELITE HEADER, DOOR/SIOCLITE JANOS, AND SMITE BASE III�Affi to RNERS ARE COPED AND BUTT JOINED. DOfRK SHALL K PRE -PAINTED. WITH A VATER-BASED EPDXY RUST 1181TIVE PRINER PAINT WITH A DRY FILM THICKNESS OF 09 TD I.B NIL �- FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ FAMDUk TER-RCDUCIBLC WHITE PRIMER WITH A DRY FILM THICKNESS OF DB TO IE NIL isLIRn APPROVED AS COMOLYN.G 0111 1„ E II"'In DURDINO CODE 0;,, ,JUN � 1 ITrJ7 PAOOUFT WiTROL ChNS:7:l U BUILTXN COD£ 6MIPLIA.14CE C'rf;:z A=EPWICB tMT. DI - OJ fV' t t 1-1020-EW SHEE T I Q� s rim Ui„-I _ GLAZING DETAIL SWRVIN VKLINIS M urERmR GRAa LATEX EXTERIOR IxT[RMR 112' ;LASS BITE OUTS WING OTHER CONFIGURATIONS 69 7ia• MAX 7I1• T • • UL • fwvaar2u:a Cof+aLTltc �Y1TH TTIR • svunl - 9 i +IAQt 0179o11 rE1PEREY GLASS BUilURlOOro�COG!PTIRffCE ftDflmt - ACCE7V?xEMO.�I'O3fvL,f 3/ 4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR swat muttlLK. COMMENIS -------- 7--- VOOD READ JAND Ev-t2 i 1/4' X 4 HTL- TO BE PINE OR EQUIVALENT COMPRESSION WEATHERSTRIP _ 4 JnSgErV-1 D STRIKE JANH N R A - I {!/' X 4 9/16' NTL TO HE PINE UR EQUIVAENT L TOP CIYk L ALUHIMIH-( R THRESHOLD EV-13 PRE140M BRAND OR E6UlVALENi - I I/1' x 4 9/I6' EV-05- PRENDOR BRAND - l 11/16' - 20 GA STEEL -jo T 2i (111 �lW Y goo is R1u1 / BASF FOAH - DENSITY A 10 25 lbsJF E' TTUM CHANNEL Ev-04 PRE►1DOR BRgryp - i It/ib' - 20 GA V_ EV-D8 4- X 9 1/?• Hii rn STEEL LOCK PREP FILLER -PI VW HINGE WOOD HINGE JANB t10 x 3/r FxvS. il0 X 2' F.H.V.S. ffm tyn v� nwl SIDELITE WOOD STILE 18 x'2' Ill LOCKSET 110 x 1 3/4' F1iV.S 1 1/4-' 22' X 64• SINGLE PANEL GLASS S[DELITE TRIM (VUUD) WOOD CASING - W000 SIDELITE HEAD JAHB WOOD SIDELIIE BASE POLYPROPYLENE LITE FRAME 96 X 1 1/2' PAN MEAD SCREWS PIN NAIL DOW SILICONE #995 • c�.r.(SC(iLPlYW6YdiHT:bff te01/FHR�/H P BY JJ(iii(((( 1 90 PIT - 11/4' X 4 9/16' NTL TO BE'p�, - uYl THICK (S(1 -OR VALENi (4) SCTRVS PER HIN(X INTU DOER SUiEVf 1111gIIi1 CACTI S(�I lTE JAMI WIQ S jElli 4' {P AAK IS' aG ►KCRER'1CR I C WYN Fq( KUER TO LLEVATIEK VIEv, FUR / OF EVS USC1 An LOEATIR SER EV-07 15/16' X 1 11/16' 11TL TO BE PINE OR,.EWIVALENi (2)_SCREVS AT EACH STRIKE PLATE KV KSET BRAND 200 L OR BRAND l00 LOLb ox-T D" HTW -WO XTU SI➢ELHC AFTER. jr /WM ran vs I A W OC. 1HE� Egg JMI WM SHELHE JM/, 4' 1" 111 4) SCNEVS tNl3)UQI --- — IT18 oum "I V-IB 1 1/4' -X 4 9/16- NIL, TO BE PINE OR EQUIVALENT V-19 A p _ 4 _ V-20 5/16 x 1/2' 14TL. TO BE PINE OR V-21 Fix i/c[ sr srnE rwns As.nALTu� EWIVALEf v _ f V-22 i 1/4' X 4 9/t6' NiL TO PINE OR EQUIVALENT V-23 t 1/4' X V 9/16' NTL TO BE PINE OR EQUIVALENT 647, 0Bl- 1P P0lYPr0PYlene by ODL 18 PER FRAME IQlilllit�K �T AfI 4' Lofi MI. 4' 011191 0% 11Ai /' IL. 11E VIM 0$1 Di Ij(iM AAI 1-1020-EW-0 = SHEET � OF 6 PEY15BfY u11D1 H - 1/4' SHIM MAX 3/4' ! n VERIOR I 79MAX16' 80 lI/16' MAX 2 BY WOOD BUCK SECTIDN C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020—EW-0 SHEET 2 OF 6 DOW SILICONE 4995 n cmp-nw rATH ux I. .Luul\ UUM IUUI-\H I IUJV, ".X, f V EA Fl bUUIM fir caCEcozwuMrceoF► flr -AL-CUU E"ll X 31-1020-EW-0 SHEET 5 UF 6 F"mi ttrur: - u I HLK DUUK HANE=L STYLES 36 MAX 19 /16' �� gas �o no a 10� aa0 a a O>10 MAx a0 Op oA BUD �---- QO una HUNK TOP 6-PANEL 4-PANEL 9-PANEL 4-PANEL 18-PANEL III -PANEL OTHER SIDELITE STYLES 30' -I I— MAX 79 M X •. � 1 o a SL-10 SL-20 SL-30 SL-60 SL-50 SL-301 A-69A A-69/ oa oa o4111, g no . ao oa PD-1 PO-2 P9-3 PO-1 PO-5 PO 6 PD-7 PO-8 013 as 1�1 00 as m �� as on a❑. FLUSH H-PAH[L CROISiRxK 12-PANEL 4-PANEL 5-PMEL 5 PANEL EYEHROV y/SCRC1Ll 0 p SL-69C SL-25 SL-55 SL-300 SL-40 ao a� oa oa Po-9 PO-10 PO-11 PO-12 FED a® PD-18 LEO PO-19 PO 20 P0-21 ED I I PO-22 PO-23 PO-24 PD 75 PD-26 PO-27 PO 20 PO-29 Q Q PO-30 �� ' ��D Q�� Q�Q Q�Q a 11H6IHY�DH,� ►�; ao ❑o �� QOd 0�0 ooa �� QQ� 0❑ Qa � PH-35 PO-36 PO-37 . PO-38 PO-39 PD-40 PD-41 PO-42 PO-4J PO-43A 9HE.Umw PO-43H fjjj H , 7S 66161 A-908 A-W, SL-301 f A-JOC A-10 SL-80 Ian au PH-14 PH-15 PH-16 PO-17 Im Im Ic PD-31 PH-32PB- PD-J44 8 31-1R0-EW-EW-G SHEET 6 OF 6 arWuiar