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Home My WebLink About122 Pinefield Dr 03-2545 SFRIm PERMIT ADDRESS CONTRACTOR Maronda Homes Inc. of Florida ADDRESS 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION t A\A - . . I IQ %LM a6 PERMIT #o 3.495gs DATE ' PERMIT DESCRIPTION 11;;�r 1z PERMIT VALUATION C1 I IS 6 SQUARE FOOTAGE tote **? .1 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 122 PINEFIELD DR for which permit 03-00002545 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as yX_Qj,oS�F complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: la, FIRE: Finaled ,aqrSy1'n VV Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In l Off. Lines In Meter 00 Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 12 1Z -C3 ��. PS hts Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID DATE AMOUNT 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 122 PINEFIELD DR for which permit 03-00002545 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM. 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 91.93 13.33 847.00 13.34 1384.00 650.00 1700.00 OWNER BUILDING OFFICIAL / �iE 13 �' �zhllo3 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: l- -� 2 -03 PERMIT #: 0 :5 .a ADDRESS: CONTRACTOR: PHONE #: yd1— (-\r) J The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering OX D,5wc a-f ❑Fire 11/15/0-3 ❑Public Works OUtilities OZoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) E2t�= f u.n �¢- w/o 3�ya CERTIFCATE OF OCCUPANCY (R -'t�v duler REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 0- -t 2 -03 PERMIT #: ADDRESS: CONTRACTOR: PHONE #: y()1— Lr) J —Q \ \a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering /❑OFire iz ublic Works �51❑Zoning ❑Utilities ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1 , •CERTIFCATE OF OCCUPAI y f. REQUEST FOR•FINAL INSPECT ' I LW t_ ****SINGLE FAMILY RESIDENCEfi*F • , 1 � 1 1 � 1/rr�( ✓ • • ,1 1 � ►O+ I .. yr N • . I DATE: 12-t?:'a3 ^j N 1 0 .; . W V1 E O. 1 PERMIT #: b 3 55 . 1 1 I .► -- ; n o v Qi Co ADDRESS: I .�. ��0 �" " ° ° " ; u U U r. t l.J W 0. �► O CONTRACTOR: -Q . 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. 0En Engineering Rr: g 'OFire 0 Public :Works f OZoning 4TENL DLicen n CONDITIONS:. (TO BE COMPL F PROVAL IS CONDITIONAL) - AL W 1�1 IT N E R S U R V E Y I N G 10 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:122 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should -you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 -NATIONAL:FLOOD-INSURANCE-PROGRA-M Expires.December 31.,.200: ELEVATION CERTIFICATE 1rVollaft'Readth6insbrudions on pages 1- 7. SECTION A -PROPERTY OWNER INFORMATION Fa Insurance CWWY use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES BUILDING STREET ADDRESS (Inducting Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 122 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 11, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Normtsidential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE&ONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): ( of - ar - #a#.#r or ##.# ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COAUNITY NAME & COMMINIIY NUMBER 82. COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE FLORIDA 84. MAPANDPANEL B7. FIRM PANEL 89. BASE FLOODELEVATION(S) NUMBER B5.SUFFIX 86.FIRM INDEX DATE EFFECTNEREVISED DATE 88.FLOOD ZONES) 9bneAO.used*Mditooft 1211700065 E APR 191E APR 1995 X NA B10. Indicate the souroe of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other(Desaibe} B11. Indio the deviation datum used for the BFE In 89, ® NGVD 1929 ❑ NAVD 19M ❑ Other (Desorbek Ell2-Isthe buidmg located in a Coastai'Banier Resources System (CBRS) area orOtherwise Proteclad Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Corstucion DrawW ❑ Building Under Con&uctbn' ® Finished Construction 'A new Bevation Certificate wa be required when construction of the buiding is complete. C2 Building Diagram Number 5 (Select the building diagram most similar in the building for which this oertifcate is being completed - see pages 6 and 7. If no diagram accurately mprresents the building, provide a sketch or photograph.) C3. Elevations— Zones Al ", AE, AH, A (with BFE), VE, V1-V30, V (with BFEJ, AR, ARIA, ARIAE, ARIAI AW, ARIAH, AWAO Complete Items C3.-&4 below according to the building diagram specified in Item CZ State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to Mused for the BFE. Show field measurements and datum conversion calculation. Use the spaoe provided or the Comments area of Section D or Section G, as appropriai$, to document the datum conversion. Datum NGVD 29 ConversiordComments Elevation reference mark used Does the elevation reference mark used q;xw on the FIRM? ❑ Yes ®No ❑ a) Top of bottom floor (including basement or enclosure) 20. 6_5 ft(m) ❑ b) Top of noel higher floor 29.65 ft(m) Q c) Bottom of lowest horizontal structural member (V zones only) NA . Q d) Attached garage (top of slab) 4 . 15 ft(m) Q e) Lowest elevation of machinery and/or equipment servicing the bulling (Desabe in a Comments area) 20.2 ft(m) Q f) Lowest adooent (finished) grade (LAG) 20.0 ft(m) 2.2) Q g) Highest adjacent (finished) grade (HAG) 20. 3 ft(m) ❑ h) No. of permanent openings (flood vents) within 1 ft above adjacent grade NA Q ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. an) 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. CERTFER'S NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE 21P CODE 2597 SANFORD AVENUE l , SANFORD FL 32772 SIGNATURE 2I7..,� I off IMPORTANT: In these spaces, copy the cayesponcing information from Section A For Irwm w Carp" use: BUILDING STREET ADDRESS MAft Apt, Urrt Side, ands Ifs. No.) OR P.O. ROUTE AND BOX NO. - Policy Nurrter CITY STATE ZIP CODE Cam" NAIC Number SANFORD FL 3MI SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Cerftate for (1) oommunity official, (2) insurance agenUoompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (VNTHOUT 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 oompleted. El. Building Diagram Number (Sled the building diagram most simiarto the building forwhidr this oertifica0e is being oompleted — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2 The top of the bottom floor (including basement or enclosure) of the building is _ it(m) _in.(crn) O above or ❑ below (deectk one) the highest adjacent grade. (Use natural grade, fi available). E3. For Building Diagrams 6.8 with openings (see page 7), the rend higher floor or elevated floor (elevation b) of the building is _ t(m) _in.(an) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery andlor equipment servicing the building is _ it(m) _in.(am) O above or ❑ below (dmc k one) the highest adjacent grade. (Use natural grade, ff available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in acoordanoe with the oommunilys floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must oertify this I nfornation in Section G. SECTION.F-PROPERTYOWNER.(OR OWNER'S REPRESENTATIVE) CERTIFICATION The property ownerorownees authorized iepresentatnre who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or oommunk issued BFE) or Zone AO must sign here. The statements in Secdons A, A C, and E ere oared to the best ofmyk nowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY ' STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS O Check here if atta bments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordmanoe fo administer fhe oommundys toodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable dem(s) and sign Flaw. G1. O The Information in Section C wastalken from other doamrentation that has been signed and embossed by a kernsed surveyor, engineer, or archiled who is authorised by state orbd law to oertify elevation information. Qndfoste the'souroeand date of the elevation data in the Comments area below.) G2. O A community official completed Section E for a building located in Zone A (without a FEMA4ssued or oommunilyiMi ed BFE) or Zone AO. G3, O The bbwirg information (Iems G4-G9) is provided for oommunily kodpI& management pupms. G4. PERMIT NUNBER GG. DATE CERTIFICATE OF G7:Ibis permit has beenissuedfor. O•NewConstruction OSubstantialImprovement GB: Elevation ofas6uflowesffioor (mdud'mg basement) of the building Is: — _ft(m) Datum: G9. BFE or (n Zone AO) depth of flooding at fhe building sits is: — — tt(m). Datum: LOCAL OFFICIAL'S NAME_ TITLE COMMUNITY NAME TELEPHONE. SIGNATURE DATE COMMENTS � COUNTY OF ULMINOL[ IMPh(�T F[E ST�T[MEHT ��' lSSU[D DY CITY OF SmORD ~�--- SThTEMENT KCMFER 103-75574 DATE: DUlLDIHG P R I' CIT�� COUXTf N]M�E�: ___^... ... ... ... UNIT ADDRESS:------------------------ TNA!TICUC' ' '--- -- -------- -- T PARCEL,.; --_- ''� ' --- '�- ----- S�/DDIVl[�IOX: TRACT: ----- -------------------- PLAT BOOK: -�'�f^PUOK —�— PACE:�l�'^l� EL[CK: LOT: ONN[k NAME,.; ADDRESS: 6PPLICAAT ADDRESS: LAND USE USE CATE6CRY: 001 - Single Family Detached House TYPE U9L: kecidenlial WORK DESCDIPTIONn Single Family Hcuec: Detached - Conziructi,m '-_---------------------------------------------------_------------_-_ F[[ BEkEFIT RA7E FEE UNIT RATE PER N Q TYPE TOTAL DWI:-: TY['[ DIST SCHEDUIE DESC. UAIT OF UNITS �_��-----------------------------------_----------------------------- RUAD� ARTERIALS CO -WIDE O dwl unit $ 705.00 1 1 705.00 ROAD!', .'COLLECT[RS KORTH O dwl unit $ 142.00 1 2 142,00 LIDRARY DO -WIDE O dwl unit $ 54.00 1 $ 54.00 UC|<UOLS [O-WIDE O dwl unit $1,384.00 1 a 1,084.0o STATEMENT - rA Amo]X7 DU�-: $ SIGNATURE NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY ONNFR AND [NEi|R[ TIMELY PAYMENT MAY RESU-T IN YOUR LIABILITY FOR THE FEE. **=' DISlKIBUTICN: 1-CCUN7T 3-CITY ?'hPPLICANT 000UNTY *TXUT[&y 17*F::F`�j;(j:-,!�; ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH MR[ DUE AND PAYAELE PRIOR TO ISSUANCE OF A B]ILDIHO PERMI7. ALSO ADVISED THAT ANY KIGHT8 OF THE APPLICANT, OR OWUER, In APPEAL THE CALCULATIONS OF TPE ROAD, LIBRARY SYSTEM ANl/MR EDUCATIONAL (S0001) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE* DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REIDUEST FOR REVIEW MUST MEET TPE REOUIREMENTS OF THE COUNTY 1_6N1) DEVELOPMENT CODE. COPIES 07 THE RULES GOVERNING APPEALS PAY BE PICKED UP, OR RECLES7ED, FROM THE PLAN IMPLEMENTATION OFFIC['� 1101 LAOT FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMFNT SPELLD BE MADE TO: CITY CF 2ANFORD DUlLDIKG DU`ARTM�NT 3�O HOXll! PoRK AV[NUE |'AYVENT EFCULD BE BY CHECK [R KOXEY CRDER, AND S[0]-D 1084R[}|C[ 7{|[ U[hT[KENT NUMBER AND CITY BUILDING PERMIT N]NBER AT THE TOP ij]`Y LU-' ll!L:: NOl7C,4Z. woo[mS ST(AT[MENT IS VALID ONLY IN COAJUAC7ION WITH IS5UAH[E OF A00:, FAMILY BUILDING CITY OF SANFORD PERMIT APPLICATION Permit # :d r e9S liDate: June 26, 2003 Job Address: 122 Pinefield Drive 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 Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,669 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel it: 32-19-31-515-0000-0110 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road.Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 626/03 6/26/03 ,41 Signature of • . gent Date Signature for/Agent_- Russell Keith Summers Print Owner/Agent's Name • 626/03 Signature of Notary -State of Florida Date n1F,DEBBIE TIME My Comm Exp. 2/rr/05 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: M F V Zoning: Russell Keith Summers Print Contractor/Agent's Name 6/ Signature of Notary -State of Florida D4r_'J `41OF r(o9 DEBBIE TIME 1AII r My Comm Exp. 4/5/05 No. CC 999378 Contractor/Agent is _X_ Personally Knoi Produced ID (Initial & Date) (Initial & Date) Utilities: FD['. (initial & Date) Special Conditions: sr)oq .(48 CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: -12? PTNFETFI D— ,RIVE_ o u1 Panel: 2 Electrical Contractor: DANIEL G. PUGLISI Residential: ___ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service So 3SOo New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: S, co, By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. nt's ignature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 122 PINEFIELD DRIVE Lot: ii Panel: 2 Mechanical Contractor: GARY CARMACK Residential Non -Residential CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: _ 122 PINEFIELD DRIVE Lot: 11 _Panel: 2 Plumbing Contractor: WILLIAM T. SELF Residential: _- _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Alk tl Applicant's Sig ture CFC057039 State License Number LEN�aronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SuiTE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX.- 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 11, 122 PINEFIELD DRIVE at Celery Lakes. RUSSELL KEIl(H SWIVIERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 26th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC pF r� DEBBIE TIME w w�BMutr i My Comm Exp. 2FA5 No. CC 999378 ICJ Personally Known I 1 other 1.0. C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc life IINp�p181188pIMpIp��8NAN8A,i1111 o" On oa U Coe oC 0 . W rl tu �1 Zu�rl z_� boob W O Z Z OL .4 Q 0XV40 IINOOU Y CLERK OF CIRCUIT COURT BK 04886 PG 0770 CLERK'S .# 2@@31L@392 RECORDED 06/27/2003 1201: i2 PR RECORDINS FEES 6.00 NOTICE OF COMME ZT&IMT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 11 122 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F. Orlando, FL 32810 Interest In Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) 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., #102, Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 1d1 St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) or to receive a copy of Lienors Notice as provided In Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KEI H SUMiWERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Q";z �- - Notary Public E BIE TIME omm Ep. M5No. CC 999378 ""n / V-- 1 I odw I.D. JUN 2 7 2003 CERTIFIED COPY, MARYANNE MOVA CLERK OF CIRCUIT COURI SEMI COUNTY. FLO nErurr ct CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 11 Subdivision: CELERY LAKES Property Address: 122 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 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). O 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. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 420 S.F. Porch (s)/ Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Thursday, 3une 26, 2003 SIGNATURE: (By Own uthorized Agent) PLAT OF BOUNDARY SURVEY q t for MARONDA HOMES Legal Description LOT 11, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 0 W 0 z a c U (W!7 10 N 89*38'17" E 121.18' 7.5' DRAINAGE ESM'T o 43 2i--------- -------------------- $-------- O O 28.00' 1 C"o O a 10.00 t - m Z < o ow D q 2Z1i O o I Cz a Na O O c N 1 Q. M O � O L---------- --------------------------- 5' DRAINAGE ESM'T N 89'38'17" E 121.35' 12 SCALE: 1 "= 30' io SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. RTIFICATE This is to certify that I have made a Survey U of the -above Edescribed 'p is an accurate representation of the same. I further certify thatthis'propeand rty thatthe Pthe Minimum lat hereon dTechnical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: T � //� CERTIFIED CORRECT TO: TNER SURVEYING. INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823. Sanford. F1. 32772-0823 (407) 322-20M PROJECT NO: Q 3 - �0©9 !SURVEY DATE: ..t r I � ` PLAT OF BOUNDARY SURVEY S for MARONDA HOMES Legal Description LOT 11, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 10 N 89*38'17" E 121.18' 7.5' DRAINAGE ESM'T 8 ' �LLo a=O1� mSS��;; X ZS` aN� aM 30.00' of 5' DRAINAGE ESM'T N 89*38'17" E 121.35' 12 SCALE: 1 "=30' N SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the -above described 'property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum T Standards set forth by the Florida Board of Land Surveyors Technical Y pursuant to Section 427.02? of the Florida Statutes. REVISIONS: I T PROJECT NO: D3 ,6() R. BLAIR KITNER -P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-20M SURVEY DATE: SECT TO: 0 w 0 z LO Cr w .J Q U Cn to CV Ln rn rn WINDL OAD SPE-CIFICA TION 0108 I]alton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOT S: 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 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ,FOR THE BUILDING OR S,TF T-T-J :TURF AND IN ACCORDANCE.,WITH iq� 1,R�NT BUILDING COPES-'•FC71411. %;L-0ADS LISTED ON :TFrf6'Dl�awli��v •- Approved:'' mqs AOOiSON OR, 1`65k&k FL ,S2514 f:! . .:: FLb wA'MTndAn6Nfrm: ao�atias ; •' _�• r7••.' GEORGU ('�Ei2T1FICA ON NO 'Oj8519: NORTH-.WOUNA .TlEP.TIAdAtgN'Nd,�3936 Date: 3'�i5-` D�. 13 GA HORIZ ANGLE t 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" 5/1.60-5/8" LAG SCREW AT EACH JB—US .01 BRACKET .054" VERT TRACK 1/4-20x9/16 TRACK BOLT do 1 /4-20 HEX NUT AT EACH JB-US BRACKET IJ PLANS !'E'.`lE�IED ..l. - OP TION CODE:' p.� 08 I REV- P I WM 9 ' x 14 ' MAX 4-4 . PSF � 1 OF 4 ■o I TRACK, END HINGE, TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK \ BOLT do 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) �. TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE c 00 i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4-20x5/8" TEK SCREWS •po 'L END HINGES p. r. _ 'U—BAR ' NOE BODY HINGE (P/N SEE BILL OF MAT'L) r• LLH HIIQ—GF RH END HINGE NYLO -ROLLER (P/fV 2 70791) O \ BOAT BRACjtET (P/ H-2J0 54 \' — dc LH-2tOJ%5) '..-TEK CREWS *,(P,IN 100507 c r.. Approved: - w.S. Wilson. P.E. 3395 ADDISON OR. PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCIA CERTIFICATION NO. M519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: r 1 C I� 1 16 CA END STILES (20 CA CENTER STILES). OPT/ON CODE' 0108 1 RE v. P I . WM 9 " x 14 " MAX 4 4 PSF 1 2 OF 4 - ' U-BAR L OCARONS O>D ' NOTE: W/ (7) 20 CA 80 KSI UOO BARS\ MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U-BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH'DOORS W/ (5) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 7'-6' THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN i' 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE n' 1 � j • :•Z., Approved: W.S. Wil»n, E- - 1 i n • �rj 3395 AISO15�7N oR%fPFJC1'fCoul FLORIDAZMTIACATION NO. 004648§ : ^�: , y cE laik crlmeaT>oN•- "No, •rORTN'.'4MUNA CERTIFlUTION NO : D23Q?a . Date: OPTION COD :a,d y REV.. P WM 9 x 14 MA �4 � �F 3 F' 4 .. Il.. P. ..i .. l• !.SaY/' u 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 specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 t%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: • 1. WayneMark Model 8000, 90, 4 section. -2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. ' 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section•. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'•AliN,wers;':Q,A18(Q127). APPROVED.OPT30N Based on ofh'ei•`tes%lei3t:'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. - Name: tZ; 'J- OR -GE COUNTY UILDING V ESION W.S. dson, t-. 3395.Ad2isoci Dr.; Pkrls?c4ja;:FC2�42•'..,„,k'� tr'0F Florida Ce .No,OD�S48 �c �a- 5 G. F d =� file � '�' w�� Georgia Ccrt'N`6 ' 8. •l•9-' •'��` ��'.' -_ North Caroling Cyrr T (D rn rn CV c z a a Wayne hafton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0170 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX MOTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NOTES; 1. GLASS- DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE .ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 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 CURRENT BUILDING CODES FOR'" fllE LOADS LISTED ON THIS,•.ORAWING•., ,.: 13 GA HORIZ ANGLE . f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK SOLT' & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG SCREW AT EACH JS—US BRACKET DRILL .281 OR 9/32"Q HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH J8—US BRACKET (1) J8—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK (I) J8—US BRACKET LOCATED Approved: _ ' -_ 1 1 % AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER w 3MS WfjISON�pft:�PtNyyyy��Oy FL32514 s (P/N 125139). F�,fU C�10.:�>tit,w ttiC+J ob'�t19: 1,lNSER'�F�CG(WN Date: �vr.., OP TION COD,�"r�`:'- of ,; ,.::REV. P 1 WM 16 ' x 14 ' MAX, ' f 27 — 29 PSF 1 OF. 4 ce �7 P a=. TRACK END HINGE, TOP BRACKET REQUIREMENTS' 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX } NUT THROUGH ANY TWO ALIGNING HOLES I� •_, TOP BRACKET (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) Iju 'I �-VIA& *Y.ARROW BOGY HINGE (4) 1/4"-20x5/8" SELF -THREADING SCREWS VEND (2) 1/4"-20x5/8"2" NYLON ROLLER W/ 4 1/2" STEM TEK SCREWS ALL / (P/N) 108135 HINGES 6 Q 0 \ o ;'7/16" PUSH NUT AT EACH .TROLLER (P/N 243341) _- - LOCATED .25 MAX BETWEEN N,. PUSHNUTS AND BRACKETS ram;' OR HINGES � HN 1 ad \\,O WIDE BODY HINGE (P/N SEE BILL OF MAIL) 3" 20 CA U-BAR RH END HINGE (3) 1/4"-20x7/8" •TCV CI••GC\SIC Approved: WS. Alison, P.E. M95 AODISON OR, PEN MLA. FL 32514 (� FUAJOA CEHi1FrWlON . NO. 0048M9 GEORCIA CCMF1CA110N NO. 016519 NORTH CAmNA CEHfiF1G1110N N0. OZ3U6 Date: I 1 J I I � � I I L 20 GA CENTER �—STILES A . BOTTOM BRACKET 16 CA END STILES (P/N RH-270354 & LH-270355) OPTION CODE 0110 1 REV.' - P 1 WM 16" x 14' MAX, +27 -29 PSF I. 2 OF 4 U-BAR L OCA •TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3' 20 GA 80 KSI U-BARS LOCATED AS SHOWN 0 t 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3. 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved:. r: '� • t F wz VqW P • a:.s 3395;�DDISOH DR `Pff>rNQpCOIfG`325151". '',GEORRCIAC1G1T16Nr?liS. •.'�: NgKi. Q'!ROUtACERf1il 'npO lNT 02A- 6 .^ �' OF F % ' Mfo 0 0 0 0 Date. .: p 4 fi' - `• q P ,� n `� _2��p/ tv 16 L�°tl rti. c �,� 4� y ea OPTION C.`'`REV• P1 WAIT 16" x 14' MAX, +27 -29 PSF 3 OF 4 . CENTER 5 TIL E & IN TT RUED 1A - TE - HINGE L 0 CA T1 ONS 16' f v v v v , v 14' 12' 10' ORANGE COUNTY BU115ipti-- DIV. W—S. Wlism, PF M95 WDISON OR., PENSAMLA. FL 32514 FLDRIDA COMMATION NO. 0048489 CEORMk CSTWrATION NO. 018519 NORTH WOURA COMMAMON NO. 023836 Date: OPTION CODE.' 0110 1 REV- PI I W&I 16'x WMAX, -,L27.-29 PSFI 4 OF 41 v v v v , v 14' 12' 10' ORANGE COUNTY BU115ipti-- DIV. W—S. Wlism, PF M95 WDISON OR., PENSAMLA. FL 32514 FLDRIDA COMMATION NO. 0048489 CEORMk CSTWrATION NO. 018519 NORTH WOURA COMMAMON NO. 023836 Date: OPTION CODE.' 0110 1 REV- PI I W&I 16'x WMAX, -,L27.-29 PSFI 4 OF 41 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE. - Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;�L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" [luck blocks were placed under the door at the edge, centered under the end stile[;, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a.manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The -pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp'71° F. .PRODUCT DESCRIPTION: ' 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The 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. 3..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIyfMARITY• 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 appr4Y,4;to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiog" Ans&s{/QAIS(Q127). O.% APPROVELZ�P7;IOIf Ir.• r , Based ono- er tts b uAl' Aluminum Louvers and Stvrene Window Frame Assembly per test number 020501. ''Name : ,rp y }Q�{ t o p�� Fr �•t a ; �' .F, '� i 4 ? �i R 7 �c `u t C° " (� Q W.S. Wilso"n ." �y RA 3 tJ. iteCJU . e •sr. '•� i.i�3 �°6 � U �'�t :.4, 3395 Add'ison.f3r� �en�aco� 8 ?5 f4 �j r" 11 • �e Florida Cert Ncl�,DtS�FB Yt� 6 Georeia Cert No. 0Y3j,� ��,• ' 0 • c0 C14 u'I fn rn CV c z a " Wayne. pal#on MODEL: STYLE: DESIGN PRESSURE: WINDL OAD SPEC/F/CA 77ON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0", MAX HEIGHT RAISED PANEL SCC # p _ MAXIMUM SECTION WIDTH 21." POS./NEG. 29.3 PSF - Z !LcL 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). MASTER PLAN 13 GA HORIZ ANGLE •I I 0 .054" HORIZ TRACK °I I I 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 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 OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A •MINIMUM YIELD OF 57 KSI. 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF, THE ,BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wlsw, P.E. 3395 AO0ISON DR., PO4SACMA FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 02M36 Date: 4?-2 8 -01 OP RON CODE- 0108 1 REV- P 1 DRILL .281 OR 9/32.o HOLE IN TRACK FOR JS-US BRACKET ATTACHMENT I (1) JB-US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER p (P/N 125139). . i I i 5/16xi-5/8" LAG SCREW i AT EACH JIB -US BRACKET p BRACKET e I 054" VERT TRACK4 hill_ 1 /4-20x9/16" TRACK BOLT & 1 /4-20 HEX NUT AT EACH JB-US BRACKET '. ~WM 9' x 14' MAX 44 PSF I 1 OF 4 TRACE END HINGE, TOP BRACKET RE-CUIREME1iTS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX s s NUT THROUGH ANY • TWO ALIGNING HOLES i TOP BRACKET (P/N 108077) • (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE k 4) 1/4-2Ox5/8' ELF -THREADING SCREWS (P/N-100320) scc . r i. a �r _ (2) 1 /4-2Ox5/8" TEK SCREWS • 4 ALL END HINGES 9 . •00 3" 20 GA 00. �..•� U-BAR " WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) -\. BOTTOM BRACKET (P/N RH-270354 & LH-270355) �. (3) 1/4-20x7/8"7�� TEK SCREWS (P/N 100507 Approved: M95 AOOISON OR, PENVCOLA. FL 32514 FL.ORRA CER SCAT10N NO. 0048489 GEORGIA CUMFICATION N0. 018519 NORTH CAROUNA CERTIFICATION NO. 0=6 Date: Q —Zg -D/ 16 GA END STILES (20 GA CENTER STILES) OPT/ON• CODE.' 0108 1 REV. P1 I WY 9' x 74' MAX 44 PSF 2 OF 4 U-BAR L OCA TIONS Owl NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN NiA ' S'-0'ViPU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS •W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: �- • 3395 ADDISON DR, PENSACOI� FL 32314 FLORIDA CSMFICA71oN No. om4m GEORCK CERTIFICATION No. 018519 N09M UROUNA CERTIFICATION NO. OZUUS Date: ?-Zip - 01 OPTION CODE- 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF � 3 OF 4 %0-� Wind Load Test Report Report # 0108P1 February 1, 2001 �'t'EST REQUIREMENT• 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 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 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then•removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P :TEST DATE: January 25, 2001. Temp 64° F. • tODUCT DESCRIPTION: �� I. WayneMark Model 8000, 9x7, 4 section. 2. Exterior skin'has minimum of .0175. The minimum yield stress is 33 KSI. Cp PLAN3. Standard bottom astragal and retainer. MASTER 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KS placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8- .054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on- it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b i ee uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. lme: W.S. W2son, P.E. 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 • cm M rn C14 d CL 1 Wagne. Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: IMNDL OAD SPECIFICATION 0110 WAYNEMARK 8000 & RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 •KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: E-e—Z�� W.S. Wilson. P.E 3395 ADDISON DR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION 140. 0048449 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: `j-28-o1 8100 APPROVED SIZES: W-0" MAX WIDTH x 14'-0" MAX HEIGHT SCC # 00. MAXIMUM SECTION WIDTH 21" 1 mkr+5TZ� 067" HORIZ T (2) 1 /4.•-20x9 TRACK SOLT & 1/4"-20 HEX 5/16"x1 —5/8" L SCREW AT EA JB—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 J8—US -BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTOQ 067" VERT TRAI (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLU (P/N 125135 OPTION CODE.- 0110 1 REV. P1. I WM 16' x 14' MAX, +27 -29 PSF I. 1 OF 4 TRAC , END HINGE, TOP BRACKET REQUIREMENTS SCC # :. 02-0-64 MASTER. PLAN 1/4 20x9/16" TRACK SOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1 /4"-20x5/i; TEK SCREWS (P/N 141668) NARROW BODY HINGE /4"-20x5/8'(4) 1SELF-THREADING SCREWS (2) 1/4 - 20x5/8' TEK SCREWS ALL i do END HINGES 7/16' PUSH NUT AT EACH' ROLLER (P/N 24-3341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH ENO HIND '' •' 2' NYLON ROLLER W/ 4 1/2' STEM ®Q (P/N) 108135 WIDE 800Y HINGE (P/N SEE - BILL OF MAT'L) 3' 20 GA U-BAR (( (D RH ENO HINGE j:o• (3) 1/4"-2Ox7/8" �m TEK SCREWS (P/N 100507) A r • Approved: � �.,-'•r� wS Wson, P.E. �. 20 GA CENTER 3395 A001SON OR.. PENSACOIA FL 32514 I STILES FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 0185I9 \ BOTTOM BRACKET 16 GA END STILES NORTH C ROLINA CERTIFICATION NO. 023838 _(P /N RH - 270354 Date: Q'-,Z g_ o - - & LH-270355) OPTION CODE.' 0110 1 REV. P1 WV 16' x 14' MAX, *27 -29 PSF 2 OF 4 U-BAR L OCA TIONS 0 NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3' HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN scc MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3' 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. trlxn. P.E. 3395 ADDISON DR. PENSACOU. FL 32514 FLORIDA CETMACAMON.NO. 0048489 GEORGIA CERMCAT10N NO. 018519 NORTH CAKLINA COMFmTION NO. 023836 Date: 9 of OPRON CODE. 0110 1 REV- P1 I WM 16' x 14' MAX, f27 -29 PSF I 3 OF 4 m CtNTER STILE & INTERMEDIA TE HINGE L OCA TIONS �4, ASTER PLAN 14' 12' 10, Approved: W! IYlson. P.E M95 ADOISON OR- PENSACOIA. FL 32514 FLORIDA CERi1F 'nON NO. WQMa9 GEORGIA CER11ncnoN NO. 018519 NORTH CAROUNA CERTIXICA110N NO. 023WS Date: Q-z,9 off OPTION CODE- 0110 1 REV.' P1 I WM 16' x 14' MAX, f27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is -tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" 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 ma.Idmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P • TEST DATE: February 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C #' QZ — pp 6 1. WayneMark.Model 8000, 160, 4 section. MASTER PLAN A' 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LA V. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to.Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based ono er to b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. dame: W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Geors'ia Cert No. 0 185 19 u Lister Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two-(2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Goverrimental Product Approval: A-gency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 AgencyAgengy Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP • 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 PLANS REVIEWED CITY OF SANFORD Created on 02/04/02 Page 1 of 2 NORANDE}; PAGE 29 . a s a e e a as °a _ SEE CHART FOR .4 a ' a a° FASTENERS _ t ',y--= VERTICAL MULLION SCHEDULE 4 �y CAULK Top OF MULL SINGLE UNIT :' WINDOW CLIP �'' V ~ C) t 10 X 3/4" t MW WINDOW WIDTH HEIGHT NUMBER AND NUMBER !W!= y� W p p W TEX SCREW t WINDOW INCH INCH 45 TYPE OF FASTENERS �Q 4 1 t J t HEAD' _26" . ra cQ I t ' ! WINDOW t JAM 5%8" 7/8` lx3 MULLION LA-26-1) " e lx4 MULLION �XFLA—$9) WINDOW 5/8" JAMB #10 x 3/4` i TEX SCREW t t I I t C FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" lx3 MULLION XFLA-=26-1) lx4 MULLION RFLA-39) t WDfDOW t SILL AU F E�Lu-rja. OM PRECASTED `-- 3 `Mrrt. WAG'runR NAME: SILL '/oRa�ln t=X p p D p p . 3/4"MAY, Fuz $ -.% Q D D p , D p p SEE CHART FOR D D • FASTENERS NOTES: 1) AL 8063 LUMM EXTRUSIONS• ARE ALLAY 6063 T8, CHARLES A:-P6 N. p.g 2) ON EACH THE EECIE IIS EC, THEOrj'/4CON SHALL BE FL REG. ENG.. 4fJ121 -PLACED ON MULLION CHIP CENTERLINE. DATA 3/21/02 3) CONCRETE COMPRESSMS STRENGTH - 3.000 PSI AT 28 DAYS. o �ti co MRANDEX PAGE- 30 -nu 1 FJ; 1) ALL AL • OR eof 2) WMN - ON EA( 3), CONCRi AT28, CHARLESS FL RM DATE DW SILL j SH HEAD DW SILL iH HEAD 4 N ti W 1r4 Chi 't;q h. co c')w o � y e �q`n Bill NORANDEX AIANVFArv"t'iJRER NAF>YLe PAGE 24 (2) 110 x 1-3/4' PH -SUS INTO 2 x BUCK OR 3/16'0 x 2-3/4' TAPCON THRU 1 BY BUCK (SHOWN) 3 le' IASS WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. (l01¢I SUDDIG GLASS DOOR t 4' TPt[PERF.D GLASS Ceti a 9EE SLSVATION FOR ANCHOR SPACING. Cp�ITTTB ANuasls CHART �Ir N% OF No. or ) S1DDIG GLASS DOOR Q3winw- DESIGN (DAD ' DDlF7(SSmHS CAPACRI'-PNF ANCHORS ANCHORS �� ANALYSIS CFIADr S IGN IDS No. OF ANCHORS "a:OF ANCHORS d (2) #10 z 1-3/4' FH-SMS INM .2 z BUCK OtHES �M POstI19H A HBAD k slu AA�HR DTIltlL910143 �miH HEIGHT A TM a q q SEE ELEVATION FOR 'ANCHOR SPACING. 2m' 4e 48� 34 a » U] W w 147.375' RO• 18 46 24 a sot• 147.s7a' e8.7 69.4 (4) ee.7 09.4 eo a to 46 t02T60' a7.6 67.5 B0 a' e47 ea4 24 le e lILS7a' �67.9 67.a U s (0) 67.5 24 6 le a Ia2.760' i1La7a' 647 77.4 sor 849 eae 24 tD e a O Q; , 128" fi0' 5a.7 aa.7 2-0 647 eae to a 'w` r 11,21 (z*) 64e 64a \ a 128 aSe2;l eo' fi47. 743 (z6) 647 749 HO a e01- I.r 117.117a' 9e" 4a 4a so to • 24 eol'., ao 0 1p e 16 N O (� 46 �5 1a2.760' l0 le 10 U7.976' 99.6' 80 60 ( 80 BO R4 la to '� •� 449 449 (2) {>(0 z 1 3/4' PH -SUB INM 2 By OPTIONAL to s+$' as' 69a asa 24 10 to lae.T60' �ii.9 84a - 24 t0 10 BUCK THliN 1-1/2' LAIN. EMBEDMENT. 966' (6) 2 BY ay4 66.4 SSE SLBVATION FOR ANCHOR SPACING. WOOD BUCK to to l0 u��6- 746' 9eto 647 71.3 (a) 847 7ili IB 10 128- °6� aa6 64,6 WOOD BUCK e102a (e.6) 04.a 64,a No/ IH PARSNYHl:SB D1D1CAT3 P1N1iL I0 t0 10 10 SII6 IN TIM. tee' aSBeb se' e49 a49 (2aI 86.9 842 is ¢o 10 10 to 10 K °o ra .� w W D4 CALL SIZE WIDTH (2) 3/IB'0 z 2-3/4" m (C.S.W.) TAPCON OR MIAMI a STEEL REINF. I ALL DADS APPROVED CONC. FASTENERS. Z q R !0' PANELS SEE ELEVATTFOR 11ON Sc 80.0 D.P.. a ANCHOR SPACING_ a 4 +o q S Z (Yi s • W N b O STEEL REMP. a va ALL 10. • k 80.0 D.P... •. a � SHIM AS R UIRED WOOD sHIMI SHOWN) TYP. JAMB. SECTION OR MUDD TRACK AS RE@UIRED 11/A4'' SHIM--i i" r � lz �a o a ; 1 BY 2 BY BUCK (2) 9/18'0 z 2-1/4' TAPCON OR ` MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. W NOTES: y 1) SHIM AS RMUMED.. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALIDY a a 6083-15• OR TB WITH TYPICAL .WALL THIC a 3 USE HIGH QUALITY CAULK( BEHIND' KNESS OF 0.82' WINDOW i a a FLANG& X 4; GLASS THICKNESS BASED -ON TABLE E1300 GLASS X X X X X CRAM- AND MAY VARY DEPENDING 'ON SIZ& ! p 5) THE RESPONS[BUM . FOR S 1{LEC, ON OF ppN�, PANEL PANEL PANEL PANEL r w PRODUCTS i0 NORANDEX MEET ANY APPLICABLE' LOCAL LAWS, BUILDING CODES. ,ffi n .m n q . ORDINANCES OR' OTHER SAPF,TYt� DEADER AND SILL SECTION REQUMEMENTS REST SOLELY WITH THE ARCHITECT. TYP. 1 $ BUILDING OWNER OR CONTRACTOR Bjj�'I{ 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI -r-4 q AT 28 DAYS (2BY2) M nmAk na mN (4BY2) nma els�anor a o NORAN•DEX PAGE 23 (2 1#10 x 1-3/4' PH -SUS INTO 2 BY BUCK OR 9/18'0 x 2-3{4' TAPCON THRU I BY BUCK, (SHONN) 3/16" TEMPERED GLASS WITH A 1-1/4 MIN• EliBEDMSNT INTO MASONRY, SEE ELEVATION FOR ANCHOR SPACING. PANEL ,SIZE DESIGN LOAD (2) Flo : 1-3/4' PH-sMs INTO 2:BUCK INCHES NO. OF ANCHOR SCREWS IN FRAME SEE ELEVATION FOR ANCHOR SPACING. NO. HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX X10( )IX}IX ALL 30 his g 591/2'" 53.3 55.8 10 16 18 g 36 591/2 " 49.8 49.8 12. 18 22 6 30 Vie° g .791/2 " 49.7 49.7 10 16 20 .8 N OPTIONAL 36 �6' g 791- 2 12: •18 " 45 45 22 8 ' 2 BY WOOD BUCK SERIFS '600 ALUMIMJM 'SLIDING GLASS DOOR ALL (2) j10 x 1 3/4" PH -SUS WM 2 BY rE Ab"BH CHART OPERABLE PANELS BUCK WITH I—I/2' MIN.. EMBEDMENT. SEE:KIBVATION FOR ANCHOR SPACING. (2) 3/16'0 x 2-3/4' CENMAL F OMA B.O.A,F.. TAPCON OR MIAMI r2 x WOOD BUCK 1 z WOOD BUCK DADE APPROVED CONC. CALL SIZE WIDTR A ""�"� NAME= FASTENERS.- SEE ELEVATION 1 1C S W c ri -al ANCHOR SPACINGFOR MA 6dnra►� J .AS' REVIRED 'I'YP. HORI2 D SHIM ISHOWt� MUDD TRACK A3 MUUM I BY / (2) 3/18'0 x 2-1/4' TAPCON OR SEE ELEVATIONPROVED FOR ANCHOR •SPACIINNGG, R NOTES: ASHDd AS''REQUIRED• MAX SKIM STACK 1/4'. ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6 OR T6 'WITH. TYPICAL WALL THICKNESS OF 0:62' . S) USE HIGH:QUALITY CAULK BEHIND WINDOW'FLAHGS 4 GLASS '• CKNESS BASED ON TABLE E1300• GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE: . 6) THE RESPONSIBILITY FOR SELECTION OF •NgRANDEX. PRODUCTS' TO -.MEET ANY APPLICABLE LOCAL..LAWS, BUR.DING•CODFS;.ORDINANCES 'OR -`OTHER SAFETY• N REQUIREMENP3 REST 'SOLELY W TH THE .ARCHITECT, = BUILDING OWNER 'UR CONTRACTOR. 8) CAT ONC28M -COUPR�� STRENGTH a 3;Q00 PSI (28Y2) rir ' (4BY2) rm AL pa►=o 44 .. d: 0 N NORANDEX PAGE 22 - 10 X 1-3/4' P.H. S.M.9 W/1-1/2' M. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ,�,_wm L L 11110611 I= 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. NOTES: 1) :SHIM AS 2) ALL ALU OR:'M: 1 3 USE :HIO 4 ' GLASS: I CHARTS; 5) 7'ffE i ""Qtl16 o as U DEN BURDEN UIM BBU e) NOTEA ED'• A w ALT. FIN ATTACHMENT v�a UNDER SHEATHING CENTRAL FLORMA B:O:A.F. MAWACTM= NAB oRa,zeX MASTER FME # 3 ® DOueIE I I . HEADER 'AND SILL SECTION w 10 X 1-3/4' P.H. SALS. /1-1/2' MIN. EMBEDMENT SEE-EWOOD FRA IE ANCHOR SPACING OR MAX SHIM STACK 1/4'. USIONS ARE ALLOY 6063-T5 L._W. . IMCIUJFSS OF 0.62' . ZWL IBEHIND WINDOW FLANGE. AS ED ON. TABLE E1300 GLASS 'ARY DEPENDING ON SIZ& Y OR SEE toN OF NORANDEX .ANY APPLICABLE IACAL LAWS, .DMAN¢ES OR OTHER SAFETY .'SOLELY WITH THE ARCHITECT. 'CONTRACTOR. HAT AkL.FASTENERS AT 1'10 X 1-3/4' klL S.M.S. W/1-1/2' MIN. EMBEDMENT SEE'. ELEVATION, FOR ANCHOR SPACING. .s (TOP AND BOTTOM) i CHARLE3:A: _ � Lr FL REG: ` ENG:. '� 49121 DATE:, 3%�7/02• IONS WINDOW FASTENER -SCHEDULE N go. ANCHORS LIGHT . N0. JARB T SEEN 8 35 45 60 95 45 60 qq PS PS PSF PSF PSF PSF Ty) 2 2 2' 2 2 2 2S' �. 2 2• 3 2 2 q V 3 —3 3• 4• 2 2. Q1 . � Zq 2 2 2 2 3 3- C" '54 �l '-1/4 3 2: 3 3 _ 3 3 4• '� 3 3 3 3 w '-5/8 2 2 2 2 29 3 3 3 <h 03 3 g 31 3 3 3 4• 3 9,3 82' 2 2 2• .2• 3 3 4 4 4 4 � � �Aoo b _2 3 30 • � 3 4• � 4 -3/4 2 _2 2 3 2. 2• 3 3 3 4 4 5 6 41 1+ Gov •[i�: q' 4 a —3 .3• 4• '� 4 4 5 5 va= tour irmra 81 4 NORANDEX PAGE 10 1 (- # 10 X 1-3/4" P.H. S.M.S IW/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. Typ- 416 a T [ra TYP. JAMB SECTION �, WOOD FRAME 1/4` MAX SHIM (BOTH JUM) 2.437 NOTES: J_ 1) SHIM AS REQUIRED,. HI MAX SM STACK 1/4-. 750TYP z) ALL ALU UMM gMUSTONS ARE ALLOY B063-T5 OR T6. WITH TYPICAL WAIL, THICKNESS OF 0.62" . 10 X 1-3/4- P.H. S.M.S. 3) USE-'HIGH.QUAIM.CAULK;BEHIND WINDOVI•FLANGE W/1-1/2' MIN. EMBEDMENT 4 ` .GLASS TIIICKN=:BASKD 'ON TABLE E1300 GLASS ® DOVWX SEE. ELEVATION FOR CHARTS. AND:-MAY�'YARY DEPENDING ON SIZE I ANCHOR SPACING . 5) �HE.•RESPONSIB[L-1_ Y .FOR'SELECTION OF.'NORANDEX PRODUCTS''T0 -MEET ANY APPLICABLE LOCAL LAWS. BUILDING -:CODES; `ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQs BFST so1Ei.Y WITH THE ARCHITEcr. BUILZDfG:'OWNSR`OR CONTRACTOR. CHARLES A.**-. P rP.1,• • 6) NOTE • ;INDICATES -%THAT. %IJAL FASTENERS AT WOOD .FRAME- REG. ENc. y �asl2t HEAD AND sILL ARE REQUIIRREED. DATE: 3/27/e2 ® 10 X 1-3/4" P.H. S.M.S. 14/1-1/2' NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI a A- CTIIRn NAM: U Lj�j j g ALT. FIN ATTACHMENT ® 10 X 1-3/4- P.H. S.hEs. WA-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE'ELEVATION FOR FOR ANCHOR SPACING. CALL. SIZE WIDTfi ' I _-DETAIL-C SpSHrA x OF -a DETAIL-B.� N ti NORANDEX PAGE 21 s 10- TAPCON WITH A 1-1/4- MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2- W. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION POR 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 7ANCHOR SPACING 21 ALL ALUMINU Elm O c M •EXTRUSIONS ARE ALLAY 6063-T5 OR Te WITH TYPICAL WALL THICKNESS OF 0.62' 3) •, ° 4 . USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS :CHARTS; AND MAY VARY DEPENDING ON SIZE `RPSPONSIBILLTX 6) THE7 FOR SELECTION: OF .NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, 'BUILDING CODES.:ORDLNANCES OR`OTHER SAFETY REQUIREMENTSI-RFST'SOLELY WITH THE ARCHITECT; BUILDING OWNEfi'.•O11 CONTRACTOR. B) A PRESSURE TREATED: WOODER.BIICK:OR • MARBLE SIM SHALL BE :ADDED' UNDER• THE. PRODUCT TO FULLY SUPPORT"'UNIT.. '•THIS:'SUPPORT SHALL. BE •INTU in FIRMLY ATTACHED MMOkARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED HY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI AT 26 DAYS. ALT. HEADER SECTION Tn'• 2 BY BUCK 8) NOTE • INDICATES THAT E�U�A,,L PASTENER.S AT w a' A B.O.A.F.- 3/16- TAPCON MANUFACT aM NAME: W/1-1/4- MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING) �tl%v.P4N .��F� M"TM FELE ° G I CALL SIZE WIDTH 1/4- SHI MAX (BOTH is 1 BY BUCK O 2 BY BUCK TYP. JAMB SECTION S) . 1 �BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CBARIES A 'P N, P,E. FL REG. ENG. ,401�1 DATLI 12/LT/Ol # 10 F.H. S.M.S. W/1-1/2- MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. II�Y QN7f 110i}i DETAIL-C . yDETAIL-B W as i . 'NORANDEX PAGE 9 U16" TAPCON WITH A ®N. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. d d d 4 G G d :r NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 3) USE OR THIC`H QUALITY CAULK BEHINH TYPICAL WALL D TWIN OF 0.62- 4) GLASS THICKNESS BASED ON TABLE ElDO0 GLASS FijiNda CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THB R5"5pON51BQ f7'Y . FOR SELECTION OF NORANDEX .PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT; BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH o 3P ,000 SI ALT. HEADER SECTION AT 28 DAYS. Tn'• 2 BY' BUCK 1.500 --L -T 1.940 9 10 F.H. S.M.S. WITH A IN. 1-1/2_MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR scArn.rn T--L t. 3/16" TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a d I D � 1VL)FAG'I' OVA MAB• O.A.F. o �1R.E$ NAME: MASTER :ALL SIZE WIDTH 11 �' n lUXMrVMrfH �r84' aC Y�I 1 HY BIICI(© 2 BY BUCK ° �'' A TYP. JAMB SECTION 1/4' SLIM � 1 BY 2 .BY BUCK MAX (BOTH JAMBS) •O. � D D • B D D p D D sEE xDrE 6 A. HEADER AND SILL SECTION FL RECG. A. ENC-#' 49121E TYP. 1 BY BUCK DATE: 3/21/02 # 10 F.H. S.M.S. k. W/1-1/2- MIN. EMBEDMENT DETAIL-( SEE ELEVATION FOR ANCHOR SPACING. SASHf a DETAIIrB I e m F IT2 q vZ '4 4 44 S � 2 MIAMPDADE MI"AMI-DADECOUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING ------------ PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefersoci, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•CONIPLIANCE OFFICE M1iI110-DADS I' AGLI:R 13U11.1)ING 140 WEST FI.AGI.ER STIttil'I', St1111: lull.; MIAMI, I'I.OMDA 33130-I563 (305).+75-2901 FAX (3US) 375-2903 Co\-t•rLIC'!•OR LIC:I:\1(�C SI:C'1'IUX (3U5) 375.2527 F.V jO5) 375•-'SSs Co. rILIC'rolt 1?\FUItC'b:\I!?•\'r mvislu\ (3us) 375•296C, FA-X (305) 375-29(js 1HtO1)I:CI' C:U:\"1'(2U1, 1)11'ltilo\ Your application for Notice of Acceptance (NOA) of: PUS) 371.290= FAx'(103) 372.6319. Entergy-G-8 S-W/E Inswing Opaque Double w/sidelites ltesidCllllal Insulated Steel Door under Chapter S of the Code of Miami -Dade County govcrnin" the use of :Alternate h ilterlals and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Ofiice.(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 duality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such 'product.- or material immediately. BCCO,reserves [lie 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.: 0.1-0314.2-1 ,r EXPIRES: 04/02/2006 Raw tcoanguci Chief Product Control Division THIS 1S THE COA•'ERSNEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CO.\'DI-PIONS BUILDING CODE &TRODUCT REVIEW COINIINIITTEE 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: 0610.5/2001 fflelt-4L;_� I'micisco J. Quintana. R.A. Director h•[ianli-Dads: County I3tidding Cods; Compliance Office 11s04500011pc2o0011templateslnotice acceptance cover page.dot Internet mail addretix;'Irostm:lsterr�buildin�cncltnnline.com ]Icnnt:pa;;c: htlp:/hy�r��.l)uildiR�codeonli'ne com Premdor Entry Svstems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 'At)ril 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. 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 1\'otice of'Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations where the pressure requirements, as determined by SFBC Chaptcr 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Scrics Enter-v 6-8 S-W/E Inswing Opaque Double Residential Insulated Stccl Doors with Sidelites-Impact Resistant Door Slab Onlv and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-1, Sheets. 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites iti 'Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•datcd 7/29/97 with revision C dtitccl 01/11 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice or.Acceplance number* and- approval date by the Miami -Dade County.Produci Control Division.. TlIcse documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applicatiorls of pair of doors and single door only, as sho%%m in approved drawings. Single door units shall indlu.de all components described in t1ie; active icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the an is between [fie edge of canopy or overhang to sill is less than-45 degrees. Unless unit is installed in non-liabitable areas %where the unit and [lie area arc desi,,ncd to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance u-ith the approved drawings. - 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvili not require a hurricane protcction sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protcction system. 5. LABELING S.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, suitc and following statement: "Miami -Dade County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identilicd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building, O icial or tlic Sauth Florid folding Code (SFBC) in order to properly evaluate the installatioU.O asStem. Manuel crcz, P.E. Product Con xamincr Product ntrol Division 2 Arcmdor Entry Systems 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 tiled and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with [lie 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 Acccptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. :c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the*corrcct installation of the product. d. The. cnginccr who originally prepared; signed and scaled the required docurnentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, ah d/or'manufacture of the product or process shall -automatically be cause for tcnnination of this Acccptancc, unless prior written approval has been requested (through the filing of revision application'with appropriate fcc) and grantcd by this �� office. 5. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. Thc Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. Ifany portion of the 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'availabie for inspection al'the job site at all time. The engineer needs not•rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE Manuel ercz, P.E., Product ontrniiner Prod uc Control Division 3 yr . r L174 /r,atD to M7tt f yy 17 1/2' MAX tit SPACINC PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN. WOOD. FRAMES • WITH A BUMPER THRESHOLD (INSWING) �(r �p� K�CRIma NttPQi M7 1e yrmX j to.. j IB' je•' MAX . �• •MAX Alf 3' 11A1C ' MAX I'' IS• IS• IS' OG IS' f1G IS' w+x MAX . MAX MA; MAX M ., • S n 5 �{ ID.C. t •• e�ma iv 4J I /16' TOP OF OOOA ttl X travt tl7 1a [a[M muff sun ro 4` c - . .� .RM2AIc. IRO BO II/16• , I' Max 7 OCISnOC M'nx G�I OxSM _fl rkAft GjnW' az 4' Ms •Ma Ar �. w . r wa Xt..ca ttL .OR X C ATTACH ASTRAGAL THRIV BOLT 18 z 1' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREVS ` NOTES, lJ VOOD BUCKS BY OTHERS. MUST BE ANCHORED - 18 x 17/+^ LONG PROPERL'Y,.:TO'TRANSFER. LOAUS TO. THE .STRUCTURE. FLATHEAD SCREWS 2.) THE'PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOVING INSTALLATIONS L.H. INSWING R.N. INSvtNG A WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TVO BY VOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR ViDA=CCv+LYutOrtu•rAF STRUCTURAL *VOOD BUCK C. MASONRY OR CONCRETE CONSTRUCTION WHERE souTMrt��rrlI +�n NrcCDE G JU� U �'/,Ifl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER INFILTRATION VHERE WATER WILIRAII� Br OR MASONRY V TH OR VITHOUT A NON-STRUCTURAL WDiE14J11 15 NEEDED t REDUIREIIENt IS HOT NEEDED ONE BY WOOD LICK + v coNraDLbrn5loN J. ALL ANCHORING SCREVS TO BE VIC WITH x _ armor.. c_ MINIMUM 1 1/2' EMBEDMENT INTO VOOD SUBSTRATE ACCEPrAI ^e no. 1 • U 31 DR 3/16' PFH TAPC12NS VITH 1 1/2' MINIMUM EMBEDMENT -UNITS . SHALL BE INSTALLED Ord r AT LOCATIONS PRIIfECTEO CANOPY A Er OR INTO MASONRY. OVERHANG SUCH THAT THE M ME BETWEEN THE EDGE or CANOPY OR OvE mt& 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DAOE COUNTY TO SILL IS LESS IWW /5 DEGREEL UNLESS UNIT IS INSTALLED IN 4PPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND INE AREA ARE DESIGNED TD 3. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATODI 4NO DOOR, -THREE STAPLES PER JAMB INTO THRESHOLD (IN iIDELITES AND DOEDt t imi cintT ImtI utim AAIM 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE IT JAMBS AND SIDELITES CIitl6mSt1LTQN1 TIl IRS ala•a1KA'0M 0WWA TtCd JUIMAI I. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL[TE BASE u 'ORNERS ARE COPED AND BUTT JOINE11 RRI ' t--tm"°a" - t 101 L DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST PREM ' N Y M ISM[, NHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 0.0 TO 1.2 MIL 1-1029-EW-1 I. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ 1iL SHEET 1 �F 5 LATER -REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 MIL. 1. vns' GLAZING DETAIL 112' GLASS BITE o R AT% INTERIOR INSWING OTHER CONFIGURATIONS II/^~��%//,2-'��1�\��i`A-,wrbi_�c:':St E;? � ��v�,j-�exhu�.;''.• :.- c � . �,.v i ' S.. cl,. 1 i-� : w, l///...`,�=.\\\?':r `f�:.1 �I" [tSy "tS •, <. - ". -421 Ap8OVWAS CWAKYW6 %%IN THE SOUIH FLX MM.W p CpoE 90.�WE �Jn �OIVISWHCCLUVAR�OF LICE MCFF•ur.CEHoOr-O3lY.zy 1-1029-EV-1 Ml 2 ff 6 — [ 1/4' SHIM MAX r- 3/4' 80 11/16' • MAX INTERIOR 79 5/16' MAX SECTION B-B 2 BY WOOD BUCK EXTERIOR MAILRIAL- LIST ITCH No. Q DESCRIP110N PART M918ETr _ COHHCNTS 2O VUUD HEAD JAMB COMPRESSION VEATFIERSTRIP EV-14 1 1/4' X 4 9/16• NIL. 10 BE PINE OR EOUIVALEHr O 4 ALUMINUM ASTRAGAL . V_ V- K N RAN X A 0 (R . PREHDOR BRAND OR COUIVALENI--5/8'.• UHINUH'ASTRAG 1 I 4•' ALUMINUM- BUMPER THRESHOLDEV-15 TBP PREHDOR BRAND OR EOUIVALENT - 1 1/4', x 4 9/16' © CHANNEL PREHDUR BRAND - 111/I6' - ;in GA STEEL irri SKIN 269L(A7 1 �D[S) ] T A 14 1911111 [O om air ® BASF FOAM - D NSITY 2.0 TO 2.5 IbS./Ft' 9 DTTOM CHANN[L EV-07 PREH20 GA S _DOR BRAND - 1 11/16' - TEEL 10 V000 LOCK BLOCK STRIKE STILE EV-09 4' X 9 1/2' HTL TO BE PINE OR EQUIVALENI Il HINGE STILE EV_06 15/16' X.1 11/16' HTL TO BE PINE OR E0UIVALCHT 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENT 13 4'x4' HINGE EV-10 . PREHDOR•BRAND - O50' THICK- Hil. TO BE POLYETHYLE 14 VOOD HINGE JAMS V-16 HAGER H MO. HI NGE OR EQUIVALENT - A97 THICK (SIEI IID x 3/4' FlLV.S - 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 110 X 2' FHVS (<) SCREVS PER HINGE INTO O<nR • JAN NT x Ifr' G TN[REArTER IN str vs THR3-ll SIRRE Ans WTO slallrr jAXL • �. mVN rRD4 D' O.c THERLIFTER • 61 SMVS THROW GOI SIDELITE Jul Dorn SIDELIIE. 4. DO M FROM OP. PAX I5. OG 11EeEArICR. 7 ' ifll IAgIIS VADxp(p e REFER Tp ELEVATL9N IB 110 X 3/4- FHVS VICV, FOR 1 Or DVS USED AND LDEA15 19 • 18 x 2' FHVS. (2) SCREVS PER HINGE INTO JAHD LOCKSEi (2) SCREVS AT EACH STRIKE PLATE 110 X 1 3/4' FHVS. KVIKSET BRAND 200 LOCK OR HARLOC BRANp IDO aCK (2) SCREVS PER HINGE INTO JAMB VOOD SIDELITE ,IAMB EV-19 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT 22' X 64'-'SINGLE PANEL GLASS EV-20 ' xP ASS N YPRCIPTL SIDELITE TRIM WOOD) EV-21 5/16 x 1/2' T4TL. TO BE PINE CIR EOUIVALEN V(B)D CASING vR : I HIL i P oR EDu)V I - I solo S u EV-22 rDM 'SITE Mr slot JiwMr �s en�uars VOODSIDELITE HEAD JAMB EV-23 0 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT © VOOSIDELITE BASE EV-24 . 1 1/4' X 4 9/16- HTL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME -1643. ODL-2 HP Polypropylene by ODL 161 1 1/2'iP.AN HEAD SCREVS 8 PER FRAHETO ar SIDELITE STILES IEV-26 15/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT - I PIN NAIL 4• LINK, MAIL. 4• IR rem To. Mu a at IIEeA IX IISCI In TIROS am I DOW SILICONE #995 LDD1L ItL[Si 1a1[I, FXAE DnOE [(HRITY MODIFICATIONS vum JD !PRUDOR d= KISS IaI[D SIN CDrL HIT NFL A D D PAGE' S (DOOR OPTIONS) I/Ilm APouco>�LwaDnAiNnle [ 2 RMSI@5 - Btl[ BY PART : By L ENTRY•SYST MS Lq 2 PR 31-1029-EW-I T �m U762 A SHEET 3 OF 6 ACCEPTANCE No 0 1-031 y. zY RCVIS�I LCIItR B BY WOOD BUCK 1/4' SHIM MAX 3/4' T-T-r-5-�---�. INTERIOR I 7 ' MAX16' 80 11/16' MAX 2 BY WOOD BUCK SECTION C- C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING ;#.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 &'P;MM A4 COLTC" i Wft THE Mac= CODE cn\la.0 1-1029-EW-I SHEET.4 OF 6 R[VISUYII[ITER B OTHER MOR.•CnNFIGURAT IDNS Z. alb. W A K rWr r w w .p Ir rw � °� � r� D•w w ...� rw r rW 1 - � LL YKK Y s 1L VqY° � Y K W ° C Ti Y K W 0 b VC• b 1 1 1 1 1 1 t V �.•a� V W V � i rW I�r rx♦ W�bi w�w y V 1 j1yy W NO At w APPiOM AS C061PLYRf(. MTM THE SOl!!FI R(�(►� MMDM CO7�DEEBY / :25 ��Jir PI CE�fl u �Q� CxE OFF P11 • ACC KAlWEAo. 01-n.71 m P 31-1029-EW-I SHEET 5 of 6 unsex un[e • J OTHER DOOR PANEL STYLES 36' r-MAX 79 0�� 00 o°0on° 00 ®9® ME x �a o0 oD 101 tioo gad pD Op pD d0 DD BLANK 00 non 00 p u0i 0Q ® ® c o TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL FLUSH B-PANEL CROSSBUCK ° ° ° ° 110 4-PANEL 12-PANEL 4-PANEL ETEBROV V5-PANEL 5-PANEL 5-PANEL/NOLL EYEBRDVOTHER SIDELITE S YLE S WSCRaL [7EBRDV 36` MAX A-10 SL-20 SL-3D SL-60 SL-50 ' SL-50B ° SL-69A SL-69B' SL-69C 'SL-25 SL-55 SL-30D ' SL-4D Sl-90A S1-908 SL-90C Sl-]OB S1-30[ S1-70 Sl-BO i ❑O 00 A I PD-1 PD-2 PD-3 PD_4 A ❑ ° ' ❑ 0 PD-5 PO-6 PD-7 PO-B PD-9 PD-Io _ PD-11 PD42 PO-13 PD-14 PD-15 PO-16 PD-17 } 3 z\ 0 U PD-I8 PD-19 'PD-20 PO-21 PD-22 paw pffij P r PD-24 un PO-25 PD-26 PO-27 a a iJ PD 28 PD-29 PD-30 PD-31 PD-32 Pp-]] Pp-34 RasmnI'llL ELLROD x•uL n o P11Q BA sPRENDIIR otmR oP IUNS MS PD-35 PD-36 PD-37 PD-38 PD-39 PO-40 PD-41 PD-42 PD-43 PD-43A �I L Itf(fiflll 31-1029-EW-1 PD-439 wn � U79 SHEET 6 OF 6 e MIAMI PRODUCT CONTROL NOTICE Or ACCEPTANCE Prerndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •NIIANII-DADE COUNTY, FLORIDA NIETRO-DARE FLAGLER BUILDING BUILDINC CODE CONIPLIANCE OFFICE MI's'1720-I)AI)L FI AGI.E.A 13UI .-DING 140 rirl;s'r r1.AG1.l:R S'11tii!'r, 5Uf n., 16 MIAMI, VLOlUDA 33130-1563 (3Ui).+75-2gUI FAX (305) 375-2908 c:U�rtt1C.-1•oit [,Ic:I:�5iNc tilcCrlU\ (305)375.2527 FAX(305)37<.253` c:c)� t•w�c-rott. F:x�•a[ua:�n:�-r t)I �•tstc)� . (sus)37s-2�� r•,>rr(.w5)a75.2�us I'IIUUt:CI C:U.\-1'It01. [)IVISl )Y Your application for Notice of Acceptance (NOA) of. (305)375.21)02 1',I.X (au5)372•Ga.17 Enter-gy 6-8 S-W/E Outs«•ing Opaque Single,v/sideliics Resiclential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade. County governing tits 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•dtite stated belo%v. I3CC0 reserves the right to secure this product or material at' any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to 'perform in the approved manner, BCCO- may revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material fails to meet ilia requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. J� :kCCEI TANCE NO.: 01-0314.2i tr EXPIRES: 04/02/2006 Raul xoangtiez Chief Product Control Division TI•IIS'ISTHE CO'ERSIIEET SEE -ADDITIONAL- PAGES FOR SPECIFICA,ND GENERAL, CONDITIONS DE S PRODUCT REVIEW This application for Product Approval has been reviewed by tite BCCO and approved by the Building Code and -Product Review Committee to be used in Miattti-Dade County, Florida under the conditions set forth above. APPROVED: 06I05/2001 Francisco J. Quintnna, R.A. Dircctor Jt\lianti-Dads; County 1311ilding Codc; Compliance 01"(icc 11s0i50001*20001kemplaLm\noLice acceptance cover page.dot Internet mail address: I)ostntastcr4i;buildin;,cudcnriline.com IIomcl)alle: Ittlp://tc•11.11•.buildinecodconlinc.cont Prerridor Entry Svsterns ACCEPTANCE No.: . 01-03I4._ I APPROVED JUN 0 5 EXPIRES _ Aoril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITION'S . 1. SCOPE 1.1 This renews the Notice of Acccptancc No. 00-0321.23 which was issued on April 28, 2000. It approves a residential -insulated door, as described in Section 2 of this"Noti•ce of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Singld Residential Steel Door with Sidelites- 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.] 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 Nvith revision C dated 01115101, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acccptancc. number and approval date by the Miami-Dadc County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. - LIAIITATIONS 3.1 This approval applies to. -single unit applicatio drawings. ns of single door only, as shown in' approved 4. INSTALLATION! -4.1 The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of This unit will_not require a hurricane protcction system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of tlic approved drawings, as identified in Section 2 of this Notice of Acccptancc, 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 installatiIQ of this system. Manucl Perez, P.E. Product Con roI xaminer Product ontrol Division Pretndor Entry Systems ACCEPTANCE No.: 0I-03I4.2 I APPROVED JUN D 5 f.Q EXPIRES _ ADril'02 2006 NOTICE OF ACCEPTANCE: STANDARD COiNDITIONS Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any. and all approved products shall be permanently Inbcicd 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. I 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'conlplied 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 (He materials, -use, ap.d/or manufacture of the product or proccss shall automatically be cause for termination of this A'eceptanee, unless prior written approval has been f' requested (through the filing ofa revision *application with appropriate fcc) and granted by this office. 5. Any of th'c following shall also be grounds for removal of this Acccptancc:- a. Unsatisfactory perfotmiance of this product or proccss. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and folfotvcd by the expiration date maybe displayed in advertising literature. ff any poriion 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 Manuel erez, P.E., Product Co fro Examiner Produc ntrol Division 3 M<LMDUf< .. (LN I EHU Y BRAND) WUOD EDGE SINGLE• DOOR WITH' SIDELITES IN WORD FRAME WITH BUMPER .THRESHOLD (OUT.SWING) 00' MAX 4' r -rMAX 4' MAX 'MAX q- MAX — MAX' 3' MAX :1, MAX ts' 3' MAX t4' 3' MAX ' MA MAX HA% 4' MU IX Ist R0 �MMn� 1T $Eh Ito"iHsa. il"iDMo �LTERNAT . 3/16' P M TAPC@6 /1 1/2' MIN" EMBEDMENT It2EE NU 5 LES 15, MAX ls' X : T5' C1 C. Max i' 15• ►wx MAX i 43 1 /16' 15' MAX I TOP OT DOM. C�G TO 4 L, ' ( KVIKSET DEAODm1 ' KD=t. 660 SERIES OR HARLM DEADKOLI KODCL •BED' • 22' x b4' �I 15' MAX MAX DLO 5 1/2, O C. D A MAX ' INIKSOC CI LKSET! 15' MAX KDDCL mew SCRICS •. OR HARLDO LMICt l.. O.C. ins. [ DB IIIK[S �. 15' MAX \ O.C. Mnit•. • b' AX C TMp7I I5' NAX�MAX .Max T MA . r T 15' 4' MAX _ 3' MAX 3' MAX MAX MAX NOTES. 3' MAX ' 3' MAX VOOD BUCKS BY OTHERS MUST DE ANCHOREil4' MAX MAX 4' MAX ' MAX 'ROPERLT TO TRANSFER LOADS M THE STRUC lull RB x I. 3/4' F.H.W.S 9 THE PRECEDING CRAVINGS ARE INTENDED TO NALiFY•THE FOLLOVING'INSTALLATIONS. 3) PER SIDE FROM , VOOD FRAME CONSTRUCTION VHERE 0!%IR 4-� %— r JAMB INTO THRESHOLD YSTEN IS ANCHORED TO'A HINIUD41 TVO BY VOOD V v PENIHG . MASONRY OR CONCRETE CONSTRUCTION WERE RA OUTSViNG LA OUiSViNG OCR SYSTEM 15 AIICITORED TO A MINIMUM TVO BY TRUCTURAL VOOD BUCK MASONRY OR CONCRETE CONSTRUCRON VHERE OTAT SYSTEM L ANCHORED DIRECTLY TO CONCRETE R MASONRY VITH 1pt WITHOUT ANON -STRUCTURAL I�R n ' 0DRC1VAT I ATC lII�t RCN1R[�Kt IfI�IIMCO�CD VE.BY OD K APPAED Ap GDSIaLYIrr, NT I II InE ALL ANCHORING SCREWS TO BE Ila VITH OVx 97VTHFL ty�AgutLDlrrCC v= NIMUM I I/2' EMBEDMENT INTO VOOD SUBSTRATE iNnl TUN i t 3/16, PFH TAPCCNS'VitH 1 1/2' MINIMUM EMBEDNENT TO MASONRY. s UMIS SWILL BE DISIALLED CKY AT LOCATIONS PROiECiED BI A CAIDT OR pY UNIT MUST BE INSTALLED VITH 'MIAMI-BADC CODUNTY OVERNAN5 201 IMI III MOLE BCIVEEM 11 EDGE Or. CANOPY OR OVCDv4 'PROVED' SHUTTERS TO SILL IS LOSS IW1N 15 MCFCES IDSESS UNIT IS 961ALLED iN PADOf RROL CYAS�`I THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELTTES 10-KAIIIABLE AREAS VICRE THE I.Ml AND IK AREA ARE DCSIDtErto . ' 6tDLDOQECO IPt1AVC°CiFi.E ID DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACMPI VAICR U6BiRAIIOK ACCOWICEttO.Ot-a3�Y.Zr LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE ADS AND SIDELIYES we sawn mr¢..oa DOOR/SIDELITE FADER, DOOR/SIDELITE JAMBS, AND SiDELiTE BASE ' RNERS ARE COPCD AND BUTT JOiNEIL ru�vuD " DONS SHALL BE PRE -PARTIED. ViTH A VATER-BASED EPDXY RUST ^ • r (IBIIIVE PRIMER PAINT VITH A DRY RLM THICKNESS or OJT TO 1.2 ML FRAMES SHALL BE PRE -PAINTED ViIN AN ACRYLIC LATEX VATER-BASED/ IRT SYSUMS 31_1020_N-C TER•RCOUCIBLE VMITE PRIMER VITH A DRY rui THICKNESS OF OB TO 12 NIL M1 Lam' SHEET 1 OE. 5 GLAZING DETAIL 112' iLASS BITE OUTSWING OTHER CONFIGURATIONS 37 Lfg. PAX ML APPFUMCDAZICOUPLrM S=H By Ir : ALMA wuj PR rum _orvcm , I lip Nt Mams m cmwmmE Lccp;—R� I ACICEFW.Te tjo 0 1 0 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX 1 3/4' r-. 9/16 SECTION B-B INTERIOR r.Ki mu+dtR. Coll IS WOOD HEAD JAMB 111 1 1/4' X 4 9/16' NIL 10 BE PINE OR EOUIVALENI . COMPRESSION VEAIHERSTRIP VOUD STRIKE JAMB K H R XS 1 1/4' X 4 9/16' NIL TO alBE PINE OR EQUIVALENT 11HINUN-BUMPER THREStp BE PREHpDR BRAND OR EQUIVALENT - I I//' x 4 9/16' TOP CHANNEL EV-05• PRENDOR BRAND - "11/16- - 20 GA STEEL 1117Li6 WI �!W -AWJ Y Itt �ss rte au Rn artn o BASF FOAM - DENSITY 2.0 TO 2.5 Ibs/rts BOTTOM CHAI4NEL EV-04 PREMOEIR BRAND - I II/16' - 20 GA STEEL 7 D K BLOCK Ev-a8 ' 4' X 9 1/2' NIL TO BE PUS OR [OUIV i!KI E STILE EV-07 I5�1�• All LOCI( PREP FILLER,PLA 4'x4' HINGE VODD HINGE JAHB 110 x 3/4' FJI.VS. 110 X 2' FJtV.S. �1E fTa IM@a yplpY/!IR@1J 1 V7�1 SIDELITE VMD STILE C8' x•2' FJLVS. LOCKSET 110 x 1 3/4• FJJVS. VIIOD SIDELITE JAMB 22- X 64• SINGLE PANEL GLAS SIDELITE TRIM (WOOD) VOOD CASING WOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE UTE FRAME 66 X 11/.2' PAN HEAD SCREWS PIN NAIL DOW SILICONE #995 this u_ III f5c. D • v -Ffhi`r;UAS CowLyw yam nM � IHry��„�1 pI �y� 1 a C-M=-P MOFRM Pit hCC nVICE aQ 0 03 / Y. 2� - uJu- IHIEK- NIL TO BE POLYETHYLENE V-15 HAGER BRAND HINGE OR EQUIVALENT` - A97 THICK (SIEEU 1 1/4' X 4 9/16' NFL TO BE Pin. OR EQUIVALCNI (4) SCREVS PER HINGE INTQ um scI1L t1EI u L Is• 11� CE aax t(at•Ar tER sI0EL1FE JIRI/ Z10 S1pg11E, 4- WO FROM tP li[FER 10 EICVAt1pN VIElI. FOR 1 Or Sil USED � IOCAtIUIS EV-07 15/16' X 1 11/16' HTL TO BE PIAND NE OR;EQUIVAL II (2).SCREVS AT EACH STRIKE PLATE KV KSET BRAND 200 L CK O11 MARL BRAN 100 LOCK ISI SIgREVS tla13= HiNIX JAN IHtO SIDEUIE JAR1, 0' W rem top &I IIHEREAFtER 8- ROM JAB rt0 S1i�A4' WH ft1G T 4)VIA1ER Rpt lur o EACH HM uIro WM Mj V-18 1 1/4••X 4 9/16- NIL TO BE PINE OR EQUIVALENT W-19 AS N Q - -1 4 V-20 5/16 x I/2' MTL. TO BE PINE OR EOU1VALENT V-21 rta ilia ey sI yeses• as rui�rou 1 V-22 1 1/4' X 4 9/16' MIL TO PINE DR. EQUIVALENT V-23 1 1/4' X'4 9/16' NIL. TO BE PIHC OR•EQUIVALENT Ill 011 tip Polypropylene by OBL 18 PER FRANC ID IZEo 4• of t �ArtLOT& ML 4- Z TIM OR aes aCI AM - 31-1020-EW-0 SHEET 3 OF 6 SEVISM LETTER B 1/4' SHIM MAX � TERIOR I 79MAX16'. 80 11/16' I MAX 2 BY WOOD BUCK SECTION C- C 1 1/4' -EXTER.IOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET-2 OF 6 DOW SILICONE 4995 AKAMmpaCgUpy %.4TR71te SOUTH F41VA K'iCAf)E '.000I\ �,Uivi 1UUKH I IUIN\� I 4' , V P 1 _� h�7t • ,Ik fWi:f Fl �jj� �1 [w E �• • U �j' h, PR � R,momwm �RI hiammoo-�wrceOFF flI19 .R.-cEPu.YCE ifl.o, _ 6' X 31-1020-EW-p S—HEE-T 5 OF 6 — 1 n1nSQi l[tl[R u i HLK BUUK HANLL STYLES- 36 J MA•X 00 Daa 00 Dun 79 an a 101 1113 Dua MAC 00 nut) CI CI Out) BLANK 7EIP 6-PANEL 4-PANEL 9-PANEL10-P 4-PANEL ANEL 10-PANEL OTHER SI•DELITE STYLES 3 0' -I To- MAX 79 /16° M X p p SL-l0 SL-20 SL-30 SL-60 SL-50 SL-300 SL-69A SL-69B PO-1 PD-2 PD-3 PD-4 PD-5 PD-6 • PO-7 PO-B 00 00 Ha 00 I'LUSN D-PANEL CRUssBUCK Iz-PAF4-PANEL ❑ ❑ 0 d ❑ EY[BMv V/SCRUIL . EtEBROv_PANEL 5-PANEL 5-PANEL VISCROLL EYEBROv I p SL-69C SL-23 SL-55 SL-300 SL-40 SL-9DA 0o as o0 00 0� PO-9 PD-10 PC-ll PD-12 PD-IJ log]Fl I Lm LILD I PD-IB PD-19 PO-20 PD-21 PD-Z2 PD-23 PO-24 PD-25 LH A PD-26 PO-27 PD-28 PD-29 Pp-J0 �� '©0 pOp p�p pp� lIAi4 UiIII B71[0. JRd[ u1aa� Truss wl �0� p0U • Opp o00 (Jo �� 00 ❑0 ppp pp [ID PD-35 PD-36 PO-37 - PD-30 PD 79 PD-40 PD /1 PD-/2 911E Q1[181q PD 4J PO-13A PD-/38 PIIfS fS ww SL-90B SL-90C SL-30B - f SL-30C SL-70 SL-00 OO pp PD-14 PD-15 PD-16 PO-17 N PD-31 PD-32 ~ PO-33 PO-34 a� 31-10&-EW-0 SHEET 6 OF 6 • • Qom U�� FORM 60DA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs* Residential Whole Building Performance Method A Project Name: SUNBURY_ Builder: MARONDA HOMES Address: IOU-Rtd DnV' e Permitting Office: City, State: S Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family 3. Number of units, if multi -family _ Single family - l a. Central Unit Cap: 40.5 kBtu/hr - 4. Number of Bedrooms 3 b. N/A SEER: 11.00 - 5. Is this a worst case? Yes - - 6. Conditioned floor area (ft') 2223 fP c. N/A - 7. Glass area & type - a. Clear - single pane 267.0 W 13. Heating systems - b. Clear - double pane c. Tintlother SHGC - single pane _ 0.0 fe _ a. Electric Heat Pump Cap: 40.5 kBtu/hr d. Tint/other SHGC - double pane 0.0 ft' - 0.0 fP b. N/A - HSPF' 7.20 - 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A - b. N/A c. N/A 9. Wall types 14. Hot water systems - a. Concrete, Int IM Exterior � - R=4.2, 720.0 ft' a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Wood, Exterior R=11.0, 992.0 fP b. N/A EF: 0.93 - 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=19.0, 1200.0 fe DHP-Dedicated heat pump) . 15H VAC credits b. N/A - PT, c. N/A - (CF-Ceiling fan, CV -Cross ventilation, - 11. Ducts I -IF -Whole house fan, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ - PT -Programmable Thermostat, MZ-C-Multizone cooling, b. N/A 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 Energy Code. PREPARED BY("J_.,"1 DATE: I I hereby certify that this b - 'ng, as designed, is i compliance with the FI d er Code. OWNER/AGENT:{ DATE:�I�IO� Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICKL: DATE: EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830A 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 Exterior Base Total: 159.0 1712.0 1871.0 0.70 1.90 111.3 3252.8 3364.1 Concrete, Int Insul, Exterior Frame, Wood, Exterior Frame, Wood, Adjacent As -Built Total: 4.2 11.0 11.0 720.0 992.0 159.0 1871.0 1.16 1.90 0.70 835.2 1884.8 111.3 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent Exterior 18.0 20.0 1.60 4.80 28.8 96.0 Exterior Insulated Adjacent Wood 20.0 18.0 4.80 2.40 96.0 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Valiue Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total-: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab Raised 136.0(p) -31.8 0.0 0.00 -4324.8 0.0 Slab -On -Grade Ed a Insulation g 0.0 136.0(p -31.90-4338.4 Base Total: -4324 8 I As -Built Totral: EnergyGauge®DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3:?1 136.0-4338.4 FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System Multiplier = Cooling Points Total X Cap X Duct X System X Credit = Cooling Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 43640.2 0.4266 18616.9 48091.7 1.00 (1.079 107 1.117 x 0.�) 0.310 0.950 15816.8 EnergyGaugeT"" DCA Form 60OA-2001 E:nergyGaugeVFIaRES'2001 FLRCPB v3.21 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A -Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 136.0(p) -1.9 -258.4 Slab -On -Grade Edge Insulation 9 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: -258.4 1 As -Built Total: 136.0 340.0 Energy,Gauge® DCA Form 60OA-2001 EnergyGr.:uge®/FIaRES'2001 FLRCPB v3.21 FORM 600A-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , " , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6054.1 0.6274 3798.3 8298 9 1 00 0.474 (1061.140 x 92) 0.474 0.950 0.950 4259.6 _j 4259.6 EnergyGaugel" DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCP B v3.21 FORM 600A-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 Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points Points 18617 3798 7692 30107 15817 4260 7278 27355 PASS �04 THE STq��O�.n JR EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge&l9aRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPI IOMCF ruGriei re-r COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the too plate. Floors 606.1.ABC.1.2.2 Penetrabons/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a,continuous infiltration barrier Is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps In gyp board & top plate; attic access: EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from Insulation; or Type IC rated with < 2.0 dm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606. 1.ABC. 1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. Water Heaters 612.1 Comply with efficiency requirements In Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. Extemal or built-in heat trapre uir 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 icsuiciCa to no more man z.o allons r minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Sectlon 610. Insulation I 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugefs/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interior b. N/A ELECTRIC.... New _ 12. Cooling systems Single family _ a. Central Unit 1 _ 3 _ b. N/A Yes _ 2223 ff c. N/A 267.0 fe _ 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 ft, _ 0.0 fP b. N/A R=0.0, 136.0(p) ft _ c. N/A 14. Hot water systems _ a. Electric Resistance R=4.2, 720.0 fe _ R-1 1.0, 992.0 W _ b. N/A R=11.0, 159.0 ft' _ _ c. Conservation credits (HR-Heat recovery, Solar _ DHP-Dedicated heat. pump) R=19.0, 1200.0 to _ 15. HVAC credits _ (CF-Cciling fan, CV -Cross ventilation, HF-Wbole house fan, _ PT-Progminmable Tbermostat, Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier., MZ-C-Multizone cooling, IvIZ-11-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed,(or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: U J 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, 0, -t14E srgrs C� a �b weRL *NOTE: The home's estimated energy performance score is only available through the FLA /TES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86for a US EPA/D( )E EnergyStaPdesignation), your home may qualms for energy efficiency mortgage (EEM incentives n ) � ;fyou obtain a Flo. -ida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/63-?-1492 or see the Energy Gauge web site at w• �vw.fseaucfedu for it formation and a list of certified Raters. Fo information about Florida's Energy EJf cienc , Code For Building Construction, contact the Department of Community Affair. : at 8501487-1824. F uergyGauge V (Version: FLRCPB v3.21) Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL01101 11 122 PINEFIELD DR ORLN-CEL SUNH3 LEFT SUNBURY H 3 VAULTED This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCF 7-qR_ Thecp truscac am rineinnarl fnr Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 34 Layout 11-4-99 U 6-11-02 L/ Roof Loads - VT 4-11-01 V 6-11-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 W 6-11-02 A 6-11-02 X 6-11-02 B 6-11-02 Y 6-11-02 C 6-11-02 Z 6-11-02 Total 33.0 psf D 6-11-02 Z1 6-11-02 E 6-11-02 Z2 6-11-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" F 6-11-02 Z3 6-11-02 6-�� F1 6-11-02 G 6-11-02 PLANS REVIEWEI CITY OF SANFOR G 1 6-11-02 H 6-11-02 H1 6-11-02 I 6-11-02 11 6-11-02 J 6-11-02 J 1 6-11-02 J2 6-11-02 K 6-11-02 L 6-11-02 M 6-11-02 N 6-11-02 O 6-11-02 P 6-11-02 INV # DESC QNTY DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 g Mimi MIMI 21-0 74 19-0 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° �sthe rAsponsibiiltvofthe installer(builder buildina contractor licensed contractor, 'ector or erection contractor to properly receive, unload, store, handle, install and ace metal plate connected wood trusses to protect life and prooerty. 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 used upon the collective experience of leading technical personnel in the wood -4A TRUSS PLATE INSTITUTE 583 D'Onofrlo Dr., Suite 20o 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 bybuilding designers, Installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. �a �AL17� ternpprary bmcinc should on no less sI ,revM8 {�(E '11Urni)Lr. Ali o,C}rinCCL10nS Y A ' �@ e n'x11I TIllnlrr7C:M O4� ?-1 vd it i!s, All C�enter orJless All rnLOti-ply. ge sses shouie��connEct^�+'folGher , accor- ence With desig 'dr- irItlnS-a,!F.i.'ior.. 70AGE russesshouldnot be M To°ug jferraln orun MV s4W%6h couldcat se'` ie.truss. ate. aaxr�m �y r�%a a.r�.,xw � ••��r �xr S-� •u•:xr.;a ; r 1 44 V (AR I1 C o 01, Brea �fba , ding�t t in aflatto h tbb t q a �_�� . nM. ti n��aU fit.... rse to eti, rem t�e russes �n y Ili 7vii(i ' i p 7g��yo , t M -4wC , L-N.S�GisYu"4'�'Fc� Frame �,�.�I 1z�i ' E1 A,�d,� �+'FS 'I � ' m •'t'�:.Cr'• a `I wo ._"2�4Y{�l$', - ' c�l ,'n r•t .i`1FN Y� ling ''r!• Mom' zaIC3ts h"j tgi'5O�� 7tsi<�n5?9'� ,,•.s. riwibil4' arTi'��,' a, e��„.�r'�' r ��,,� 60* /0. or less\, orsess R11STALLATION." Tag Approximately Approximately Tag �� \ Une '/= truss length '/2 truss length Line Truss spans less than30'. 1I+tin^ae.., ases,aster _;a,. '9f t., .s5 •cam•-t-+L.ierx•.,:,. �xa::. iu. r-m:r._,e. e.a,.-�.. GROUND bR CIIVD:9EJILD61`I'G NTERI`')" brace ! ®LlIVDr��R�;ryCING B�1ILD1tdEF?I�r� Top Chord Typical vertical End Wall d attachment Plert �}Illlll n ;.'f' .--•�� ^T/�' r Blocking G".—'.=fir. .,;.. •, ,` l" , � /,n V Ground - �%' ��9�'" ound Brace Verticals (GBV) Strut (ST) .ntal tie member with a (ti7) Pruas of bra. cup of truese (EB) Frame 2 a 11 12 4 or greater Topchorde That are laterally braced can buckle togetherand cause collapse if there is nodiago- not bracing. Diagonal bracing should benailed fo the underside of the lop chord when purling are:attached to the topside of the top chord. Iw' ii 1 ii h"thallTOP CHORD t tr, .rl ! PJIINIMUM �l�i, TOP, CHORD DIAGONALBRACE I�LS t��i SPAN'1 ! PITCHIl�;1l�y�jb�1ii1=RgLIBRACE SPACING (OB DIFFERENCE SPACING{LBg) ��' „;![tarusses] ), 1 !1 1i :`S.P DF " stSP.F/HF Up to 26' 2.5 717 12 Over 26' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' S 3 Over 60' See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine IF -Hem -Fir SPF - Spruce -Pine -Fir Continuous Ton Chnrd Lateral Bra Required 10° or G Attachmen Required All lateral braces lapped at least 2 trusses. i� %tr I I r � h" hq �Ir � Ip I li rl Iglu: ! 1 F ! , �' " i� ij ��ilJ' pC11h �aCh 6 4n � n1� ! I TOP CHOR l ly FiM�u ' �a4191ygf7(ii� ITOP CHOAD� "� I hliil DIAGONAL BRACE "SPAN�N�PPI GI"E,TN8CHp' W t'i IMINIMUM LATtHA BRACE SPACING' DB ( li1�"I' "!�,lG1hl 11WO 1441 ii!qIr' SPAGING��,/1LlB v Ilpll" i{4til't♦4�1{ �Ia I �h,'ll��" i''iii 'I i� S) i, +trusses b .��rya R'4r'li IS) up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 1 4/12 1 5' 6 4 1 - -- -- i — aw,cu trrul—owriai engineer OF - Douglas Fir -larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral BracE Required 10' or Gre Attachmf Required PITCIED'TRllS�' . 12 G' ry Grp �'4 Top chords that are laterally braced ca:nalled kle Jy5 Q�� togetherandcausecollapaeitthereisngo- ,<< 5 nalbracing, Diagonal bracing sLouldb �ry to the underside of the top chard whenngare attached to the topside of the top . 'SCISSORS TRUSS Frame 3 BO 0 IC' R5 ..,Q'O AC`BlAAcE S trusses Fi 11, I Up to 32' 4/12 I Over 32' 18' 4/12 15' Over 48'.- 66; 4/12 15, 70-ver6o. See a registered professional DIF"11 Vi6..Flr-La h' fn6, F% j - -i " Mv F All lateral braces laPped.at-least 2 5, ry ZA ail ez g t'� c q iRl I5r M AOM j A EM A, kI q 5. ottom chord Callagop all r4a C Ing.,,v9preaffe-89 IN . each !enciy:0:.�...Ltii�6��Bt'li"alr, Rmnd MIT- -AW" T7 ARR-r, MAMA—— 'C', .......... pacing oRvCT ji� Q W-0 5. 7 . .......... . .. ... ....... . W�W:P. za, raping, RAFZI�I !�pea SI! p 'o 'the-, R4`15 u 111 't' 20' 2' I 1 I I EjjrjjH ✓mIY'�Rf IN IM Unp u u�glll1lNIlilI� r� � IIIII G I IllJ,l-lf��i� I, I I �I q I „"eMp 7Elui I,ILrN..:p C PAC o c , rr li. III,SP,AM li III j�DEf''fHIYI' 'SP. GIf�G LB�� a "��I� rla"' 11�, I'�Faftechod � �rvwU� �,;rk�J-:-r a'ft:,r rVthatare lateral) braced can buckle eausecolle Jxlh�Illxllnlb��III�III�IIIY�II� III I�.IIIIi�YUIIIId.!' �IIIIIIII��I la�lill�NIIIN��I�(��1��,II1�rS'F,i,{R.FIII�1111 SIP;F/'H.P:Y�II. ��paeMtheralanodiapo- U to 32' 30" 8' 16 10; Diagonal bracing should be nailed Over 32' - 48' 42" 6' 6 4side of the top chord when purling to the topside of the top chord. Over 48' 60 48 5 4 2 Over s0 See a registered professlonal engineer ,q.Il !.J�7rW� r vex" f��+'i 1" Airt if1T�` II�.I DF = Dot1 las Fir larch SP South"rpj e, d' *I ay u. 1rS IP nray 4np i �y� 9^Ti 3C"� „rnrnl c li ...<,•�i�''AS'',`t illsir a -'Fv ,y�.l' 'iM� HF -Hem Fir.,.:4 ...�,.. SPF Snruera_P_ina.Fir. e�..._. - ' l 5 li .r. r ff �'�• to T + y ;yr;,'a7i vC n u T1yr F i el 1 y' :q 5's J 1 M j''t�'i:t g4g1 aey A: diagonaFbrace 1 iJ . as': for`cantflevered h tiv j trusses must be:�F� Placed webs ln'llhe with the Su tixl Top chords that are laterally braced can buckle together and cause collapse if there la no diago• nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purltns are attached to the topolda of the top chord T t'pw y,�t`aq'Pt9'+rw,+r'i�,YL mv Tr1'l .d+p tt h Continuous Top Chord Lateral Brac Required 10, .� +cn x�a•::. sac .� � � - Continuous Top Chord �\ Lateral Brace Required I I � 10" or Greater r� / Attachment / Required —/ A T N S n, trussesT _P 3/12 17 . 12 1 Over 24'- 42' 3/12 7' 10 6 Over 42' - 54' 3/12 1 61 6 Over 54' See a re2:1stered professional enqfnepr .Ut- : Uouglas Mr -Larch SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals, - Top chords that are laterally braced can buckle logatherand cause collapse if there in no diago- nnibtacing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top chord. IMONO T PLUMS Truss Depth D(in) h,6e'racbril Miendatibn 11',1STALLATION TERACS OLNE11", .. .1 + r . 0 i— IL r.. J (in) b;t56:::;J� 6(4)"� 12" 114" 1' 36" 3/4" 3' 48" 11' 4' L 60" 1 1-1/4 5 , I 9 96.. ' 9 a 108" 2" i T L(in) 12 3 or greater N, All lateral braces lapped at least 2 trusses. Continuous Too Chord Lateral Brace Required 10' or Gr( Attachm( Requirec Length L(in) Lesser of LJ200 or Z' BOW L(In) Lesser of I Lesser (it L4200 Or 1 1 r% or I 4aximum lisPlacement Plumb Line m 0 T, 111 O 'AMi,M. __ L(in) 4'200 LINT. 50" 1/4" 4.2' 00.1 1/ 8.3' 150,1 " 7 3/41, 12 . 5 LJ1200 L( fl 200" 1 " 16.7' 250" 1-1 /4' 20.8' 300" 1 -1 /2" 25.0' iarondaL ' V. OAME SIrS7'E,M 4005 Maronda Ivey i im:7, 7S F'sa. W7) 3w1-3�19 date: March 5, )00� To: Building Depar'tmerrt From: Maronda Svstem,5 Tomas PonCe PrOfeSskonat Enoi seer State or F�` Orida #0050069 rrb ct: VaRey Trusses ATi VIINevjr'Usses labeled VT-1 thru !00-ar'e covered under the gesrer°a� �ra��e�'sheet r��FBdiE�d irz 6:�re tca�ss rac s ae simed arrd s :r e€ r the th� err�a�eer of rec®r•d'. The connections are netted on fi&� stcr�ctt:ra� info sheet o th, Plans. .ill cr•steraa of the valley t:-aSses ar•e noted on the �.rrer sheet. If YOU, 11"Ive any qrreg-Lions. pjeasp feed Free to c2lBat 407-321-O964. T o , s POnce, Date:r Sanford, FIL 32771 (407) 321.006d �J :F: . j T1hics xeivry 114 UNIVIAIUN Indlvidual building compdnn ndfohrnbeen based on Inlonnatlon provided by the clfenL the dslgucr disdabns any responslbUILy for damages as a res It of faulty or imm� eet if —ton. spedneau- and/or des I&- fumished to the truss designer by the event and the eorrtetness or accuracy of [Ills Informatlon as it may relate to a spe- clllc p ject and accepts no resp-lbWty or excrclses no control will'regard to fabrlea- tlon, b--dlbzg, sblpment and IrvstallaUon or ti-ss. This tntss has been de;lgtred as an individual building component in accordance witi ANSl/TPI 1-1995 and NDS-97 to be incorporated as Part of the building design by a Building Designer Iregistered arttuteeL or professional engineer'. When reviewed For app aI by Uae ( building dWgner. the design loadings shown -rest be checked to be sure that the data shown I aze In agreement with Dre 1-1 building coda, toed ditrratle records for -Ltd or sooty loads, PmJect sptdnmuons or spedal applied loads. Unless shown, truss has not been designed for storage or occupancy loads- The design assume compression chords (top or Lott..) aze cootbru- .-ly braced by sLealhing unless other.vtse speelned. What boll.- chords to tension are not fully braced I. by by a Properly apPtie'd ngid ccUing, they should be braced at a macMum spacing of I01-W o-c Connector ' plates shall be manufactured from 20 gauge hot dipped gaivardzed steel meeting AS-17,1 A 653- Grade 40. unless otherwise stows. FABRICATION NOTES Prior to fa bdcau°n, "Le fabneat°r sbalf review t6Ls drawing.[. verify th-t this drawing is to eordbrmanee with the fabricator's plans and [o t realize a cootmadng responsfhdity for sudz Verf- NcaUou. A. dLsertpandes are to be put in writing before cbttlng or fabdmUon. Plato sball not be installed over Motiroles, Mots or distorted glafn. Members shall be cut for tight niting wood to wood bearing Con- nector plates shall be located on both races of the tnrss wltl' nails fully Imbedded and shall be sm. about the)olnt urtiess othcrwlsc shown. A j 5x4 Plate Ls 5' wide x 4- long. A 6x8 plate Ls 6- wide x 8- long Slats (holes, run parallel to the plate itngth specl(ttd. Double cuts on web mrnabtrs shall melt at the eentmld of unless otherwise shown. Connector pL to siz- aze minimum s12es based on the forces shown and may need to be foeteastd for certain hand- ling and/or erection stresses. Ttds truss is not to be fabH-led witb fire retardant treated hmrber unless otherwist shomr. For addittoual led —to. on 9-hry ConLro1 refer to ANSIMI 1-1995 PRECAUTIONARY NOTES All braeing and erection.. arc in be rbli-ed In accordance ,Lb •Haodllng Installing g Hraeing', HIB-91. Trusses are to be handled with pa -nm lar care dm.h,g banding and bundling, dellvtry and Lsstallatlon to ovoid damage Temporary and Permanent bra 1ng russes Cor holding tIn a st_lght and phuob pos- lflon aad ror l-[sung lateral fortes shall be designed and tnstaUed by others. Careful hand- ling Is ssmUal and en-tjon bmchig 13 always te,fulred. Normal prenu0onary ,cUon for lruases requires surJI Irmporary bracing during lastallatlan between trusses to avoid toppling and dotufnomg. The supe"I-n of utcuau of trusses shall be under the control of persons e,vPeflenctd In, Ute fostaUatlon of busses. Prnfesslonaf advice shall be sought If needed. CnncentraUon of construction loads greater Ulan the design loads shall not be applied to misses at any time. No loads other than the wclght of the erectors shall be ap[,Ucd to trusses until after all fastening and b.dog tr eomplclerL MONO VALLEY VALLEY TRUSSES( YI ) I COMMON VALLEY VALI --LiL.,-aY1-1-31aItIViJ SUPPORTING TRUSSES S DIAGONAL WEBS — REQUIRED, WITH SPANS GREATER TIIEN 28-0-0 0-0-4 WO: VALLEY SET -2x4 3x6 IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. S 2x4 # 2x4 OR 5x6 OR 06 316 3x6 46 2x4 4z10 px4 7z6 °R 3x6 on 14x6 OR 20 TI: VT n,.l (+I WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE IA) WHEN NO DIAGONAL WEB PRESENT USE ZX4 PLATE VALLEY MEMBERS AT 24 O.C. (TYP) t i2x4 3x6 ----, 1 VARIES 2x4L11 Up ill T 2x4 20 3x6 1 MAX. 6.0-0 O.C. (TYP) 14x6 # 2x4 ® MAX. TRUSS SPACING MAX. 6-0-0 O.C. (TYP) �® BELOW = 46' D.C. SPANS UP TO 60-0-0 70P CHORDS: 2X4. SP 92 BOP CHORDS: 2X4 SP 2 # WEBS: IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY 2X4 SP $3 MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. T/C MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN 13ELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG f. TWO 2X(3BRACES REQUIRED ON ANY WEB EXCEEDING 14',ff EXCEPT A5 5I30TV1V PLATES - ARE TL20 GA T)iS'1'ED PEIZ ANSIITPI I-199z; IL ff crouch Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 lees. GREEN BROOit OViEUp.FL3276G Design: Afolrix Anafvsir SUPPORTING TRUSS VALLEY TRUSSES (iYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEEL. Cont. Stlr)r)(,it .'"I",-11AIM kx: REAL) ALL NOTES ON THIS SHEET, A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Rradog shown on this draw Ing is not no a dal"I b ld-9 "I ones det g portal bracng or slmllaz bracing whfdr Is a part of the brdidi rg des shown !s for Lateral support of mass members o°ly to reduce Luctdtng JettgU6Lb,uFo tsfo ssildi.l taus[ Lc made to aneiror lateral brads t en lYels Bracing Addltlanal b.a lu g a des and sPedlied Ioq tlon5 determined by [Ire buildlug designer. g ie Ure werail,struer ,... Y be �-red. (See Hi6-91 orlTlI IT— Plate hrsUtutc. TPi, is located at 583 6 0°oGto Drive, Madison, lfl mns'In 53719). )0'7 P.47Tf: C: 17 FF_-LC';;Vp(;,;C ;lam-7,Oh VCrS Studs p 6-0-0 Eng. Job: Dwg: Dsgzlr: TLY CU: TC Live 1G•0 psf TC Dead 7-0 pSf Bc Live 0.0 11Sf 13C Dead 2__0-psf- TOTAL 25.0 nsf r r'LLC 7 JtI Truss ID: VT Dafe: 4-11-01 Truss - Lbr: 1.25 DurFac - PII: 1.25 O.C. Spacing: 24.011 Design Criferip: TPI Code Desc: I HIP BLOCKING IDLSIGN INFORMATION this drslgil is for an Individual buUdutg euntponent nid Los bra, based on bJomnUon ,provided by the cIlwt. The designer disdauns 'any reponsni U"y for da..,¢g _ oa cr ult of �xalty or Incorrect bdnlmatloll. speclllclUans -W., dLlgm b1-1bbed to the In,ss dcslg,Ie t>y the cOenC and -live conxcU,essor ar:cuncy r r ebts mWnnau¢„ as n n.ay relai¢ r. mpe- Ifle project avid accepts uo mponsibtutr or screJso I,o cv,rrml ,vuh regardbn®- llon_ handil„g. sblpment and hutallauou of ironaa. This u-oz. h:rs b¢eo riesrgned as an btdlvldual building comp.oej.1 In a=rdmlce rv1U, M1S111 1 1-1995 and NOS-9710 be incorpontcd ns pan or U,c buudrng d6ign Ly a ttuUd log beslgner (replstcred nrelnteet nr pral'aslonal n,gtnceQ, lVben rcvluced 1"n1 „pp l by the b"11,11„ g deslg„er, the design I • dings sirm,•n �` rut be d,hcd to be sure Ihnt U,e data shmvn ue In ngrt<menl rvid, U,c Iool buUdtng codes, �I dimoUcrccords for,vb,d or sno,v loads. )cat spedlica tiros yr spedal applied load,,. f nlrss sham, truss bes trot been dorgned for Itolage or occupancy loads. Tbc design xssumcs on,prrsvrm, chnr,Js flop or hvt[oml are conWru- usly 6nced by sheer W Ing uni��s othenclse �pedficd. {Vtwrc baUom chonis N lcnsfon ore lot fully braced l t¢rallr b_v a properly applied - 7gld eeUing, "19 should be bn,eed at a ` adlminr spaemg of 1 O'-U' I,— Cm,ned.or (tales shall be n,anufadured born 2U gauge I,ot lipped gal¢ar, lied steel mcetblq ASThtA 653. -de 40. unlos_oU,cnvrsc shorn_ AQRICATION NOTES iior.lo fabrlonan. the ll bdc,mr shall r le- hL+ drn,•Ing to rcruy that lhb doming b b, nfonnance wIU, the fa brieahn's pluss lied to :a Uzc nnn.dng roponslb,lltr I— lid, reri- ` ❑on. /Wy dL ocpandcs arc to be pot to TIW,g berore evuJng or r.6,1—Um,, - lath shall not be Ins411ed oror knotholo, hots or distorted groin. Me -bus shall be cut `it light lllth,g woodlo ,,•coil 6cartng. Coa- rotor plat6 ,,hall he looted un Mlb races oC. ie truss ,•.Ith nails hilly Imbcdd1d and s1,,lI be about thc)olnt unless oltrenvrse shoran, A c4 plate is 5- wide x 4' long. A-6s9 plate b . ide x D' long. Slots (hulc,) nrn parallel to ' icpla Le length spcdpicd. Oonblc'nrta lunbe,s shall mea al the e—t-ld W the -ebs �drss uthc l9 shoran.. Cum,ector plate sizes re mininlum sires based on the fnrcn slm,nl �d Irtay need In be h,oeased Eor enL In hand_ Ig aad/or creclbn strcs. r. Tl,ts buss tv noC - I be rabd—fed ,AU, ore retar, last treated mher -hies otherwise shnu•n_ For addlUonal rnnnauon on guahty Cnnbml relcr to I_I I I] G I I�i D CR AP191/'rrl t-1995 R {ZFCAUTIONARY 140TES I bracing and o etlon rceoermendauons ore Ibe followed In -dance t,IUI -Han J11n)_,r iGlib,g A Uradng, I-t19-91. Tnlsso are to l,andleA aitl, paNdulnr care d_brg banding d bundib,g, dcU,ery¢nil Insla ll¢livn lv,,told merge. T¢n,pon,r�-arid p¢nny,m brac4,g hold b,g tn.sxs In o sbalplrl and pinrnb pier and a(or rabW,g is teal inrccs si,-L be �i4ucd nil Irura Ued br oU,cra. Cardul band- g is csscn(1a1 and crcrldon bracing Is xl„7}a juircd.lYormal prccaullmlalY actlou (or sso requires such tunpnraq• brach,g during (UOaUon behveen tresses Io,,cold loppsng darn4,otng. -rive svpmbr..n nr vccHon of n shall b<undv live eoulrrl of pe-.— perlenecd In the Inslalla Uon or truss s, l(rsslnnal advice shall be soughl If needed, ncurtn. llun ur canslru<Uon loods g.c=tU hI the deslgo foarJs shall not be applied Ic ,. vl any Imc_ No hods .Liver than We . ghl of the erectors :ball h:: ggdial to ss•.s lu,td'Re, all I?slcnby; .v d Nl Ill g :on,pldcd. MARONDA SYSTEMS WO: I-IIPI)ETAIL i TI: HIP OTY:I 2x BLOCKING ADDED TO TOP CHORD BE S1 EP NIP TRUSSES -1-0 S1-10RTEN OSB NOT TO EXCEED 24 rt0_C. 0 BE NAIL1 TO TRUSSES w/ 12" Odd CEN- STAGGERED u PRE—ENG'D TRUSS TOP WALL BE BUILDING TYPICAL BLOC 0 PVSTEP TpS yJ-"tNJN--(i: READ ALL INOILS ON THIS SHEET, Mcilli'ouda 5ystejuS A COPY OF 11-11S DRAWING TO BE GIVEN TO 1-4 . lob: W = f11L'DETA�` ERECTING CONTRACT012_ of g= Truss ID; flip 4005 MARONDA WAY - . BRACING WARNING: llsgnr: 1'LY Chic Dole: 10-20-00 SANPUIZD, hL, 32%� I Iiradogshow , on tfds d arvtrrg Is not e eetlw, bandng. nand brae ,,bleb 3s U,g. 1. ` L1Ye 16'u f"i DurFae - Lbr. ] (,107)321 I .1X (407] 3'L 1-3913 I a portal bradug or sindlar hndn part of fhe bulidlnp design and ,chid, nmsi be consld creel hp the bn(Idur d�1 g st,cmn s for Ialcr l support o(lnss munbers °'nC T C Pe.ad 7_rl (7$[ '2j { Durf-tac _ P11: !' 1 TOMAS PONCE P.E. m,l} In rcdnce brnaaling length. pinr� Ivnsgr nst i,e adc,oanJ,o�Iertcr, Ub rh'gate„fieand,vpepllledlocatlonsdeRnnbmabylhebuUdh,gd�ip,ren AMU—) bmeb,g of the �) ( live O.1! 17S[ .25 O_C-SP`Jdn�-1 2 LOIr LICfiNSE NU(750U6R 1090 GREEN6ROOK Or.OVIEgO,Ft_3V66 overall slrvdore mac he r Ira prate tosnwte, ipl, 11 I G fed nt 5.93 ll'Ouol,b 0,i,, N,, 111U-91 vf-1'pll' I.ladlsnn• ,;'Isconsin it�lgt i�1 I UL I)�a.Cj 1 D.p IIS.r y Design Chiferia: TPI ®�r��t• TOTAL3 — Code Desc: 3.f1 n F \r n.0 tin nn rrn F_ ( DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs fumished to the buss 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 fabHca- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, proJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy 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 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 continutnk responsibility for such verl- nmtlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, ..is 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 6" wide x 8" long. Slots (holes) run parallel to the plate length specifled.JDouble cuts on web members shall meet at lhe'centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling m and domoing. 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 until after all fastening and bracing is completed. JB: SUNBURY H 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= 125nph, H= 21.0 ft, 2= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 04-3 T_ 1 A WO: SUNHV 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 CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A QTY:1 ==---------===Joint Locations=============== 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0: 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 5X10 33C4 cv� n '110 9 --- 2087# 3.50" 1-0-0 (RO-11-11) Ii. 430# 1 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 AG TESTED PER ANSI/TPI. 1-1.995 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOK CT.0VIED0.Ft-32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is riot erection bmetng, wind bracing, portal bmeing or similar bracing which Is a part of the building design and which mustbe considered by the budding designer. Bmchrg shown is for lateral support of truss ruembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI. rfruss Plate Institute, TPI, Is located at. 583 D'Onofrio Drive, Madison, Wisconshi 53719). JOB PATH: C.17£E-L0KU0BS1125MPHISUNHV I 04-3 3-10-3 2087# 3.50" 110-0 430# (i RO-11-11) scale = 0.2094 Eng. Job: W O: N H V Dwg: Truss ID: A Dsgur: TLY Chk: Date: 6-1 1-02 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 osf vnA n,3no_ i n-y« HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- component and has been based on information provided by the client. The designer disclaims WEBS: 2x4 . SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 0 15- 0--0 any responsibility for damages as a result of 2x4 SP #2 3,5 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect Information. specifications Wind Case- ASCE 7-98, C&C, V= 1251nph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy of this information as it may relate to a spe- Support 1 734# Support 2 765# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in X-LOc Vert HOriz Uplift Y-LOC Type cific project and accepts no responsibility or regard to fabrica- MAX LIVE LOAD DEFLECTION: INT zone, TCDL= 4.2 psf, BCDL= 6. 0 P psf Impact Resistant Covering and/or Glazing Req 0- 1-12 1036 29-10- 4 1035 60 -734 BOT PIN exercises no control with L/999 0 -765 BOT H-ROLL ❑on, handling, shipment and installation of trusses. This truss has been designed as an L=-0.08" D=-0.08" T=-0.16" ..TC... FORCE... CSI ..BC... FORCE... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI 1-1995 and NDS-97 Lobe incorporated T= 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 as part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 engineer). 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 RMg = 115 5- 6 -1582 0.32 must be checked to be sure that the data shown . 6- 7 -1794 0.37 are in agreement with the local building codes, local climatic records for wind — 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 braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot - - dipped galvanized steel meeting ASTM A 653. - Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to 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 aver 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 calls 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 centmJd of the webs unless otherwise shown. Connector plate sizes re mmimum 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 shorn. For additional cfomhation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in.a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing: The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentra"on 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 9-0-0 12-0-0 9-0-0 1 2 4 6 1 R 6 0000 4X8 2X4 4XR 30-0-0 0 1 4-10-3 0-4-3 9 11 1Q 8 1-0-1036# 3.50" 1036N 3.50" 0-0 30-0-0 11-0-0 (RO-11-11) I ie (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CT.OVIEDO.FL32766 nh in..- AA..— A,,.,I.,.:. WAKWINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 111E-91 of TPI). (Tmss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Cldc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: B Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24,01, Design Criteria: TPI Code Desc: FLA HCS: 06-02-02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not, fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTMA 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 discrepanciesare to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A.6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - Wig and/or erection stresses. - This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on•QuahLy Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconu iendatlons are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of ru tsses 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 anv time. No loads other than the weight of the erectors shall be applied to trusses until after an fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 727# Support 2 769# ' MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.031, RMB = 1.15 6-3-2 0-4-3 WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1777 0.42 13-12 1536 0.40 2- 3 -1435 0.40 12-11 1534 0.43 3- 4 -1240 0.25 11-10 1307 0.39 4- 5 -1240 0.25 10- 9 1534 0.43 5- 6 -1435 0.40 9- 8 1536 0.40 6- 7 -1777 0:43 TI: C QTY:1 ===___========Joint Locations=============== 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 23- 7- 4 5) 19- 0- 0 10) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION--_ X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1035 81 -727 BOT PIN 29-10- 4 1035 0 -769 BOT H-ROLL 11-0-0 8-0-0 11-0-0 - 5-10-3 04-3 n n 30-0-0 13 10 9 g 12 11 1036# 3.50" 1-0-0 1036# 3.50" -0 30-0-0 1-0�-0 (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO,FL32766 Design: Matrir Analysis WJkKNINtj: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY BRACING WARNING: TC Live Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 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 most be BC Live made to anchor lateml bracing at ends and specified locations determined by the building designer. BC Dead Additional bracing of the overall structure may be required. (See HIB-91 of TPq. (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). - TOTAL JOB PATH: C:ITEE-L0KU0BSI125MPHISUNHV Chk: Truss ID: C Date: 6-11-02 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - PIt: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 Psf Design Criteria: TPI Code Desc: FLA 33.0 psf V:06.02.02- 12768- HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client. and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building- Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. - Unless shown, Lruss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ousty 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 ASfM A 653. Grade 40, unless otherwise shown. I T191:4"T ILoPIk"T611:9 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is m conformance with the fabricator's plans and to realize a continuing responsibility for such ven- fieaLlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action I"or trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of crecU`n of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied 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 H 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= 0.03i1 RMB = 1.15 7-3-2 0-4-3, WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC... FORCE ... CSI 1- 2 -1768 0.50 2- 3 -1304 0.47 3- 4 -1107 0.29 4- 5 -1308 0.48 5- 6 -1768 0.51 --BC ... FORCE ... CSI 12-11 1525 0.41 11-10 1522 0.41 10- 9 1105 0.28 9- 8 1522 0.41 8- 7 1525 0.41 TI: D QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL 13-0-0 4-0-0 13-0-0 1 2 5 6 6 0 -6 00 4X6 4X8 6-10-3 0-4-3 n n 30-0-0 12- 11 10 9 8 7 1-0-0 1036# 3.50" 1036# 3.50" 30-0-0 1-0-0 (RO-L1-11) I �(RU-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1 B90 GREENSROOK MOVI EDO. FL32766 Design: Malar Analysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not 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 supportof 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 I IIB-91 of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBS1125MPHISUN11V Eng. Job: Dwg: Dsgnr: TLY Crib[: : SUNHV Truss ID: D Date: 6-11-02 1- j TIC Live 16.0 psf DurFac - Lbr: 1.25 j TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" i BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12769- 3 HCS: 06.02.02 _. -� JB: SUNBURY H AC: 10# UPLIFT D.L. WO: SUNHV WE: TI: E QTY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on information by the The designer disclaims WEBS: 2x4 SP #3 - All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9, 10) 15- 0- 0 provided client. any responsibility for damages as a result of 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. y 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect information, specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy it to Support 1 680# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-LOc Vert Horiz Uplift Y-LOC Type of this information as may relate a spe- cific and accepts no responsibility or Support 2 718# in INT zone, TCDL= 4.2 psf BCDL= 6.0 psf P P 0- 1-12 1036 74 -718 BOT . PIN project exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: L/999 htg�aet Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -718 BOT H-ROLL shipment arid Lion,- This trusshasbeendstallation ignedasa trusses. This truss has been designed as an L=-0.07" D=-0.07" T=-0.13" ..TC...FORCE...CSI ..BC...FORCE...CSI individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.06" 2- 3 -1570 0.31 -- 11-10 1291 0.44 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0. 03" 4- 5 -1144 0.31 9- 8 1513 0.48 building designer, the design loadings shown RMB = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously 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 15-0-0 maximum spacing of 10'-0" o.c. Connector 15-0-0 plates shall be manufactured from 20 gauge hot 1 2 3 dipped galvanized steel meeting ASTM A 653, 5 6 7 Grade 40, unless otherwise shown. 6 0000 -6 00 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatot's plans and to realize a continuing responsiblity for such veri- fication. Any discrepancies are to be put in writing before cutUng or fabrication. Plates shall not be Installed over knoUroles, 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 withmails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long.; Slots (holes),run parallel to the plate length specified. -Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes 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 rue retardant treated lumber unlessotherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and 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. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominott The supervision of erection of trusses shall be under the control of persons experienced inthe installation of trusses. Professional advice shall be sought If needed. Concentration of construction 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. 4X6 8-3-2 0-4-3 � n 30-0-0 11 9 g 1036// 3.50" 11 10 1036X 3.50" 1-0-0-0 30-0-0 1-_0-0. (RO-11-11) I � (i RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 11-11) Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIED0.F1_32766 Design: Matrix Analysis WARid1111(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-I.0K1J0BSll25MPHIS0NHV Eng. Job: Dwg: Dsgnr: TLY Chk: UNH i Truss ID: E Date: 6-1 1-02 1 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 1 ,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- 12770- 4 HCS: 06-02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages. as a result of faulty - Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exemiles no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the building design by a Build Ing Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design-loadtngs 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 uriless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing. of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. - Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for ught.f tting wood to wood bearing. Con- nector plates shall be located onboth 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)runparallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- lingis essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling mn and doinoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP_ #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 WO: SUNHV 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L=-40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI-. F QTY: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 LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 24 0-3-14 3-9-14 1 I 9-10-13 5 4 209# 4.95" 423t{ 2.50" 1_ 1-6-2 (R1-66-0)�� 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. g. Job: W UNHV dl'OAl(�c� �,/$>teMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING wg: r Truss ID: F CONTRACTOR. gnr: TLY Chk: Date: 6-11-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFgC - 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 TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 considered by the building 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. S Spacing: h g. 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA, 1890 GREENBROOK CT.OVIEDO.Pl-32766 -- TOTAL 33.0 psf V:06.02.02- 12772- L �.�.--vn uvnou-- aulvnv HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibUity 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 If this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown 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 braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- flcaLion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with Ik rticular 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 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 until after all fastening and bracing is completed. WO: SUNHV WE: MULTIPLE LOADS -- This design is the ccn>posite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WindCase- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 2 4 JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.0111 D= 0.0011 T=-0.01f1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.021, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 0-3-14 15 215# 11.31" 1-6-2 r (R1-6-0) efe 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SA N FORD,. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO,FL.32766 Design: Marrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, period bracing or similar bracing which Is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions roust be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tire overall structure may be required. (See HIB-9I of TPI). ("Russ Plate Institute, TPI, Is located at 583-D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSI125MPHISUNHV TI: F 1 9TY: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 LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 3-9-14 417# 2.50" scale = 0.4873 Eng. Job: W UNH Dwg: Truss ID: F1 Dsgnr: TLY Cldc: Date: 6-1 1-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12774- ! HCS: 06.02.02 SUNBURY H AC: 104 UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an indhidual building component in accordance with ANSI/TPI 1.-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (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 maxi rerun spacing of 10'-0" o.c. Connector plates shall.be manufactured from 20 gauge hot dipped galvanized steel meeung 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 veri- fication. Any discrepancies are to be put in wanting before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector platesshall be, located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6z8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed in accordance with "Handling Installing & Bracing'. Ii113-91. 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- itron and for resisting lateral forces shall be designed and installed by others. Carefulhand- dogis essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of 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 shad not be applied to ru tsses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125irph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 0-4-3 WO: SUNHV 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 bearinglocations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G QTY:9 ==============Joint Locations==_======_==== 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 Q 3-10-3 fl I � I 7-0-0 4 281# 3.50" 3 1-1-9 151.1t 2.50" 7-0-0 82k .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI C/L: 6-10-12 1-1995 Over 3 Supports (Maronda Systemis 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C17.0"EDO.FI-32766 Design: Matrix Analysis VVAKIVIIVCi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the 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 speclued locations determined by the building designer. Additional bracing of the overall structure may be required. [See HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB -PATH: CAT££-LOKU08S1125,WPHISUNIA, Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4854 W UNH Truss ID: G Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 - Design Criteria: TPI Code Desc: FLA V:06.02.02- 12775- 7 HCS: 06.02.02 JB: SUNBURY H 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, specff1pUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no respomubWly or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown re 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 assrunes compression chords (top or bottoml arc 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 m dmum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fleation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed met 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 1.plate is 5" wide x 4" long. A 6.8 plate is 6" wide x 8" long. Slots (holes) nm parallel to the plate length specified. -Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and installation to. avoid damage: Temporary and permanent bracing for holding trusses in a straight and plumb pos- i Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always i required. Normal precamlonary action for i trusses requites such temporary bracing during Installation between trusses to avoid mitoppling and donoing. 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 shallbe applied to trusses unto after all fastening and bracing is completed. I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C_&C, V= 125mph, H= 21.0 ft, I= 1.00, EKp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.3311 D= 0.0511 T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 0011 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0011 RMB = 1.15 4-3-15 0-4-3 WO: SUNHV WE: Analysis based on Simplified Analog Model: MULTIPLE LOADS -- This design is the Composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ::TC... FORCE. . CSI ..BC ... FORCE...CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI QTY:5 __ ==Joint Locations=====-_=___===_ 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN. 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 3-10-3 —, —_ 7-0-0 4 281# 8.00" 3 �— 2.50 7-0-0 82# 5011 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 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 1990 GREENBROOK CT.OVIEDO.1`1_32766 Design: Maim Analysis WAi NIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPp. (fnrss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, of 53719). JOB PATH: C:ITEF_-L0KU0B9I125MP111SUN11V Eng. Job: --�� Dwg: Dsgur: 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 psf Attach with (3) 10d Toe-NaiF�§ Attach with (2) 10d Toe -Nails scale = 0.4854 :SIN V I Truss ID: G1 Date: 6-11-02 DurFac - .Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 12776- 8 HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no 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 w¢h ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy 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 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 shalt 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 discrepanciesare to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tmss,with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the:cenlrold of the webs unless otherwise shown. Connector plate sizes arc mm intmusizes 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-wlth fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a sunlight and plumb pos- ition and for resisting lateral forces shall be designed and Installed b-v others. Careful hand- Ung Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppitng and dranloing. 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 until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 A- WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H QTY:4 ==============Joint Locations=======_=_==___ 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 2-10-15 5-1-8 4 3 219# 3.50" 110# 2.50" 1-1-9 B`e 5-1-8 61# 2 50" C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 Design: Matrix Analysis WAKIVINILm: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss rnembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmeing of We overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI. Is located at 583 UOnofrio Drive. Madison, Wisconsin 53719). JOB PATH. C:ITEE-LOKUOBS1125MP111SUNHV Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 WO: 9UNHV i Truss ID: H i Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 12777- 9 HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are to 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 braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unlessotherwise 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 putin writing before culling or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nads 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 shad,meel at the-ceniroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 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 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. I'mfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to I- at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing I. completed. JB: SUNBURY H 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, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.1011 D= 0.0111 T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.001, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 ill WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 QTYA ==============Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 .BOT PIN - 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 0 2-10-15 5-1-8 4 3 219# 8.00" 110# 2.50" �1-1-9��-1-99 5-1-8 61# 2 50" -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: IMar®nda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Brae ng TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions rims[ be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified loeatlons determined by the building designer. Additional bracing of the overall siruw cre maybe required. (See IIIB-91 of TPO'. BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute., TPI, is located at 583 D'Onofdo Drive, Madison. Wisconsin 53719). 1890 GREENBROOK CT.OVIED0.1`1_32766 I TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H 1 Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed 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 deslgned 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 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 continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut_ fortight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) .run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential'and erection bracing is always required. Normal preen utlonary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any 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 H 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, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.011' D= 0.00r1 T=-0.01", MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV 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 61TY:4 _=============Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING 'LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 6.00 3-1-8 4 3 154E 3.50" 67# 2.50" L 1-1-9 ee 3-1-8 37# 2 50" C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKr4liN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: �M!aronda systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a par of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Previsions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute, TPI, Is located at 183 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.OVIEDO.FL32766 - TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) lOd Toe -Nails scale = 0.8792 Truss ID: I Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA - rn,n. V: 1cc-LUn VUD3if LJMYfYIJU HV HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN: INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/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 budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting 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 shad 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 centrold of the webs unless otherwise shown. -Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated, lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS:_2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 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=-0.0111 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: SUNHV 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 QTY:4 ==============Joint Locations---_--======___ 1) 0- 6- 8 3) 3- 1- 8---_-_----- 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 3-1-8 4 3 154# 8.00" 67# 2.50" 1-1-9 3-1-8 37# 2 50" C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO,FL32766 Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemimed by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofro Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEF_-LOKUOBSI/25MP111SUNIIV 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 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 's 9 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibilty, or exercises no control with regard to fabrica t- tion, handling, shipment Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown zest 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 sheathingunlessotherwise specified Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- - fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut -for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss wtth:nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long.. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and. erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand - dug 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 dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not. be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY H 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, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.001, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV 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 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 ==- ===Joint Locations=====-========= 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 -31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2'j 76.00 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 4 3' 89# 3.50" 25# 2.50" 11-1- 1_1_8 1 " EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 FRRAACING RNING: READ ALL NOTES ON THIS SHEET. Eng. Job: :U V MarOnda Sys teMS OPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J TRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 WARNING: TC Live 16.o psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by tine building designer. Bracing O.C. Spacing: 24 0ri (407) 321-0064 Fax (407) 321-3913 shown ac is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf p g: made to anchor lateral bracing at ends and specified locations determined by the building designer. D TOMAS PONCE P.E. Addltional bracing of the overall structure may be required. (See HIS-91 nfrPi). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.OVIEDO.F1.32766 TOTAL 33.0 psf 1 V:06.02.02. 12781- 1 ne.:..... AA.,r.:. d....l.,.;. ,ten n..,-... .. �T.-.-....�. HCS: 06.02.02 i DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Information, specifications i and/or designs furnished to the truss designer by the client and the correctness or accuracy of r this Information as it may relate to a spe- cific protect and accepts no responsibility or o ercises no control with regard to fabrica- tion, handling, shipment and Installation of i trusses. This truss has been designed as an i Individual building component In accordance with E3 ANSI/TPI 1-1995 and NDS-97 to be Incorporated i as part of the building design by a Building iDesigner (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown ' must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. i 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- fieatlon. 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- S vector plates shall be located on both faces of the truss wlth.nads fully Imbedded and shall be iym. about the joint unless otherwise shown. A I' 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" ewide x 8" long.. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - [trig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing& BmcingHIB-91 Trusses are to be. handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation or, 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 cornpleted. JB: SUNBURY H 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, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.0011 T= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV 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 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 61TY:4 ==============Joint Locations==============_ 1) 0- 6 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 0 0-10-15 14 8 3' 89# 8.00" 25# 2.50" 1-1-9 1-1-8 lu C/L: 1- EXCEPT AS SHOWN. PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports -4 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDO.FL32766 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckibig length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPi, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY CIA: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0. psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: J 1 Date: 6-1 1-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C.9TEE-L0KV0RSI725MPHISUN1JV HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bu0dmg 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 braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of l0'-O" 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 toti realize a connuing 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 platesshall be located on both faces of thearuss withnailsfully imbedded and shall be syrf: 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)runparallel to the plate length specified. Double cuts on web embers shall meet at thecentroid of the webs unless otherwise shown. Connector plate sizes are mtnimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornmendations are to be followed in accordance with "Handling Installing & Bracing", HI8-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction 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 bmcmg Is completed. JB: SUNBURY H 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, Kzt= 1.0 Bld Type= Part L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L= O:DO" D= 0.00" T= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV 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 1 176# Support 2 66# Support 3 15# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -3 0.02 TI: J2 I QTY:2 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -66 TOP PIN 0- 1-12 88 32 -176 BOT PIN 1- 0- 4 21 0 -15 BOT H-ROLL Imo_ 1-1-8 I 4 3 89# 3.50" 2511 2.50" L 1-1-9 �_ 21a 2.Sptr 1-1-8 C/L: 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI.1-1995 Over 3 Supports Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 MjaQ"®nda Systems)] WPLKf1111V(r,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: W UN Truss ID: J2 Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1..25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 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. Previsions must be BC LIVQ 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovemll structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf p Design Criteria:-TPI LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr'.OVIEDO.Fl-32766 TOTAL 33.0 psf V:06.02.02- 12783- 1 -��•b,•. •.•�•�• .,....•y,�� .•..� r.+.r,. �.nrccr.vnuvnJuomrnidu/vtlV HCS. 06.02.02 DESIGN INFORMATION This design is (or an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for The as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trrsses. This truss has been designed as an individual building component in accordance with ANSI/Tpi 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, P-1-1 specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verf. fication. Any discrepanciesare to be put to writing before culling or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential'and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domin Ding. 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 until after all fastening and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP. #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP. #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6:0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.061' T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 1 4-3-15 04-3 6 WO: SUNHV 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 CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... -FORCE ... CSI 1- 2 -2600 0.28 2- 3 -2522 0.42 3- 4 -2385 0.68 4- 5 -2522 0.42 5- 6 -2600 0.28 ..BC ... FORCE ... CSI 11-10 2280 0.40 10- 9 2257 0.39 9- 8 2257 0.39 8- 7 2280 0.40 5XI0 5X10 11 10 9 1447# 8.00" 1-1-9 21-0-0 430# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTEDIR ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. .1.,ICENSE #0050068 1690 GREENBRGOK CT.OVIEDO.FL32766 Design: Matrix Analysis YY/HKN1Mkx: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 430# Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See Il[B-91 of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-1OK1JOBSI125MPHISUNHV TI: K QTY:1 ==============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 I PLF From PLF To TC Vert L+D -46 -1- 1- 9. -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0.- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 --MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7 0 3-10-3 0-4-3 1447# 8,0011 19 scale = 0.2880 Eng. Job: UNHV Dwg: Truss ID: K Dsgur: TLY Clip: Date: 6-11-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 12785- 1 HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information Provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the trussdesigner 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 e-xerelses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer).- When reviewed for approval by the building designer, the design loadings shown - must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, hiss 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 ceiltng, they should be braced at a madmum spacing of 10'-0" o.e. 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 draining to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. 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" lang.'Slurs (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 are minimum sizes based on the forces shown and may need to be increased for certain hand- hng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to 6 be handled with particular care during band Ing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisling lateral forces shall be designed and installed by others. Careful hand- ! ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses mill after all fastening and bracing is corn pleled. JB: SUNBURY H AC: 10# UPLIFT D.L. 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=-0.03r1 T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01 RMB = 1.15 5-3-15 0-4-3 WO: SUNHV WE: MULTIPLE LOADS -- This design is ..the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... 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 TI: L 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 5) 16- 2-12.' 9) 9-'0. 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0= 0 8) 12- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type - 0- 4- 0 744 60 -565. BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 3-0-0 9-0-0 1 2 5 6 6�00 -6 0000 110 745# 8.00" 4X8 4X6 11-1-9-9 (R1-1-7) I 1."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 Design: Matrix Analysis WARNI1N(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required.. (See H1B-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). - JOB PATH: C:ITEE-L0KU0BS1125MPHISUNHV 71 745# 8.0011 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 4-10-3 0-4-3 (R1-1-7) scale = 0.2880 ITruss ID: L I Date: 6-11-02 I DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 12786 1 HCS 06.02-02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer 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 IL may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building. Designer (registered architect or professional engineer).When reviewed for approval by the building designer- the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced. latera fly by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to 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, ..is 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 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 cenlrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and 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. Noma] precautionary action for trusses requires:'such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any 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.H AC: 10# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 B1d Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 17- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 TI: M 9TY:5 ========-=====Joint Locations=============== 1) 0- 0- 0 4) 15- 5-12 7) 10- 6-- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-6-0 10-6-0 1 2 4 5 6.00 6 0000 4X6 18 745# 8.00" 7 1-1-9 (11I-1-7) 1 il. 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 GREEN8ROOK Cr.OVIEDO.FL32766 Design: Mains Analysis VVAKINIIV(: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (See HIB-91 of TPI). 1Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSI125MPHISUNHV 5-7-3 0-4-3 P9 745# 8.0011 (R1-1-7) scale = 0.2880 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: M Date: 6-1 1-02 DurFac - Lbr. 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA V:06.02.02- 12787- 18 HCS: 06.02.02 r- I I JB: SUNBURY H p+p DESIGN INFORMATION. TOP CHORDS: 2x4 6 This design is for an Individual building BOT CHORDS: -2x4 Ps component and has been based on Information I WEBS: 2X4 provided by the client. The designer disclaims any responsibility for damages as a result of (,city or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabri"' Lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated aspart of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, 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 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- Amtion. Any dlsempancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4plate 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 cenlrold 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 - king 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 mcommenda0ons are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to I- until after all fastening and bracing Is completed. AC: 10# UPLIFT D.L. SP #2 SP #2 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 357# Support 2 161# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads: All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 40.0 ft W= 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -39 0.30 4- 3 0 0.25 TI: N 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 3) 4- 2-15 2) 4- 2-15 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -25 4- 2-16 BC Vert L+D 0 0- 0- 0 -10 4- 2-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 24 134 -357 BOT PIN 4- 1- 2 51 0 -161 BOT H-ROLL 4-2-15 1 2 2 25# 4.95" 1-6-2 �e I� 4-2-15 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARRIINING: READ ALL NOTES ON THIS SHEET. MarOnda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING .e._ CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bmeing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addklonal bracing of the overall structure may be LICENSE #0050068 required. (See HIB-91 of TP1). rfruss Plate Institute, TPI. Is located at 583 D'Onof to Drive, Madison, Wisconsin 53719). 1890 GREENBROOK CT.OVIEDO.FL32766 Design: Matrix Atudysis JOB PATH: C:17'EE-L0KU0BS1725MPHISUN11V - 51# 2.50" Eng. Job: Dwgi 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 nsf scale = 0.9093 N Truss ID: N Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 12789- 19 HCS.- 06.02.02 3 o e_ , -,- - - .— DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the chent. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/Tpl 1-I995 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 Iocal 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 arc not fully braced laterally by a properly applied rigid ecthng, they should be braced at a maximum spacing of IU-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES .Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibWtyfor such veri- fication. Any discrepancies are to be put in. writing before cutt.ing or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall beunder 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 I, completed. JB: SUNBURY H 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, Kzt= 1.0 Bld Type= Part L= 40.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.001, T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00t1 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV 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 1 307# Support 2 171# Support 3 48# TC...FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -28 0.24 4- 3 -3 0.19 TI: O 9TY:3 =_ =======Joint Locations======_======== 1) 0- 6- 7 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2-10-12 64 83 -171 TOP PIN 0- 1-12 150 101 -307 BOT PIN 2-10-12 56 0 -48 BOT H-ROLL i 3-0-0 1 2 6 Attach with (3) 10d Toe -Nails 2-3-15 0-4-3 Attach with (1) 10d Toe -Nails 3-0-0 4 3 150# 3.56" 65# 2.50" L 1-1-9 L 57# 2 0" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L; 2- 0-12 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 Design: Matrix Analysis YVAKNIIV4: READ ALL NOTES ON THIS SHEET. I Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING I Dwg: CONTRACTOR. Dsgnr: TLY - Chk: BRACING WARNING: TC Live 16.0 psf Bmcing 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 be TC Dead 7.0 psf must considered by the building designer. Bmcln shown Is for lateral support of truss members only to reduce buckling length. Provisions must be g made to lateral BC Live 0.0 psf anchor bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL 33.0 nQr JOB PATH: CJTFF_-LOKVOBSI125MPHISUNHV scale = 0.9028 W UNF Truss ID: O Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA V:06.02.02- 12791- 21 HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathtng 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 maxim— spacing of 10'-0" c.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', 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 pcs- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fasterilng and bracing Is completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 3 design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONI!1 Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxinmm reactions and proper PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 388# Support 2 211# MAX LIVE LOAD DEFLECTION: L/999 L=-0:01" D=-0.0111 T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 0-4-3 3-6-3 WO: SUNHV 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 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1-0 Bld Type= Part L= 40.0 ft W= 8.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -524 0.19 6- 5 460 0.14 2- 3 0 0.31 5- 4 469 0.20 TI: P QTY:1 ==============Joint Locations============- 1) 0- 0- 0 3) 8- 0= 0 5) 3- 0- 0 2) 3- 0- 0 4) 8- 0- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS - --- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 3- 0--0 TC Vert L+D -54 3- 0- 0 -54 8- 0- 0 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 BC Vert L+D -23 3- 0- 0 -23 8- 0- 0 Concentrated LBS Location BC Vert L+D -51 3- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 365 0 -388 BOT PIN 7- 8- 0 324 0 -211 BOT H-ROLL 3-0-0 1 3 4X8 'tYd 1-8-0 fl 0-7-4 7-4-12V 6 5 4 366# 3.50" 1-1-9 Die 325# 8.00" (R1-1-7) 8-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER Tsu ANSI/TPI 1 1995 scale = 0.5977 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OviEDO.FL32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See H113-91 of TPI). (truss Plate Instltutc, TPI, is located at 583 D'Onof to Drive, Madison, Wisconsin 537191. JOB PATH: C:ITEE-L0KU0BSIi25MPHISUNHV 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 psf W UNH Truss ID: P Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 12794- 22 HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabnca- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown 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 braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting 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 grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.511r MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-15 0-4-3 0-3 WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 TI: U ==--==========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 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 4-0-0 11 13-0-0 1 2 5 6 00 3.00 I 5X6 5X6 6 00 3.00 038 P9 1 12-10-0 3-9-0 12710-0 12 11 10 g 1042# 3.50" . 11-1-9-9 1042# 3.50"" 1-1 9 (R1-1-7) I �e 30-0-0 (I 'n EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 6-10-3 0-4-3 i 7- ir(aronda 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 Design: Matrix Analysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnllar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSI125MP111SUNHV Eng. Job: Dwg: Dsgnr: TLY Chk: W UN Truss ID: U Date: 6-11-02 TC Live 16.0 psf DurFac ,- Or 1.25 TC Dead 7.0 psf DurFoc - 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- 12795- 23 HCS- 06.02.02 DESIGN INFORMATION ,. This design is for an individual budding d component and has been based on information S' 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,tmss designer by the client and the correctness or accuracy of this information as it may relate to a spe efic project and accepts no responsibility or. 's exercises no control with regard to fabrica- tion, handling, shipment and installation of- i' trusses: This truss has been designed as an t - individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building- _ Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy 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 properly applied rigid ceiling, they should be braced at a maximum spacing of 10'.-0"c.c. Connector platesshall 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 veri- fimtlon. Any discrepancies are to be putin , writing before cutting or fabrication. Plates shall not be installed. over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails Cully imbedded andshall be sym. about the joint unless otherwise shown. A 5x4.plate is 5" wide. x 4" long. A 6x8 plate is 6" wide x B"long. 'Slots (holes) run.parallel to i. r.. the plate engthspeclfied. Double cuts on web members shall meet at the-centrold: of the webs unless otherwiseshown. Connector plate siz- am minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not ..to be fabricated with fire retardant treated lumber unlessotherwise shown. For additional information on quality. Control' refer to - 3 ANSI/TPI. 1-1995 - PRECAUTIONARY - NOTES -Ail- bracing and erection recommendations are to be followed in accordance with. "Handling _ Installing& Bracing", HIB-91. Trusses areto .,be handled with particular care during banding and bundling' delivery and installation to avoid damage Temporary and permanent bracing - for holding trusses in a straight and plumb pos it - 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 - S trusses requires such temporary braclug during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under thecontrol 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 russes tuntil after all fastening and bracing is. completed. - ( JB: SUNBURY H AC: 10# UPLIFT DI TOP CHORDS: 2x4 SP #2' BOT CHORDS: '2x4 SP #2 WEBS: _- 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26 T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19". RMB = 1.15 6-3-15 0-4-3 WO: SUNHV WE: MULTIPLE LOADS -- This design is -the composite result of multiple loads. All COMPRESSION Chords are assumed.to be continuously braced unless noted otherwise: Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC! ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -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 QTY:1 ===_ ---=- ==Joint Locations=`== 1) 0- 0-'0 6) 24- 1_ 1 11) 8 2). 5-10-15 7) 30- 0- 0 . 12) 5-10-'15 31 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-Lod Vert Horiz.. Uplift Y-Loc Type 0-,1-12 1041 100 -778 BOT PIN 29-10 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 11-0-0 1 2 4 6 7 0 - 0 5-10-3 0-4-3 0 3 3.00 1� r 10-10-0 . 1.0 3 00 10-10-0 13 ._ 12 11 10 9 1042# 3.50" 1-1-9 1042# 3.50" 1- 30-0-0 1�-9�__ .. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 111 7� • scale = . 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W UNHV ar®nda $y$tem A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss 1D: V CONTRACTOR. Dsgnr: TLY Chk: Date: 6-11-02 4005 MARON DA WAY BRACING WARNING: TC Live"= 16.0 psf DurFac - Lbr: 1,25 SANFORD, FL. 32771 Bracing shown an this drawing is not erection bracing, wind bmcing. portal bracing or similar bracing which is a part of the building design and which must be'considered by the building designer. Bracing TC Dead 7A , psf DurFae - Pit: 1:25 - (407) 321-0064 Fax (407) 32173913 ` shown is for lateral support of truss members only to reduce buckling length. Provisions must be, BC Live 0.0 psf n O.C. Spacing: -24.0 - - TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. . (See HIB-91 of TPI). BC Dead. 10.0 Design g Criteria: TPI ' LICENSE #0050068 (truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). _ .psf Code Desc: FI�LA 1890 GREENHC ROOK T.OVIEDO.FL32766 TOTAL 1 33.0 psf I� V:06.02.02- 126- 2794' Design: --Matrix Analysis JOB PATH: _ C:ITEE-L0KU0BSI125MPHISUNHV = HCS. 06.02.02 DESIGN INFORMATION This. design is for an individual building t componenand has been based on information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/ordesigns furnished to thetruss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has-been designed as an Individual budding component in accordance with ANSI/TPl 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 he sure that the data shown re 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 oroccupancy loads. The design assumes compression chords (top or bottom) are comtinu. ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c.. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance withthefabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to beputIn writing before cutting or fabrication. -- Plates shall not beinstalled 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 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. Slots (holes) run parallel to. the plate length specified- Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to befabricated with fire retardant treated lumber unless otherwise shown: For additional information on. Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to' be followed in accor_dan'ce with "Handling installing & Bracing", HIB'-91. Trusses are to be handled with. particular care during banding and bundling; delivery and installation to avoid damage. Temporaryand 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 trusses to avoid toppling and domhroing. 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 ru tsses 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 H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP- #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT.CONNECTION PER SCHEDULE: Support 1 781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/999 L=-0.301' 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 WO: SUNHV 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, 1 C&C, V= 125mph, H= 21.0 ft, I='1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 fe 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 -3247 0.66 12-11 2955 0.76 2- 3 -2946 054 11-10 2629 0.59 3- 4 -3163 0.56 10- 9 2629 0.59 4- 5 -3163 0 56 9- 8 2955 0.76 5- 6 -2945 0.55 6- 7 -3246 0.68 TI: W QTY:1 ==============Joint Locations==========.==== 1) .0- 0- 0 5) 21- 0- 0 9) 20-10- 8 2) 4-10-15 6) 25- 1- 1 10) 15- 0-.0 3) 97 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 BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 BOT H-ROLL 9-0-0 12-0-0 9-0-0 1 2 4 6 7 6.00 0 3.00 1 5X6 2X4 SX6 1 3.00 4-10-3 0-4-3 0-3 8-10-0 11-9-0. - 8-10-0 12 11 1Q � 1042# 3.50" 1 1 9 1042# 3.50" 30-0-0 �1-199 gi 1 7) .EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 ■ �Maronda Syste�S 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 bmeing, wind bracing, portal bracing or similar bracing which is a part of.the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).. rrruss Plate Institute.,TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: W Date: 6-11-02 DurFac - Lbr 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0'r Design Criteria: TPI Code Desc: FLA Design Matrix Analysis JOB PATH: C.ITEE-L0KU0BSI12SMPHISUNHV HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibdity for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtnmr). When reviewed for approval by the building designer, the design loadings shown must be checked to besure 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 braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both facesof the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES .All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmc(ng 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 LmSSeS requires such temporary bracing during Installation between trusses to avoid lopping and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses: Professional advice shall be sought if needed. Concentration of construction 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. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.1411 RMB = 1.00 T15 0-4-3 WO: SUNHV 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, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 TI: X QTY:2 ==============Joint Locations=============== 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- .0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0--0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- D 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ----------- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 2-PLYS REQUIRED 5-0-0 20-0-0 5-0-0 1 3 5 6.00 3.00 8X10 10X10 RXi n 0 3.00 T 0-4-3 2-10-3 0-3 038 P9 l 4-11-8 19-6-0 4-I1-8 10 8 I 1685# 3.50 1685# 3.50" 1-1 9 30-0-0 1-1-9 196# EXCEPT AS SHOWN PLATES ARE tL20 GA TESTED PER-ANSI/TPI 1-1995 scale = 0.2077 Mar®nda 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 Design: Matrix Analysis WAKIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the 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 TPd. (Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). JOB PATIP C:ITEE-L0KU0BSI125MP111S1JNHV Eng. Job: Dwg: Dsgnr: TLY Cldc: TC Live TC Dead BC Live BC Dead TOTAL 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 nsf Truss ID: X Date: 6-11-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibWly 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- cdic 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 budding component In accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, 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 braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes re 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- I995 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 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 bmcing 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 until after all fastening and bracing I. completed. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.001, T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0911 RMB = 1.00 0-3-15 0-4-15 1 WO: SUNHV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 4 2.12 "4 95# 4.95" �1-6-2 (111-6-0) 7-0-14 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 Design: Mani[ Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Previsions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rr?uss Plate Institute, Tpi. Is located at 583 D'Onolrio Drive, Madison, Wisconsin 53719). JOB PATH., C:ITEF_-LOKUOBSIIL5MPHISUNHV TI: Y 9TY:2 ==============Joint Locations============___ 1) 0- 0- 0 3) 7- 0=14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7-.0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL Eng..iob: Dwg: Dsgur: TLY TC Live TC Dead BC Live BC Dead TOTAL MOO 193# 2.50" scale = 0.6346 WiT V Truss ID: Y Chk: Date: 6-1 1-02 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.o psr Design Criteria: TPI Code Desc: FLA . 33.0 HCS: 06.02.02 JB: SUNBURY H AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, speclllcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responslblllty or exercises no control with regard to fabrica- tlon, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvasdzed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mvlew this drawing to verify that this drawing is in confonnanee with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be slap. 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) ran parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid - damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and do mooing. 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 until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP. #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support.) 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L=-0.09" D= 0.011, T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-15 0-4-3 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact"Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 TI: Z QTY:11 ==============Joint Locations=============== 1) 0- 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 - --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 1 2 6.00 3.00 I 0-3-8 77 4-8-8 4 3 215# 3.50" 108# 2.50" L1-1-9 1-1-9 �e 5-0-0 59# 2 50 ( EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: 4-10-12 �M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C .OVIEDO.1`1_32766 Design: Matrix Analysis INAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must. be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSI125MPHISUNHV 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 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Truss ID: Z Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA V:06.02.02-_12805- 31 HCS 06.02.02 DESIGN INFORMATION This design Is for an Indlvld ual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of Faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- etflc project and accepts no responsibility or exerelses no control with regard to fabrica- tion, ha viling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building des lgn by Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Ior-0" 0.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed 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 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" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimurn sloes based on the forces shown and may need to be Increased for -ft. In hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumher unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. 711es 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- jfuton and for resisUnglateral 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 betweentrusses to avoid toppling and domtnotng. 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 tnrssos at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and braeing is completed. JB: SUNBURY H AC..10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.001' T= 0.001, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNHV WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp"Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE...CSI -BC... 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTYA ==============Joint Locations==========__ 1) 0-9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL i 2 6.00 3.00 0-3-8 0-10-0 � 4 89# 3.50" 3 25# 2.5011 1-1-9 1 rr 1-1-8 —___ bN EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1- -4 FmMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cf.OVIEDO.F1.32766 Design: Matrix Analysis vYAKNINU: 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 a t1on bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPp. (truss Plate lostltutc. TPI. Is located at 583 D'Onof c, Drive, Madison, Wisconsin 53719). JOB PATH: C:17EE-LOKUOBS1125MPHISUN11v Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 t Attach with (1) 10d Toe -Nails lug. Job: Dwg: Dsgar: 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 = 1.5123 Truss ID: Z1 Date: 6-11-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" . Design Criteria: TPI Code Desc: FLA 11CS: 06-02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Informatlon. specifications and/or designs furnished to the truss designer I 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 contml with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project speclflcatlons 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 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 fabnotor'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 Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall belocated on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate Is 5" wide x 4" long. A 6.8 plate Is 6" wide x8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes ate minimum sizes based on the forces shown and may need to be Increased for certain ha id- ling and/or erection stresses. Thistrussis not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional_. Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling Installing & Bractng'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing - for holding trusses in straight and plumb pos- ition and for resisting lateral force shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautlonary action for misses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design loads shall not be applied to [msses at any time. No loads other than tine weight of tine erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY H AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chards are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support "2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 1 WO: SUNHV 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= 125nph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 7] ------ TI: Z2 HTY: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- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL � 3-1-8 1 2 6.00 1-2-7 0-8-8 3.00 0-3-8 2-10-0 4 3 199N 3.50" 'e 1-1-9 � _ 1 65# 2 501t 3-1-5 (121-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA ('/I.• _n-d TESTED PER ANSI/TPI,1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C7.0VIEDO.FI_32766 V1►HKIVIN11j: 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 showm is for lateral support of truss members only to reduce buckling length. provisions must be trade to anchor lateral bracing at ends and specified locations determined by the building designcr- Additional bracing of the overall structure may be required. )See HIB-91 of TPI). 17'nrss Plate Institute, TPI. is located at 583 D'Onofr7o Drive, Madison. Wtsmnsln 537191. Design: Matrx Analysis JOB PATH: C-ITEE-LOKUOBSI125MPHISUNHV Attach with (3) 10d Toe -Nails Attach with (1) IOd Toe -Nails scale = 0.8792, Eng. Job: W UNHV Dwg: Truss ID: Z2 . Dsgnr: TLY Chk: Date: 6-1 1-02 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:06.02.02 _12807- 33 11CS: 06,02.02 DESIGN INFORMATION f This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of .faulty or Incorrect information, specifications and/or designs furnished to the truss designer by th—lent and the correctness or accuracy - - _ of this information as it may -relate to a spe= r chic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of - Irusses. This trusshas been designed as an I individual building component in accordance with •ANSI/TPi 1-1995 and NDS-97 to be incorporated ' as part of the building design by a Building 1 Designer (registered architect or professional engineer).. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, car. JecL specifications or special applied loads. U:Aess-shown, truss has'not been designed for storage. or occupancy. loads. The design assumes compression chords (top or bottom) are conurm. ously braced by sheathing unless otherwise specified. Where bottom chords I. tension are not fully braced laterally by a properly applied rigid ceiling, they should bebraced at a. maximum spacing of'I fr-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASPM A 653, Grade. 40, unless othenvlse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review_ this drawing to verify that this drawing is in contormangc with the. fabricator's plansand to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication, Plates shall not be installed over knotholes. knots or distorted grain.Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located one both laces 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 Bx8 plate is 6-, - wide 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlmid of the webs unless otherwise shown. Connector' plate sizes are minimum sizes based on the forces shown and may.. need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HiB-91. Truss— 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 othersCareful hand- ling. is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses .to avoid toppling and dommoing.. The supervision of erection of trusses shall be under the control of persons trig experfenced 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. JB: SUNBURY H AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT-CHORDS: 2x4 SP 42 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/859 at JOINT # 4 L=-0.41" D=-0.42" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.401, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.15 T 4-3-15 0-4-3 0-3-8 1 1 _WO: SUNHV WE: MULTIPLE LOADS =- This design is the composite result of multiple loads. All COMPRESSION Chords are.assumed to be continuously braced "unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft; I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC-r.FORCE...CSI 1- 2 -3239 0.63 12-11 2933 0.67 2- 3, -3152 0.51 11-10 2840 0.71 3- 4 -4083 0.90 10- 9 2839 0.71 4- 5 -4083 0.90 9- 8 2933 0.67 5- 6 -3152 0.51 6- 7 -3239 0.62 TI: Z3 QTY:1 ====Joint Locations ____ 1) 0 0--0 - 5) 23- 0 0 9) 22=10-_8= 2) 3-10-15 6) 26- 1- 1 10) Is- 0- 0 3) 7'- 0- 0 7) 30- 0- 0 11) 7- 1- 8 4) IS- 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 1042' -50 -797 BOT PIN 29-10- 4 1042, 0 -779 BOT H-ROLL I f 60.00 S 6 71 5X6 we _-- _ 3.00 1 Y2 lli 10 1042# 3.50" 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Mar®nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C".0VIEDO.FL32766 WARG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracmg shown on this drawing is not erection bracing,. wind bracing, portal bracing or smdlar:brncmg which is a partof the building design and which must be considered by the building designer. Bracing shown.is for lateral support of truss me others only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. {See HIB-91 of TPI). (T7uss Plate Institute, TPI, is located at 583 D'Onofrie, Drive, Madison, Wisconsin 53719). . - - Uesigri: Marrzr Analysis JOB PATH CITEE-LOKUOBS1125MP111SC{NHV { - - - i 1 3.00 T 0-4-3 3-10-3 1042# 3.50" 119 scale = 0.2077 Eng. Job: W N H Dwg: Truss,ID: Z3 Dsgnr: TLY Chk: Date: 6-11-62 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:06.02.02- 19Rr1R- 3A -,- HCS_06.02.02