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HomeMy WebLinkAbout143 Pinefield Dr 03-2827 SFRPERMIT ADDRESS \141NI i CONTRACTOR ADDRESS Maronda Homes 1101 N Keller R&, Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PHONE NUMBER PROPERTY -OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACD PLUMBING CONTRACTOR MIS CELLANEOUSCONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE FEE SUBDIVISION kAh Ap* f6A -M- PERMIT # 0 'A6 DATE ! `� PERMIT DESCRIPTION 4R§Q. PERMIT VALUATIO SQUARE FOOTAGE > 0 d C00X<TY U!7* �M|`ACT F[[ STAJ[11[1I7 ISf"U[D DY CITY U| 1;0K|UkD 2TATENENT rUMBER 103-75697 DAl�!�: DUI(�Dl|1G 1'�T<;!CITY) C�U�T� N]M8ER: __ ........ _ UNIT ADUPESS: lRA('|IC 7OHE� J\\IS�l<TIU �� ��llY-0� ' -- . . . ��. ,U]C: TKy R[�: _ SUl�DlVlCIOL. � � : '---^~'- ����-'---_- ___-_----- PLAT B660' l�CO%: uo��_ PL�� f[OK PA�E OWNER . ,'� . 0DDRE��S: _ 1216 . WEAN -------�.' APPLICAhT �/PyE: __��________________________________.___________________-__ ADDRESS: LAND \J6E CA7E6pRY: 001 - Singlp Family Detached House lYrF won Revide//iial KURX D[ECRIPTION: Singlu Family Hcuso: Detached - Constvnction __'�'�'', _*'_______-______________________________________ F�E �EKEFlT �ATE F�E �NIT PA7E PER � ;� TYPE TOTAL 0UE TYm� DIST DESC. Ui|IT OP UNITS '''---------------------------'----------------------------'-------- kUADS ARTERIALS CO -WIDE O dwl unit 2 705.00 1 $ |fUAD8 [OiLEC, TC3S K[RTH O dwl unit $ 142.00 1 0 LXl«80RY C[/-NlDE O dwl u'.it $ 54.00 1 $ CO -WIDE O SThll�M[N[ �LCF:�V� V DY: dwl unit $1,384.00 1,3u4.o/) ANOUNT DUE 2,285.0() SIGUATURI: KOTE TO RECEIVING SIEIVATCRY/OPPL[CANT: FA[LIARE TO NOTIFY ONUBR AHD [NSUkL TJK�LY PAYMENT MAY RLSLIT IN YOUR LIABILITY FOR THE FEE. =|� ` DIST8lfUTIE#: 1-[[[h7Y 3'CDY 2.A|11.lCANT 4CUUKTY PD<SU{|�`A AR[ ADVIC[D THAT THIS IS A STATEMINT [F FEES WHICH P-ND PAYABLE PRIOR TO ISSUAK[E OF A bUILDIH(l P[|U1I7. ['F[�XJUS AR[ ALSO ADVISED THnT A`|Y RIGHTS OF THE AnPLICANT, OR OWN:R, TO APPEAL THE CALCbLATIOpS OF THE ROAD, LIBRARY SYSl[M AH0/UR [DUChTlOHA! (SCH0]L) IMPACT FEES MUST BE EXERCISED BY FILIU; A WRlTl[U RE[UEST WITHIN 45 CALENDAR DAYS OF DVE RECKIVIHG SIGH/Y[U�[ DATE ABOVE, DUT NOT LATER THIN CERTIFICATE OF OCCU!ANCY O./ U/1CUPANCY. TLE RECUEST FOR REVIEW MUST KEET THE 9EOUIKE11170IT9 U|/ T||E COUHTY LAHD DEVELOPMENT CODE. COPIES OF THE KUIES GOVERNIUG ADPEALC MAY PE PlCYED UP, OR RECLESlED, PIROM TPE PLPN Iy~PLLVENTATIOU 1101 [.hQT FIRST UTRE[T, SANFORD, FLORIDA 32771; (407) 665 747n. - PAYIENT SHOULD PE KALE TU: CITY OF 2ANFCRD DUliDIH(i D[|`AkTMENT 300 NORT|| PARK AV|FMK)[ SAH!"URD. 1"|. J2771 PAYRE5T SHCULD PE BY CF[CK OR MONEY ORDER, AND 8001AiD R[FEN�NC[ 7�X' CTATO<�NT |��NDER AND CITY DUILDINS PERMIT NUNBER AT THE TOP ` )KAXAT||lS STAT[NENT IS VA' -ID UX-Y IN CONJUNCTION WITH ISGUANCE 07 A10| FOMILY BUILDING s Ask 1 - C) t CITY OF SANFORD PERMIT APPLICATION Pcrmit #: (�� �� Date: August 8, 2003 Job Address: 143 PINEFIELD DRIVE LOT 124 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 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: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-1240 (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. 1 certify that no work or installation has commenced prior to the issuance ofa permit and that all work will be performed to meet standards ofall laws regulating construction in this jurisdiction. 1 understand that a separate pennit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing informaion 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 ofthis county, and there may be additional permits required from other governmental enities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the propmy of the requirements of Florida Lien Law, FS 713 8/8/03 Signature of Owner/ ent Date Russell Keith Summers Print Owner/Agent's Name 8/8/03_ Signature of Notary -State of Vlorida Date '...N.......... . ................. �. LAURIE PELLEGRINO Comm# DD02328M En*n 7/162007 fllltort0�d In (e00)432-42 4 Owner/Agent is _X_ Personally Known to Me or Produced ID 8i8/03 Signature of Contractoe/A�ent Date `f Russell Keith Summers Print Contractor/Agent's Name K, L� 8/8/03 Signature of Notary -State a lorida Date N.M............... • • LAURIE PELLEGRINO Com"O OD0232804 E30 M 7H6QW sat . M 1(eoo,1111� Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: 1314IMF ` 10-63zoning: Utilities: (Initial & Date) (Initial & Date) FD: (Initial & Date) (Initial & Date) Special Conditions: 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: 143 PINEFIELD DRIVE Lot: 124 Panel: 4 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: -----143 FINEFIELD_DRIVELot: 124 Panel: 4 — ----------------- Plumbing Contractor: _______WILLIAM T. SELF Residential: __V _ 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. - I/L Applicant's Si ature CFC057039 State License Number Jj 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: — 143 PINEFIELD DRIVE ----- Lot-124-------- _ ---- Panel: 4 Electrical Contractor: DANIEL G. PUGLISI Residential: __10 Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. pl' is Signature EC0001663 State License Number Lm�aronda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORm KEL LER ROAD, Suin F • ORLANDO, FLORIDii 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ❑x CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 124, 143 PINEFIELD DRIVE at CELERY LAKES. RUSSELL KEITH Sl:1MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 8TH day of AUGUST, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. ' U►URIE PEU.EGRINO ` T COMO NOTARY PUBLIC a �7n6� w �d MON(aD0�.12yti Aone� in-! C:\Documents and Settings\pellegdnl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc oLL LU jN U. o°a U2 z W J N gr Y M =t LL 0 W Z Z Z mCo 0 pf.l0 NARYWE MORSE, CLERK OF CIRCUIT COURT WAINOLE COUNTY BK 04939 PG 12 l CLERK'S tl 2003131304 RECORDED 67/29/2M 12sl7t57 PN RECDRDINS FEES 6.00 RECORDED BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 124 143 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.) Oavner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDEFIS (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 b!/ Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. le'St., Sanford. FL 32TT1. F=ax: 407-330-5062, Phone: 407 322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL K TH.SU MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public E(591PAJII�� DEBBIE TIME UXTIFIED COPY MY Comm UP. ZrVO5MARYANNE MORB® No. CC 999378 CLERK OF CIRCUIT COU" kP �y w, on,� I.D. SEMINOLE COUNTY. FLORILM � p, Uri r� taK JUL 29 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 124 Subdivision: CELERY LAKES Property Address: 143 PINEFIELD DRIVE K 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. FX_1 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). FX-1 c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 7 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 377 S.F. Porch (s)/Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. E 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO 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: Friday, August 08, 2003 SIGNATURE:"�Z�= -�- (By Owner or Authorized Agent) 0 0 n PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 124, 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. 123 N 89'38' 17" E 120.00' 5' DRAINAGE ESM'T 5.00' 27.00' 10' UILT. ESM'T N 89'38'17" E 95.00' N Cl, SCALE: 1 "=30' 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. H7 0 W H O Z Lo Q W .J a U LO SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED CORRECT TO: KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823. Sanford, F1. 32772-0823 (407) 322-2000 PROJECT NO: o 3 -706 1 SURVEY DATE: PLAT OF B'OUhlURY SURVEY z-r MARONDA HOMES Legal Description LOT 124, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25' 123 N 89-38'17" E 120.00' 5' DRAINAGE ESM'T 5.00, 27.00' N ' N t D o (/) t °' A O i °' D � O °MC-1 ct m O ON 125 Zo10.00'p N � i Zo 124 N .A W cfl W m j 58.00' DD N W \ 10' UILT. ESM'T \ ---------- -- \•� 'Q\\�� N 89'38'17" E 95.00' , LA 00,, SCALE: 1 "=30' SURVEY NOTES H7 0 w 0 z CC w J Q U LO 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS:I CERTIFIED CORRECT T0: I PROJECT NO: 03 - '706 KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-M3 (407) 322-20M SURVEY DATE: FORM 60OA-2001 I FLORIDA t ENERGY EFFICIENCY CODE F R BUILDING CONSTRUCTION Florida Department of Community Affairs esidential Whole Building Performance Method A roject Name: ARLI PIY�P-�ie1(� GTON 4BDR �rlt�2 Builder: MARONDA HOMES [Address:146 ity, State: h Permitting Office: wner: EL Permit Number: RIC limate Zone: Cent Jurisdiction Number: 1. New construction or exis i 2. Single family or multi-fanil I New _ 12. Cooling systems 3. Number of units, if multi- Single famil g y - a. Central Unit Cap: 40.5 kBtu/hr y 1 4. Number of Bedrooms _ I 4 - SEER: 12.00 - b. N/A 5. Is this a worst case? I - Yes 6. Conditioned floor area (ft') 1875 ft' c. N/A _ 7. Glass area & type a. Clear glass, default U-factor i Single Pane Double Pane - _ b. Default tint 196.0 ft' 0.0 fP - 13. Heating systems - c. Labeled U or SHGC 0.0 ft' 0.0 fP - a. Electric Heat Pump 0.0 ft. Cap: 40.5 kBtu/hr _ 0.0 fP 8. Floor types HSPF: 8.20 I b. N/A - a. Slab -On -Grade Edge lnsulati R�.O, 198.0(p) ft - b. N/A ' - c. N/A ! - c. N/A - 9. wall types I - a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent i - - 14. Hot water systems - � i R=4.2, 1196.0 ft _ a. Electric Resistance Cap: 50.0 gallons c. N/A R=11.0, 196.0 ft' _ I - EF: 0.93 d. N/A Ii - b. N/A - e. N/A - - 10. Ceiling types ; c. Conservation credits - a. Under Attic ! 0 ft-- (I IR-Heat recovery, Solar - R=19.0, 2085. b. N/A i - DHP-Dedicated beat pump) c. N/A -15. HVAC credits PT, 11. Ducts _ (CF-Ceiling fan, CV -Cross ventilation, a. Sup: Unc. Ret: Unc. Ali: G b. N/A !e - HF-Whole house fan, Sup. R=6.0, 150.0 ft - PT -Programmable Thermostat, j MZ-C-Multizone cooling, j MZ-H-Multizone heating) I Glass/Floor t re a: 0.10 Total as -built points: 27093 Total base points: 28742 PASS I hereby certify that the plat by this calculation are in co Energy Code. PREPARED BY: DATE: I hereby certify that this buil compliance with the Flora a OWNER/AGENT: VL DATE: nd specifications covered lance with the Florida D, as designed, is in ergy CqS e. , EnergyGauge® (Versa I 01 -V HE Sr9r�c� ,,,,, o � a r 4 �GpD WE BUILDING OFFICIAL: - DATE: ♦1'_y� J ------------ 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. J FORM 60OA-2001 y SUMMER CALCULATIONS Residenti I Whole Building Performance Method A - Details ADDRESS: PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X B FM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X SPM X SOF = Points Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 .18 1875.0 5.78 8700.8 I ! Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 i I Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 10.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 1313.1 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BiSPM = Points Type Area X SPM = Points Adjacent 17.0 I 11.60 27.2 Exterior Insulated E Exterior 40.0 4.80 192.0 Adjacent Wood 20.0 4.80 96.0 Exterior Insulated 17.0 2.40 20.0 4.80 9.8 6.0 Base Total: 57.0 219.2 As -Built Total: I 57.0 232.8 CEILING TYPES Area X 3SPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic I 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 ' 3993.8 As -Built Total: i 2085.0 5879.7 FLOOR TYPES Area X 13SPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation Raised 0.0 0.00 I 0.0 0.0 198.0(p -31.90 -6316.2 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X SPM = Points Area X SPM = Points 1875.0 14.31 26831.3 I 1875.0 14.31 26831.3 i EnergyGauge® DCA Form 60OA-1 001 If EnergyGauge4D/FlaRES'2001 FLRCPB v3.3ri FORM 60OA-2001 SUMMER CALCULATIONS' Residenti ;I Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BAS i . AS -BUILT Summer Base Poin s: t35736.6Summer As -Built Points:38879.3 Total X Cap X Duct X System X Credit = Cooling Total Summer X Syst Points Multi m = lifer Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 35736.6 0.4266 15245.2 38879.3 38879.3 1.000 1.00 (1081.250 l.150x 1 �) 0.284 0.950 13120.3 EnergyGaugeTu DCA Form 001 I EnergyGauge(&YFIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residenti I Whole Building Performance Method A - Details ADDRESS:... GLASS TYPES .18 X Conditioned X Floor Area .18 1875.0 - WALL TYPES Area X Adjacent 196.0 Exterior 1132.0 Base Total: 1328.0 DOOR TYPES Area X Adjacent 77 17.0 Exterior 40.0 Base Total: 57.0 CEILING TYPES Area X Under Attic 1875.0 Base Total: 1875.0 FLOOR TYPES Area X Slab 198 0(p) Raised 0.0 Base Total: INFILTRATION Area X 1875.0 1.8 2.0 4.00 5.10 1.9 PERMIT #: AS -BUILT ---I = Points 0 0 Overhang Type/SC Ornt Len Hgt Area X WPM X WOF = Point; 1977.8 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.7 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.2 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 •235.3 Single, Clear SE •1.0 6.0 40.0 10.59 1.02 432.5 As-BUllt Total: 196.0 2344.7 vl = Points Type R-Value . Area X WPM = Points 352.8 Concrete, Int Insul, Exterior 2264.0 Frame, Steel, Adjacent 4.2 1132.0 3.26 3690.3 11.0 196.0 2.60 509.6 2616.8 As -Built Total: 1328.0 4199.9 7 = Points Type Area X WPM = Points 68.0 Exterior Insulated 204.0 Adjacent Wood 20.0 5.10 102. Exterior Insulated 17.0 5.90 100.3 20.0 5.10 102.0 272.0 As -Built Total: 57.0 304.3 =Zints Type R-Value Area X WPM X WCM = Points 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 1200.0 As -Built Total: 2085.0 1813.9 = Points Type R-Value Area X WPM = Points -376.2 Slab -On -Grade Edge Insulation 0.0 0.0 198.0(p 2.50 495.0 -376.2 As -Built Total: 198.0 495.0 = Points �.. Area X WPM = Points 525.0 �� .s 1875.0 -0.28 -525.0 EnergyGauge® DCA Form EnergyGauge&FIaIRES-2001 FLRCPS v3.30 i FORM 60OA-2001 WINTER CALCULA TIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASS AS -BUILT Winter Base Points I 5165.4 Winter As -Built Points: Total Winter X Syste Points Multiplier = Heating Points Total X Cap X Duct X System X Credit 8632.9 = Heating Component Ratio Multiplier Multiplier Multiplier Points i (DM x DSM x AHU) 5165.4 0.62 i 4 3240.7 8632.9 8632.9 1.000 1.00 (1.078x 1.160 x 1.00) 0.416 1.250 0.950 4268.5 1' 0.416 - 0.950 4268.5 EnergyGauge*" DCA Form EnergyGaugeOD/PaRES-2001 FLRCPB v3.30 FORM 60OA-2001 WATER AEATING &CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE:'AS-BUILT WATER HEATING Number of X Multi Tier = Total Tank EF Number of X Tank X Multiplier X Credit =Total Bedrooms Volume Bedrooms Ratio Multiplier 4 25 100 0 10256.0 50.0.93 q I 1.00 2426.15 1:00 9704.6 i i As -Built Total: 9704.6 CODE COMPLIANCE STATUS BA E AS -BUILT Cooling+ ' PointHeating �+ 7HotWa7ter::P:oints lCooling +Heating + Hot Water = Total Points Points Points Points Points 15245 3241 1 10256 28742 13120 4269 9705 27093 I PASS �oQ THE Srq� 1 * c �C0 I I i i I i EnergyGauge'"" DCA Form 600A- 001 Energ yGauge(g)FlaRES-2001 FLRCPB v 3.30 II FORM 60OA-2001 k Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS:,,, I l PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS 3tCTION REQUIREMENTS FOR EACH PRACTICE Exterior Windows & Doors Exterior & Adjacent Walls 06.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area;.5 cfm/s .ft. door area. 06.1.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. iEXCEPTION: Frame walls where a'continuous infiltration barrier is installed that extends Floors from and is sealed to the foundation to the to late. 06.1.ABC.1.2.2 Penetrations/o penings >1/13' sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed Ceilings to the perimeterenetrations and seams. 06. 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 I Recessed Lighting Fixtures installed that is sealed at the perimeter. at 2enetrbdons and seams. 0 .1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a i sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from Additional Infiltration reqts 6A-22 OTHER PRE; COMPONENTS Water Heaters Swimming Pools & Spas Showerheads Air Distribution Systems HVAC Controls Insulation Ri.1.ABC.1.3 i I ll IVE ME S CTION 6 2! 1 6 2I11 i 6 2J1 610 y1 i 607.1 S ;1. 602.1 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit L..._L__,. ... - -- 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 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics.• R-6 min. insulation Ceilings -Min. R-19. Common walls -Frame ,R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT"" DCA Form 600A-,2001 Ener gyGaugr.)&FlaRES'2001 FLRCPB v3. 30 I i ENER(-'i Y PERFORMAN CE LEVEL (EPL) DISPLAY CARD STEVIATED ENERGY PERFORMANCE SCORE* = 84.2 The higher the score, the more efficient the home. ELECTRIC I. New construction or existingCooling 2. Single family or multi-famil i New — 12, System 3. Number of units, if multi- j Single family a. Central Unit ' y 1 — Cap: 40.51c13tu/hr — 4. Number of Bedrooms i 4 — b. N/A SEER: 12.00 — 5. Is this a worst case? Yes — _ 6. Conditioned floor area UP) 1875 fe c. N/A — 7. Cry area & type a. Clear - single pane + Single Pane Double Pane — — i b. Clear -double pane 196.0 fe _ — i 0.0 ff 13. Heating systems c. Tintlother SHGC - single 0.0 fe 0.0 fe — a. Electric Heat Pump e I 0.0 Cap: 40.5 kBtu/hr — 0 0 d. Tintlother SHGC - double — HSPF: 8.20 b. N/A — 8. Floor types a. Slab -On -Grade Edge Insulati n R�.0, 198.0(p) ft c. N/A — b. N/A i — c. N/A 9 Wall is _ — 14. Hot water systems — a. Concrete, Int Insu� Exterior — a Electric Resistance Cap: 50.0 gallons I R=4.2, 1132.0 ft' — b. Frame, Steel, Adjacent _ R=11.0, 196.0 ft' EF: 0.93 — b. N/A c. N/A — d. N/A e. N/A c. Conservation credits — ' — 10. Ceiling types i (I-IR-Heat recovery, Solar — a. Under Attic — DHP-Dedicated heat pump) R=19.0, 2085.0 fe 15. HVAC its credits b. N/A c. N/A I — PT' — (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts ( HF-Whole house fan, a. Sup: Unc. Ret: Unc. AH: G b. N/A _ PT -Programmable Thermostat, -age Sup. R-6.0, 150.0 ft — TIZ C Mrrltizone cooling, MZ-H-Multizone heating) I certify that this home has co Construction through the aboi i plied with the Florida Energy Efficiency Code For Building ejenergy saving features in this home before final insp which will be installed (or exceeded) THS STgT60 coon. Otherwise, a new EPL Display based on installed Code comp Card will be completed *VO4 ant features. _ = Builder Signature: �r Date: vd + o a Address of New Home: I*r City/FL Zip: '►. coa WEI *NOTE: The home's estierforma�rce This is»ot a Building Enyour score is only available through the FLARES comp rtter program. Tline your home may qualm fncy score is 80 or greater (or 86for a USEPA/DOEEnergyStar 'designatiaz), mortgage (EEM) incentives Contact the Energy Gau11638-1492 ifyou obtain a Florida Energy Gauge Rating. or see the Energy information and a list of certi Gauge web site at www.fsec.ucf edu for � Raters. For information Florida's contact the Department of Ca about Energy Efficiency Code For Building Construction, munity Affairs at 8501487-1824. EnergyGauge® (Version:: FLRCPB v3.30) i Maronofal . Systems MSdronda Systems Engineer of Record Design Criteria: TPI 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL12401 124 143 PINEFIELD DR ORLN-CEL ARLK4 LEFT Fax (407) 321-3913 FL PE # 50068 ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCE 7-98_ These trusses arp ripCinnpri fnr an anrinearl hnilriinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 10-7-02 O 4-21-03 Roof Loads - VT 4-11-01 01 4-21-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 4-21-03 A 6-26-03 ✓ P 4-21-03 ✓ B 4-21-03 P1 4-21-03 C 4-21-03 O 4-21-03 Total 33.0 psf C 1 4-21-03 R 4-21-03 D 4-21-03 R1 4-21-03 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. S acin : 24.0" D1 4-21-03 S 4-21-03 E 4-21-03 S1 4-21-03 El 4-21-03 T 4-21-03 F 4-21-03 U 4-21-03 F1 4-21-03 V 4-21-03 G 4-21-03 W 4-21-03 G 1 4-21-03 X 4-21-03 H 4-21-03 X 1 4-21-03 1 4-21-03 Y 4-21-03 1 4-21-03 Z 4-21-03 K 4-21-03 Z 1 4-21-03 L 4-21-03 L 1 4-21-03 L2 4-21-03 M 4-21-03 N 4-21-03 N 1 4-21-03 INV # DESC QNTY DATE: AUG 0 .8 2003 18331 THD26 2 18330 THD28 18360 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 40-0 l � r l�7 N N X - - X X X X X - X - X - X X X -� N Q- W - l� ' I I Lf I U 7,TT _ CDT o I S S JUS26 HA IGERS I L\\ Ti � L I - 2 SKH26 HANGERS A - 4 PLY �- (2)SKH26 HANGERS BI C / ,, VOLUME CEILING \\ 12 // VOLUME CEILING I \ E A o 12 FI 6. \\ / G y rH I -- ODD SPACE I ODD SPACE ODD SPACE ODD SPACEGl I� If _ _ _ \ _ _ H --7— i VT5DA �\ 12 I _ \ PLANTSSHHEELLF VT51AI 12 ; �E1 0 Ail I VT52A m VT53A EH\62 \ I 6 I EHUH26 Cl -3PLY lo -� PLANT SHELF 02_L 021 _ w L K s/ I I ! I I .fl $ ODD SPACE 021 ,'CEILINGI IC R •O ODD SPACE I 01_ I _ 12 12FT Elio J- 1 PLY M / 12 — 01 6 6 H MI d r 0 S1 S1 MI �1 a 1 -i VOI�EILINC' P1 ODD SPACE - a�w�a- - - - - / I J P1 I j L- - _IV: SCISSOR GABLE 194 -�- 60 .�_ ,46 AUC��I`8.1003 JOB NUMBER: ARLK DRAWN BE, y DATE: 10-7-02 5xill CUSTOMER: REVERSED PITCH:6/12 & 4/12 / - JOB NAME: ARLINGTON K 3 & 4 BDRM BEARING: 6" LOAD:33# HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES is the resoonsibilitvofthe installer(builder building contractor licensed contractor, ,ectororerection contractor) to pr P-erlvreceive unload store handle in tall and ace metal plate connected wood trusses to protect life and property. The installer ;ust exercise the same high degree of safety awareness as with any other structural ,aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are 3sed upon the collective experience of leading technical personnel in the wood '494 TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility 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. sTORAG— russesshouldnotbe C �tereain or,un siiw could cause: +�nr �te;tNIS �r .. �Ci .�i i61© asses s' ored Iha"Rio! tail�%should be j r '.�j�,+"3•*i� Tr..'`'rN_1@ti1�6�ii�"'tt�� Q7� ���o eAn�flloir�ci � opr�'.el�f�eiucesstue �teral� ,��+ t'`;dirg �ary'Iessrm .'isCuaiF�iR •�?` .•�+aa.,:.:,. _, at:ax�:•r n! �nrmr::tx�s_.Vrigc su atc�aavS,R{ v+.4� rkl- i iM1�7" 4c«nw�z . a++Y„�71 . ax '+�' ^{•. 4, ,.Y t+3 � 4 3kc n RNING ©oino area "iba rlil�i tE � i si$Il tian� h {tea a �r :; , �I •tea r��-� �egrnsw C�areyshou#d ex rc�s�l� e A, xi a oldfis thin ..o tntl, � la si xu � ' Ea y�rea."F: 3i ar�{ t1GcU8 �t��nc7e� ., iji"$r , �' x • to �vvt.. d?{ Frame 1 Tag Line eU`TLQ ail xu 1 n y C�?9PID BR�I�CING'.®lJl��'DIN'Gr�INTER�INOFi�,� brace S3-S'G 9 "� ,>��'�.d.,b�M ..c `•CRi�IE:.:. .. tliri�;.nk,�il�, �r ,. er,i u .'�.�i)IIhF.r+r� . r�aya�nes pq V,accor rotary Brac/ng?u1V1yPi�te Conjrectgtl+� .tl�( t err ;, 1 T 1 xwi. idi!Af�li�l 4M��1+. i;�.,n i..... !;, UNa�,'PRAClNC'`. BUIL®ING"'EXTI::AICR;': Top Chord Typical vertical BT attachment7BIock Q8V °� j Ground Brace .. ,�•,,. Vertical& (GBV) Strut (ST) ,ntal tie member with a (HT) s3rusa of bra, Oup of trusse (ES) Frame 2 d. r In 12 —� 4 or greater yr 20 \ Top chords that are laterally braced can buckle togetherand cause oollapae if them lano dLgo- nal bracing. Diagonal bracing should benailed to the underaide of the top chord when purlina are attached to the topside of the top chord. G"yu1".1111; " se ", 11 I `r P I,III. hil� lilrl�Iu"11I41'Y (i 1�r N)ii 1 lih L, I I� �yll �I TOP CHOROiI I Mf NIMUNi ll,ill4gi TOP CHORDDIAGOhIALBRACE i9` i aj�lli.;, PITCH�IIIil,lll���ll�i��ir�LATERALIBRACEI� SPACING (DBS)',�I SPAN II rI DIFFERENCE SPACING(LB fi ou,1 I " "�� • ...;'i � � 'SP DF " SP,F/HF Up to 28 2 5 7' 17 12 Over 28' - 42, 3.0 6 9 6 Over 42' - 60, 3.0 5' 5 3 Over 60' ( see a registered professional engineer DF- Douglas Fir -Larch HF - Hem -Fir Cont!nuous Tn nh—A Lateral Brac Required 10' or GI Attac h m e nt Required SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. n n r{411 'I'NIN I t SPAN!�I�Fi6 1 III U to 32' �t� f1 �M'' ��rp.li, i V I I 1 INa.II IINj i'I"IIIIIi1�alY14.Gi IITOP„'CHORD1 1�1 �I MINIMUM pIILATER'llag IJlll,p k � ,RACE llldSPACINGpl,ill 1 f�TCHt t la (LBS) ,Il,da, 4/12 8r TOP CHARD D�1�G�1�AL'BRACE., SPACING (DB r!l, S) �N"fIh I # rus'ses ,.., / 20 15 Over 32' - 48' 4/12 6' 6' 10 7 Over 48' - 60' 4/12 6 4 Over 60' See a registered professional engineer HF -Hehern Pine m Fir rrr "rUrl SPF -SpO!Jruce-Pine-Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10" or Gre Attachrne Required PITCHED .TRUSS j ' { x ,F 12 .k\` �. ' ti 9 a� Topchordalhateralatorallybracedcanbuckle Jy5 Q�� togetherandcausecollapseifthereisnodiago- ,`� 5 nal bracing. Diagonal bracing should be nailed h �ry to the underaide of •e top ct -d when purlins are attached to the topside of the top chord. !�; SC'fSSORS TRUSS• Frame 3 Bottom chord dfag at each.'end of the' spacing as top'chc I 1 I I SPAIN� IIIII,IIIII.!,!!��IblVllld.�ll�,�!b,ll'I�ilnNxh��:�!�!Y,4il�'�adli;�I'"!���''"'114G6'�NUIIB�I!CI����'llli � I �� II,� I I I i I, INI4W'i III PITCH I M pI 1���I I I IIit ii I) /Vi�l I T B�TnoO IIIIC, I ,pI � III WI I � L"A�EFi� B�li�CE' 1� INdI II I � SPAG�f��l IB�11 7��+'���IIII,IH� x 0RD )x 1119 1 �q� �K ... %O�i M C OR ��xl"A°A GONL BRACE wn IM I I h -.: S dC1NG {DB �f �l IMY SDI 11�1. ��il',(�4trusses Ili'" a 3��sil�,.. Up to 32' 4/12 15' 20 15 Over 32' - 48' 1 4/1 2 15' 10 7 Over 48' - 60' 4/,2..l 15, 6 4 Over 60' See a registered professional engineer h I.,SP Southern Pine „SPF=Spruce-Pine-fir F - L r d "".NJ _. '�T;.awk�j..T�4'.:•� ri��� ''''pyyt( ry }' -I n4r`��w CIA lu ' All lateral. races lapped at feast 2 If�",Nj��,sl{p ,ir'tu`sses��r I� I4 c'Mi,r� ,�-t'ta ?A � •- 'Y .1AlOaf rxli1a "1 R - ���� +s''M5rS,0�1 IxLL+11WYWn111{1Wp{1���YY�x[/p11�x�x1p7CC1p�ir��f�pp,;'I],�J'jp�7IIN}bM1xN �I I�OIIN'1111ufI.,�uXhMIAOR�I;P LJ� IM� _-,.. rriWtl;k`:ii w_f` tnt,{il5i+l YtNf:: , .. ... /l1 "AM !W I cro's brauii m al-7114 ` -I each end of the ' �"f +;ouldin and at 20��4 �N "UhtervalS. Up to 32' 30" Over 32' - 48' 42" Over 48' - 60' 48" Over 60' See a DF DougiasXml SP = S -IF Hem -IF SPF=• eii �x V y . 4Iu -0fxn g "9 j,e•: F 1 iy �7 tw�rrca4py_:i`4�• is diagonal�brscerht �c�rc�ntpeveret� trusses must `e placed on,verlis(i� webssln'tine'wt�i - ofrWN%'k-•!;,Rp r Top chords that are laterally braced can buckle together and cause collapse If there Is no diago- net bracing. Diagonal bracing should be netted to the underside of the top chord when purling are attached to the topelde of the lop chord. kit 16 10 6 4 4 2 i professional engineer Top chords that are laterally braved can buckle together and cause collapse If there is no diago. net bracing. Diagonal bracing should be palled to the underside of the top chord when purling are attached to the topaide of the top chord, Continuous Top Chord Lateral Brace Required !it" 1 O° or Greats \� r`;T F Jr ' P ;Y L t r ulx i aL x m u,W.Attachment 4 1 1 Required i J 201 f� o asses sPF/rip c, c/ } F 30" or greater , �Z i M I ? r I s 46�`GrN � � a,+'kr�l�•j •�;'Ixr I rl fir, y �4`r75.F�"', 2 �111rii.4� �jlt'•ja-S/L�L, i;?,l S��P�+Ir21 flit •I.i V,y''ur*..k i3'a '� t` i!!?r1lt, �n f'r. ir. r �-t Afl"f.`•.r'h ,-:...., •� �S < tiff r �rd+tY ''s > tr if �Ert� 5� Continuous rr�rl 'I•r,�"y R'gh`f Top Chord 3?� , ttLLrtlra?i, l ;w Lateral Brace V�rw� a ti Required I y I �$Y$�rfM7 rw 4 7 10" or Greater \ \� is 'YSIq •. IfT yt;Ikx h h#1Fif.�"a��i Attachment 5��'uka?I siFrd611ead'.'.{ Required — 'r k li:,rMINIMUN9 SPANPITCH'il Up to 24' ���I� 3/12 ° ` TE t�CH r AtCBFiAC SPACING(LBS)![# 8' T:OPyCf'�ORI]�� SP�1CINyG�DBS ` trusses] SPF/HF 17 12 Over 24'. 42' 3/12 7' 1 o 6 Over 42' - 54' 1 3/12 6' g Over 54' See a re istered professional en Ine . ur - uougtae rlr-t_arcn si' - southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braved can buckle togetherand cause collapse if therein no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purling are attached to the topside of the top ohord. `MONO T4RUSS`' y 12 L greater All lateral braces lapped at least 2 tresses. Continuous Top Chord Lateral Brace Required 10' or Gre Attach m e Required INSTALLATION TOLERANCES,,Bow Length - L(in) —_ PLUMB n) . , D/50 �1 U(ft) ii .................:.......:.:......: ........ ......................................:...................... : . :.....:.......................................... T. 12 1/4" 1' 141 Lesser of 24" 1 2" 2' L/200 or 2" 36" 3/4" 3' ---�— " 1 " 4' 60" 1-1/4" 5' L(in) ---- I� L(in) I 72 72" 1.1/2" 6' 64" 1-3 4" Truss 96" Z' 81 Depth i 108" 2.r 9, ..:........... D(in)Tc ±y; Lesser of i Leaser of L/200 or 2" D/50 or 2" Maximum Plumb Misplacement Line l'200 L(ft) 50" 1 4" 4.2' 001, 1 " 8.3' 150" 3/4" 12.5' , L/200 L(1t} t 1 " 16.7' 1-1 /4" 20.8' 1-1 /2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE UT-OF PLANE INSTALLATION TOLERANCE S. n r.S cetL? iDtl4u�1.'4St. Frame 6 MAR®NDA Symms 4005 Maronda Way Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley1russes labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the g eneral sheet. You have any questions please feel free to call at 407-321-0064. Sa��erely Torn s Ponce, P.E.. Date: 3f 5(D 3 `,`1t`g1b9�6E6EEdd�,;tE�k No _ QOE�OSTATE G O rr s',o�, elk ,,,• utS1hN INFORMATION TIILS design Ls for an Individual 6u0d1ng tnp.oenl and has he co teased on ylormaton prtMded by the cUenL The designer disclaims any raporulhWly for damoges as a rnull of (atilty w Incorneel inform -ton, aPeelncau.m sad/or deign- furnlahed In the tnua Aehgtuer by the elknl mild the coned.— or accuracy of Uds lnfolmauao as 1t may relate to a spe- e111e profedt and accepts no respoosiblbty or uerdsn no con hol wuh hegatd 10 fabitca- Uon Iruuuing, sbtpmenl and hutAMUon or In es. This trlass has been deigned as an S! dual hvUdkug component In accordance wul AN9yrp1 1-1995 and NDS-97 to be Lncorpotahsi 03 part of the buftng design by a Btlfldtng Dolguer Iregis'— A"Wl-el or PI.f--anal engwtarl, avben —dewed for approval tq the I n idbug designer. the design teadmes shown must be checked to be sure that the dal. shown arc In agreement with Ule loryl bunding codes• Local ellaratic records for wind w aoow loads, PFgccl specflications or spcciaf appUed gads. Unless shown, truss has cot beat deigned for storage or occupancy loads. The design assume campl—lon eltotrls 11P w bottom) arc ur.thuu- usty braced by sbealhtng unlos auerWrbe 3Pccmcd Wt1ae bauum chords to laul.n are not fu11y bmcd laterally by a pmpaly apPU d ogler eer6a9. pley should be braced at a maslmum apach.g of 1014r o.c Can plate aha9 be maned-c--d fror0 20 gauge b.L dipped 11ALranb.e" -feel meeting ASrM A 653. Grade 40, —1- Othowl.. alhoasn, FABRICATION NOTES Piles to fablicaLL n, the fabricalor shall review, this dhawyg to ven(y that this drawyg u tomnf.rmauee Witt the fabricatm's plans and to mlbe a cootmWog responslbibly, (or suit Verl- Ocauon. Any dlsaepandes are to be put In writing her—cote, .aor fabricatifabrication.oisodeU�anknotdrlr1. c6cshall be cut roe Ilght nlltng wort to Wwtod nedon w Plates -ball be Located on botgh faces of tote trWras r Uh nails filly tmb5dded and shall be syra. about the Joint unless cthcrwlse shown. A 514 Plate Is 5' wide r 4- long. A 6x8 plate is B- wido x 6- long. St., Th.les) run parauei to the Plate length specified. Double rnts web mambas shag meet at the centrold a the wehs unto- otherwise shown. Connects plate slxn core minbmm� alres based on if,, farces sbewh and may need to be yet—ed for slain hand- ling and7ar etc Ut stresses. This Inns is not I- be (ahricalat with Ote rctatdalnl tree led lumber unless .tlierwlse shown. Far addnro.al yfarmation on gu"Ay Cantrul refer to ANSInVI 1-1995 PRECAUTIONARY NOTES All bretng and erectbn 1---relation, are to be followed 1. accordance WILL 'llandhiag insWn"d A Bracing•, 14IB-91. 7lussa are to be handled with parUcui r care during fandyg and btuhdUn9. dc1b, and butaOa g to avoid four h I�Nng tt na°a and Perot1. tnd br—h,Menab apes. designedand n tin, tbrg I t"I forces sb 111 ho desfgnd and Instaild by others. Careful hand- ling is esirnual and crectlott bracyg 1. always rryuhed. Normal preoutfonany action for trusses rcgrdlxs such lemporary blaclug during Installation between Irussn to avoid (oPPUng and damming, The supervision of crtcucm of trusses shall be under the control or persons experfen"d in the mstalfallan of lnu t cs. Pmfe-atonal advice shag be sought O needed- Coaeenoauon.reo ns tl.n load. greater than the dnlgn loads shag not be applied to buaa at any time No loads other than the w0ght -fill. erect., -hail be applied to trusses until after erg fastening and bracing is wmplelnL. MONO VALLEY VALLEY COMMON VALLEY VALLEY TRUSSES 1f YP.) "I—n �-, I•I I171 3151tfVIS II II 11 SUPPORTING TRUSSES II Il ITYRI II II VALLEY AREA VALLEY TRUSSES (TYP.) SUPPORTING TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.) + VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. WO: VALLEY SET IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. E! ni r VV �r 9 2x4 OR 40 DIAGONAL WEBS 1 416 316 REQUIRED WITH A6� GREATER THEN 0.0.4 2X3x8 214214 2x4 2x4 3,15 on 1 4x6 516 III 2x4 OR 316 41t0 2x4 3x6 316 OR IIR 2x4 TI: VT Qom, (41 WHEN OIGAOHAL WEB PRESENT USE 4X8 PLATE (t) WHEN NO DIAGONAL WEB PRESENT USE7X4 PLATE VALLEY MEMBERS AT x6 IR 241O.C. (TYP) 14 2x4 13 xg3x0 2s4 � 1 VARIER 12 UP TO I 2x4 2x4 Is6 • MAX. 6.0.0 O.C. (TYP) I'll;. a 1x4 MAX. TRUSS SPACINO MAX. 6.0.0 O.C. (TYP) ' ® BELOW a 40 • O.C. I® SPANS UP TO 60-0-0 I TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 42 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP 83 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRAC114G 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 t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'-tt rnx> f'1' AS S140VVN 'PLATES.AR.E T-mo GA 77 D I'ER AIVSTlCPI L-79gS THfaronda Systems ------------ 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E50068 . )MO OREMBRooan Cr.OVIE00.FL32766 Derixu: Afatrix Armfvtis Cont. Support "'milldllMli: READ ALL NOTES ON THIS SHEET. A COPY OF 11-IIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bradag shown on this dra—g 15 nest creclttm bmcing• wind bmcblg, portal bracing or aknUar bracing which is a pan er the LulWing Jnlgo and u luleh roust be eansldcred by the bulml ,dal shnun is for hater_" svppon of Irss members only to reduce buc made I. anchor later-" hrado9 at olds ands id 8lengflh. Ptollwm lot. oetrbug Addlu.Fla bmeing a Ibe waaLL. Pe'eU locations detenund by the buikhug designer. ffmsa Flatc In-tfWte, TPI. is located act 56 1) 0,u, ,In v be Drive• Madison.9Vtsconsi n 53719). JOQ P4171: C.•I'l'F.E•GOKVORSC:I7SE-f.Oti UORS Studs (0 6-0-0 o.c. Dcvg: 1)sgnr: TLY Chlf: TC Lave 16-0 psF 'I'C Dealt 7.0 111 HC Live 0.0 psF BC Dyad 2.0 psr T01'AL _ —�— 25.0 nor r—LLC1 )tI Truss ID: VT Date: 4-1.1-01 DurFac - Lbr: 1.25 DLIrFaC - Plt: 1.25 O.C. Spacing: 24.01, Design Crileria: TPI Code Desc: VV06.29.00-, 8309- 37 ut51vN IIU11111MATION Thb drslg�I i5 fur an 61di1RJu�l GeiLi;,lg m 1—uenl a,w ,ba I— basal on h„a,m,tmn provided by the client- The designer disch"s any loponmbulty for dw, Ces as a rouft of faalt�or Mcorrect bdonnallon. spedllotiar,s and/or designs lumthed to the truss deslgner by the cut nl and the mucciness or ac[Ilraty of U,Is I,dontallo.• as It may retie to a apo- cllk "ect and alxcpts no r ,p nsibNtc tm e<.n be na ra,trnl with _gad to rb ana- Ilon. b"Itu ,g, shIII,ent and Installation or lrurae. Thb bvaa I,sa been j—'ac ed .a an b,ddddual butWIng componcnl In accordance udU A1i51lITI 1-19tLS and NDS•Sr to be bn. r;rated Pie a }t or the building dctpu I,q a It ilding Desfgnu Iregbtercd nrehltat .•, p,af"slonal n,gb,cetl. Wien re4.n•ed Co—pl. 'I by due buudmg d"Ig,rrr, the d.slgn :odb,gs ahotrn must be nc,ded to be sure Ibat U,e data sham arc in agreement with the lool building codes, loot ehrnaUc rccuds for wind or snort loads "e-t ar eLnmf. a or apeml applled loads. Unless shown. buss has not been d"Igncd far sto,-agc or oecupancy loads. The design usumes compression chords Ilop or bottom, a ecrc conUr,u- autly bmd by shnthb,g unl�.s aU,etco" apedu.d. yvhe,e bm ottochonls In lens ion sue hl ce ItW fully braced hIl If ry by a yvoperly app�d ngUfng. they should be br.,ecd at a pm-brn m spacblg of ICr4r o.,_ Cnnn-W, plates shall he nunufaelmed Irmo 20 gauge hot dipped galsu,hed steel meeth,g ASTki A 653. Cmde 40. unless othe,srwr shown. FABRICATION NOTES Poor to C'brr.aUon, tha labrsbtnr ahau rMew 'his dmoL,g to aer0y 11-t thfs d-mng is in ennlonnanee -1U1 the fabrfcoh,rs pb,ts and Ili reaum a co,dlnah,g roporelbrbty for such sc,,. r., MY dtcrepandes arc to be put b, u<lung before eottmg or labd 'tI', Plates shall not be Instnued n— knolhoiea. knots or ellslorted gmhr- I'lembm chap be cut for tight fitting wood to wood beating Con- nector plat" ahaU located be loted nil both rae" of III. inks with emit fully mlbcdded and shall be a}m. about the Iob,t unless ollrenslse shown. A 5.4 Able Is 5-alde x a' bug. A 6.<9 plate b 6 wide a B" long. Slots Iholesl n,n palabel to the plate kngth speellied. DorlAle cuts on a,cb m.lnbus "hail meet at the cntrold of the Nebo unka mhenrtc sho,nr. Connector plate sties are minbnun, sires hased on the fore" slunm and may need Ip IIo in.r.aa.d ro, eutatn hand- W,gand/ dented tin ablsa.s. Thb tru ss Is not to be latvltaled aIUI Ilre rrla„ -111 trcal.d lumber unless othelmIse ahm,•n. For additional Inrom,auou on QuaUly Conbol r.fe, to ANSIMI 1-1995 PRECAUTIONARY NOTES All braeb,g <rrctbn recommendations are to I. r.utur:and d N accordance nI h'Nandl n, bwtabb,g A fy rac,nr• tll0.91. Trusses arc to be handled nslh panlcobr care doling bandin end bundW,g, d<llvcry and Inslau.".2 to aroldg Sunage Tcmpnraty and perr,.a„ent la.acurg or hatdb,g tnlsao trI a straight anA plumb pos ibn and for ratting latuatshall he tearq .e and b sbbee by ou r ,, earerw hand_ Ing is essenit11 and creches, bracing 6 strays equGn ed. Normal preutlaual7 action for nrss's rcllutms such lunporary bracing durbng �Isialbllmi betweeo trusses 10 aeW IoppUn� nd d—toWnr, The sup. -I.,.. or erction or nuscs ahau be under the co„tr,1 of pcnoro iperlCACed to the tmtaylaub,I ofwssts, ,of slonal advice shau be soagld If needed. 'oneentmtlon ill consbuetitnl loads grolu ,an the design bans shall not bt applled to uses at a„ y u" Nn herds olh" than the eight tithe elxdors slcsu Ir- appuvt IV u,nl .I let all laalenuy; au•f Iaaerng cuo,pletcd. '— I I I lli' IJ HIP GIRDER L !\ OF iu: HII'DETAIL 11: HIP Q BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSFS Tn QwnDT1_-KI W/ TYPICAL BL0,CKj.NG FOR SHEA TUING MARNIN+G: c�� 011(]c� ��StEtl1S READ ALL NOTES ON THIS SFIEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 B--P shoanl on thti dra,ving Is nnl ercrllw, b,aclnp• 321-0064 Fax (407) 321-3913 ,Nnet bocln nhkh is n pvc of the building design and „l,kh must be g' Purist bra in or similar hmeUlg shn m is for Mcrae support TOMA(407) S PONCE P.E. LICENSE #0050068 of lnrss member only' In red,mett,addh,g ju Rih,u ng 6s roust be ch ^,ad„oa•Iehorblenlboe"Ce g Addluonal braeb,g of U,e delcnnt by iK faaa cnernonuoA tT.ImEOp,FLJ2itis m•e a�u ah„,. rise �-Uom ed Um b.UJLIg dsignnr- rrrusa Place Institute. TPI, �� tse. a ,}-4 t Imal.d at 533 D,01 41 Ddv Iof I PI). a hladtort Dunn: 'A(ruri,r r6tdlrfir -Meonsin 5371 aL . JOB 1�,7,l: C:17FELO::VIJASCaifl.Lcr;;tv�.,; OAT A5-TEp HjpS I-lig. Job: Dwg: Dspir: 1.1,y Cblc TC Live 16.0 psf 'I'C I)e:td 7_0 per 13C Live 0.0 psr FCC Dead 10.0 psr TOT,% L, j3•I) . P5( Truss ID: 111P Dale: 10-20: 00 DurFpc - Lbr. ' 1.25 DurFac --PII: 1.25 O.C- Spacing: 24.0n Design Cri1e(ia: TPI Code Desc: 1 ,nA w nn rrn DESIGN INFORMATION This design is for an mdrwldual building component end has been based on WormaMn Provided by the clienL The designer disclaims any respomlbWly for damages as a result of fauLLy or Intxrrteet information. specifications and/or designs furnished to the truss designer by the client and the mnectnms or amumcv of this Infomation a i It may relale to a spe- sink project and accepts no responsibWty or exemises no control with regard to fabrica- lbn, handling, shipment and Installation of trusses. This truss has been designed as an NSI al Abull" Component in accordance with NS1/7Yi 1.1995 and NDS•97 to be incorporated as tart of the building design by a Building Designer (registered architect or professional cnglneer). 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 clmutic records for wind or snow Imds, Project specWcatintu or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) ale mnUnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced latemlly by a pmperly applied rigid ceding, they should be braced at a naxtmum spacing of 10`0' o.c, connector plate shad be manufactured from 20 gauge hot dipped galvanized steel meeting AS -TM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prlor to fabrication, the fabricator slug rniew this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing rmponsfbWty for such veri- fleation. Any discrepancies are to be put In writing before culUng or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both fans of the truss with nalb fully Imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (hobo) run parallel to the plate length specified. Double cub on web members shag meet at the cemnald of the web,, unless otherwise shmm. connector plate sizes are minimum sizes bused on the form shmm and may need to be Increased for certain hand- Ifng and/m 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 ANSIr1P1 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 bundUng. delivery and Installation to avoid damage. Temporary and permanent bracing for holding (noses In a straight and plumb pos- Ilion and for misting lateral form shah be designed and Installed by others. Careful land- Ung is essential and erection bmcmg is always requited- Normal precautionary action for busses requhm such temporary bracing during Installation between trusses to avoid toppUng and dmdnobng. The supervision of ereetlon of trusses shall be under the nantml of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Coneentmton of comtructlon Imds greater than the design Imds shall not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. X ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP' #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBSt 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type -Liz L. 58.0 ft W- 40.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf IBpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 La-0.48" D--0.51" T=_0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB - 1.15 0 T 44-8 0-6-6 I Face = 0-2-8 3.00 1 02 � I WO: ARLK WE: This 4-PLY Hip Master designed to carry 11' 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-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 Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1847# Support 2 1818# ..TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRED 8X10 3X6 •.BCaa.FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23651 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 1OX10 4660N 8.00" 18 17 11-0-0 (Ra10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE T 04CA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Alxhr Andfyris YCKKNINU: 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 sknllxr bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specWed locations determined by the building designer. Addltonal bmotng of the overall structure may be required. (See III11-91 of TPI). Muss Plate Institute, TPI, is located at 583 D'Onof to Drtve, Madison, Wisconsin 53719). JOB PATH: C:ITF.E-LOKIHOMED1R TI: A QTY:4 ­= ==o=Jo 5t Locattions==17) _2 , =0= 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) IS- 9- 5 13) 35- 9- 2 21) 4- 2a14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 4660 -16 -1847 BOT PIN 39- 8- 0 4660 0 -1818 BOT H-ROLL 8XIO 6.00 1 5X6 T 0-6-6 4-2-6 �L l 3.00 Face = 0-2-8 080 4660# 8.00" 100 147511 (R0-10-10) scale = 0.1595 Eng. Job: Dwg: Dsgnr: TLY Clik: : ARLK Truss ID: A Date: 6-26-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 RC Live 0.0 psf O.C. Spacing: 24.011 RC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 25757- 4 "CS. n4 7n M DESIGN INFORMATION This design is for an individual building ' component and has been based on Informauon provided by the client. The designer diselatms any responslhibty 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- c8k project and accepts no responslbtllty, or excrelses 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/1P1 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow leads, Project slamIncallons or special applied loads. Unless shown, low 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 rgid ceiling, they should be braced at a maximum spacing of la-U' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unim otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fkation. Any discrepancies ate to be put in writing before cutting or fabrication. Plato shall not be restaged over knotholes, knots or distorted grain. Members shag be cut for tight lilting wood to wood bearing. Con- nector plain shall be located on both faces of the [runs with nath fully imbedded and shall be sym.about the Joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A 6x8 plate is 6' wide x 8- long. Sleds moles! run parallel to the plate length specified. Double cuts on web members shall meet at the centraif of the webs unless otherwise shown. Connector plate sin are minimum at= based on the form shown and may need to d be Increased for certain han- Iing and/or erection stresses. This tow is not In be fabricated with Itre retardant treated lumber unless otherwise shown. Far additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding truasn in a straight and plumb pos- Ulon and for restating lateral form shall be designed and tasudied by others. careful hand- ling is essential and erection bracing is always requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppu"g and domInotrlg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shot be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any three. No Inds other than the weight of the erectors shall be applied to troves until after as fastening and bracing I- completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L--0.49" D=-0.50" Te-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.23" RMB = 1.15 T 5-0-8 0-6-6 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod Per ASCE 7-98, C&C, V= 125irph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC.:.FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 TI: B 9TY:1 ----- =- ===Joint Locations====_______ ==== 1) 0-0 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17--2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1366 55 -988 BOT PI 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 988# Support 2 1007# 6.00 D. 0 6X8 4X6 Rx1n n o Face = 0-2-8 3.00 I 0-8-0 I I 1366# 8.00" 1-Q-Q (110-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OMDOYL-327G8 Design: Matrix Analyrir VVAKr41Ntj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not erection bracing, wind bracing, portal bracing or sMaar bracing which is rt a paof the building design and which must be considered by the building dalgner. Bracing shown is for Lateral support of tow members only to reduce buckling Length. Provisions must be trade to anchor lateral bracing at ends and spceakd locations determined by the building designer. Additional bracing of the overall structure may be requbed. (see HIB-91 of TP8• fr'russ Plate Institute. TPI, is located at 583 D'Onofro Drive. Madison, Wisconsin 537191. JOB PATII: C:ITEE-LOK010AIEDIR T 0-6-6 4-10-6 5X6 3 00 Face = 0-2-8 Eng. Job: Dwg: Dsgnr: TLY Cllk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf 7 1366# 8.001, (RO-10-10) scale = 0.1595 Truss ID: B Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: NCS. 03.20.02 DESIGN INFORMATION This deign is for an Individual building component and has been based on Infomhason provided by the cllenL The designer disclaims any responslbWty for damage as a result of faulty or incorrect Information, speciflmUons and/or design furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe. ellk project and accepts no responsibility w exercise 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 loading 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 sPeetucotbru w special applied loads. Unless shown, truss has no been designed for storage or occupancy loads. The deign assumes compression chords (top or bottom) are continu- tnu ly braced by sheathing unless otherwise specified. Where bell= chords in tension are not fully braced laterally by a property applied rigid ceWng, they should be braced at a mardmum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped 931van4ed steel meeting ASIM A 653. Grade 40. unless Otherwise shown. FABRICATION NOTES Prior to fabrirruon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a cont1mung responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrlratlon. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light Biting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- brig. A 6X8 plate Is fi wide x 8' long. Skins (holes) run parallel to the plate kngh sPecincd. Double cuts on web -Mnbers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mintmum sites based on the forces shown and may need to be Increased for certain hand. ling and/or crecuon 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 core during banding and bundling, delivery and Installation to avoid damage. Temporary and Permanent bracing for holding muses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing is essential and erect Lon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid on toppWg and dominob4 The supervtslof erection of trusses shall be under the control of persons experienced in the Installation of muses. Professional advice shall be sought if needed. Conec"u"Uon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wclght of the erectors shall be applied to trusses until after all fastening and bracing is completed. Jn: AKLINUIUN K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS. 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L.-0.42" D=-0.44" Te-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB = 1.15 T WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on arty web over 141-0". WndLod per ASCE 7-98, C&C, V= 125Eph, H= 15.0 ft, I= 1.00, &Kp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 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 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C BTY:1 ___=_=-- ===Joint Locations==== ____ ======= 1) Oc Oc 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0-_0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Lox Type 0- 4- 0 1366 58 -992 BOT PIN ' 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 992# Support 2 1011# 0 Q ,. 6X8 8X10 eves Face = 0-2-8 3.00 I 0-8 1366# 8.00" 0 i-0-0 i (RO-0-10) n 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPt 1-1995 [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.OVIEDO.FL32766 Design: Afmrir Analysis WAKMNW READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the merall structure maybe required. 1See HIB-91 of TP0. (muss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: CATEE-LOKIHONEDIR T 5X6 i 3.00 Face = 0-2-8 0-80 � 9-7-I 1 1 6 1366# 8.00" 11 (RO-10-10) scale = 0.1595 Eng. Job: : ARLK Dwg: Truss ID: C Dsgnr: TLY Chk: Date: 4-21-03 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 tO.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 2 580- 7 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Information, specifications and/or deslgu furnished to the trusa designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cilic project and accepts no responsibility or exercise no control with regard to fabria- Uon, handling, shipment and Installation of truasea. This muss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated ns part of the building design by a Building Deslgter (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 m agreement with the local building codes, local ._,lc records for wind or snow bads. project specNcatimu or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compr bn chords (top or bottom) are continu- ously braced by sheathing unless otherwise speclned. Where bottom chords In tension are not fully braced laterally by a property, applied r1gW cciling, they should be traced at a maximum spacing of 101-0- o.c. Connector Plates slm0 be manufactured from 20 gauge ha dipped gahandred steel meeting ASTM A 653, Crade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a conlmutag responsibility for such verl- Itation. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shag he cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both fan 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 pwanel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sties are minimu um sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This trvsa is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information an Quality Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handing Installing @ Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and installation to avoid damage. Temporary, and permanent bracing far king trusses in a straight and plumb pos- Itbn and for restating lateral forces shall be designed and installed by others. Careful hand- Ung is easraulal and erection bracing is allays required. Normal precautionary action for incises requlm such temporary bracing during Installation between trvases to avoid toppling and dominoing. The supervislon of erection of (hisses shall be under the control of persons e perfenced in the Installation of trusses. Professional advice shall be sought it needed. Concentration of construction Inds grater than the design loads shirt] not be applied to trusses at any thneNo bads other than the weight of the erecto.r stall be applied to tresses unW after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 3-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 Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support 1 976# Support 2 1010# MAX LIVE LOAD DEFLECTION: L/999 L=-0.33" D=-0.35" T=-0.68" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.34" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.17" RMB . 1.15 T r 6.00 WO: ARLK WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report mar be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the coatposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125agdh, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 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 -8904 0.26 16-15 7956 0.61 2- 3 -10312 0.27 15-14 8150 0.60 3- 4 -12521 0.09 14-13 9649 0.40 4- 5 -14727 0.24 13-12 12691 0.61 5- 6 -14724 0.22 12-11 8849 0.46 6- 7 -9430 0.24 11-10 7484 0.56 7- 8 -8166 0.23 10- 9 7294 0.56 3-PLYS REQUIRED TI: C1 QTY:3 _=-- ------===Joint Locations========-====== 1) 0- 0- 0 7) 34- 6- 2 13) 13- 1- 8 2) 5- 5-14 8) 40- 0- 0 14) 10--3-11 3) 9-10- 0 9) 40- 0- 0 15) 5- 5-14 4) 13- 1- 8 10) 34- 6- 2 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 2- 0 12) 21- 1- 8 _ ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Front PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -930 13- 1- 8 BC Vert L+D -1934 21- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2905 86 -976 BOT PIN 39- 8- 0 2688 0 -1010 BOT H-ROLL 8X10 6X8 tnxln ovsn Face = 0-o-a 3 001 -10-8 a{ 0-8-0 I I 2905# 8.00" 1-0-0 CCR 9 A S (24) 2X4 930# 40-0-0j EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ` 1934# (M-aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- #0050068 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 erecion bracing, wind bracing, pars) bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Brscing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specilled locations determined by the building designer. Addttioml bracing of the overall structure may be required. (See HIB-91 of TPI). ffnrss Plate Institute, TPI, is looted at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIHOMEDIR 0 5X6 r 5-5-6 0-6-6 Tr� I ilface = 0-2-8 l�l 10 191 2689# 8.0011 1 (Res-to-lo> scale = 0.1595 Eng. Job: R Dwg: Truss ID: C1 Dsgttr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DUfFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21581- 7 NCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Infomation Provlded by the client. The designer disclaims any responsibility for damages as a mull of faulty or tncortect Worrtalion, specifiatiom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infortnatfon es It my relate to a spe- ciflc project and accepts no responsibility or merclses 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 budding design by a Building Designer (registered architect or p-fesalonal engineerl. When reviewed for appmtal by the building designer, the design loadings shown must be checked to be sure that the data shown are in ageernenl with the local building codes, local cgmatic records for wind or snow bads. pmect sPeciflr UO= or special applied Inds. Unless shown, buss has not been designed for storage or Occupancy loads. The design assumes compression chords (lop w bottom) are commu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cci9ng, they should be braced at a maxbnum spacing of Io-0" o.c Connector Plates shall be manufactured from 20 gauge hot dipped P.h'anlbcd 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 fabricatoes plans and to rmibe a continuing mPonsib0ity for such veri- ffotlon. Any discrepancies are to be put N 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 Plain shag be located on both faces of the tntss with nabs fully imbedded and shall be Byrn. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is W wile x 8' king. Slew (holes) run parallel to the plate length specified. Double carts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate slues arc minimum sires based on the forces shown and may need to be Increased far 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 dual ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bmcbng', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnsta9atlon to amid dan age. Temporary and pen anent bracing for holding trusses in a straight and plumb pos. Won and for misting lateral form shad he designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal pmeautloray action far trusses requires such temporary bracing during Inetallatlon between tnmses to amld toPPUB and dorafnoing. The aupervtsion of erection of trusses shall be under the control of Persons experienced In the Installation of tresses. Professional advt- shad be sought If needed. Concentmtlon of construction loads grater than the design loads shall not be applied to muses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP t3iORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L_-0.35" D--0.36" T--0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB = 1.15 0 T 6-4-8 0-6-6 Face = 0-2-8 3.00 1 0-8 1366# 8.001, 1-0-0 (RO-10-10) I WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 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 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0:45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 6X8 RXl 0 4�o 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 !!Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNfSSA DROVIEDCUL32766 11YAKIVIIIMU: 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 bmeing or similar bmcing which is a part of the building design and which must be considered by the building designer. Bracing shown is for bteml suPPen 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 designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is hunted at 583 D'Onofrfo Drive, Madison, Wisconsin 53719). D CITY:1 __ -- -==~joint Locations=====_==_______ 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11--7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1365 88 -975 BOT PIN e 39- 8- 0 1366 0 -1009 BOT H-ROLL T' 6-2-6 0-6-6 5X6 13.00 Face = 0-2-8 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 1 8 1366# 8.00" 100 (RO-LO-10) scale = 0.1595 Truss ID: D Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matrix Analysis JOB PATH: CAW-LOK1110MEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 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 corectrim or accuracy of this Information as it may relate to a spe- le proect and accepts no responsibility or exercises no control with regard to fabrica- lion. handling, shipment and installation of trusses. This tress 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 engnced. When reviewed for approval by the building designer, the design badIrW shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records ow b for wind or snads, Project specifications or special applied loads. Unless shown, tress has not been designed for storage or occupancy loads. The design assumes compression chords (top or hotionnl are conttnu- 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 galvanirtd steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriatar's plus and to realize a continuing responsmWty for such verl- fleatlo n. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothotes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both face of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- tong. A 6x8 plate is 6- wide x 8- long Slots (hots) run parallel to the plate length specified. Double cuts on web members shall meet at the "ntrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be increased for certain hand. ling and/or erection stresses. This tress is not to be fabricated with (ire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling InstaWng & Bractrie. HIB-91. Tosses 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 stratghl and plumb pos- itan and for resisting Lateral form shag be designed and Installed by others. Careful hand - Unit is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tnsta0ation between misses to avoid toppling and dominoing The supervision of erection of trusses stall be under the control of persons experienced in the Installation of tresses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to t^,a.es at any ttrne. No loads other than the weight of the erectors shall be applied to trwo until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L--0.35" D--0.36" T--0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 T Q WO: ARLK . WE: MULTIPLE LOADS -- This design is the composite result of huultiple loads. All COMPRESSION Chords are assumhed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125roph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W- 40.0 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 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 6X8 8X10 6YR Face = 0-* _ 3 j0-8 -o{ 0 TI: D1 9TY:1 ___ __= ==Joint Locations..-... _______ 1) 0 Oa= 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11= 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Ty15a 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL 0 T' 6-2-6 0-6-6 to JW tl#ace = 0-2-8 080 JA4 5X6 1 10-11-1 l 16-8-10 10-11-11 1366f/ 8.0011 13 1 it 10 g 8 1-0-0 1 1366# 8.00" Cd��) A (24) 2X4 40-0-0 1-0-0 EXCEPT AS S11OWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (RO-1010-10) scale = 0,1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : AR Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D1 CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY MAR, BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 S5 FL. 32771 Bracing ehown on this drawing is not erection bracing, wind bracing• portal bracing or similar bracing part of the building design and which most he considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for Lateral support of truss members only to reduce buckling length. provisions most be BC Live 0.0 psf Spacing: Seim O.C.$ 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 weraU structure may be required. (See HIB-91 of 7Pq BC D Dead ] 0.0 psf. Design Criteria: TPI LICENSE #0050068 fRuss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). ,.1 Code Desc: loos VANNFSSA DROVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 21583- 8 Design: Matrix Andysit JOB PATH: C:ITEE-LOKIIIOMEDIR HCS: 08.20.02 DESIGN INFORMATION Thls design is for an tndNWual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a mutt of faulty or incorrect Infomtatton• specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnnforition as It may relate to a spe- cific project and accepts no responsibWty or exercises no control with regard to fabrica. tion. handling shipment and installation of trusses. This mass has been destgned as an individual building eaanponcnt in accordance with ANSI/IPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional cngtneerl. When reviewed for approval by the budding designer• the design landings shown must be checked to be sure that the data shown are In agreement With the local building codes, local cWnatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for stc aagc or occupancy bads. The design assuram cmnpression chords (lop or bottomd are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid "Wng, they should be braced at a maximum spacing of IU-0" o.e. Connector Plates shad be manufactured from 20 gauge hot dipped gxhwdud steel meeting AM A 653. Grade 40. unlm otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricaloes phi, and to realize a continuing responsibility for such vent. ficatlon. Any discrepancies we to be put in writing before cutting or fabnmtlon. Plates shad not be Installed over knotholes, knots or distorted grain. Members shad be cut for tight !thing wood to wood bearing. Can. nectar plates shall be located on both faces of the truss with nods fully tmbedded 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 6' Long. Slots (holes) run parallel to the plate length specified. Double cuts on web membcm shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are .1almum sixes lased on the fortes shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guallty Control refer to ANSI/7?l 1.1995 PRECAUTIONARY NOTES AB bracing and erection rectronnendatlons are to be followed In accordance with -Handling Installing A Bmcb%r. HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to avoid damage. Temporary and Permanent bracing for holding trusses in a straight and plumb pm. Ilion and for misting lateral forces shad be designed and installed by others. Careful hand. ling is -ntkd 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 es trussshall be under the control of persons experienced In the trui ablation of trusses. Professional advice stall be sought if needed. Concentration o! construction loads greater than the design loads stall not be applied to trusses at any ttme. No loads other than the weight of the .redoes shall be applied to trusses until after all fastening and bracing Is completed. ,its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L--0.32" D--0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION- T. 0.21" RMB - 1.15 6.00 7-0-8 0-6-6 T7� 1 Face = 0-2-8 3.00 1 0-8- 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the camposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W= 40.0 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 -4002 0.46 14-13 3591 0.79 2= 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 6X8 3X4 FYR TI: E 9TY:1 _=_ _= ===Joint Locations=============== 1)==0- 0 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Typ& 0- 4- 0 1365 92 -974 BOT PIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 6 00 5X8 1 -3.00 Face = 0-2-8 0-80 1 12-3-11 14-0-10 12-3-11 1 13 I 11 I 1366# 8.00" 10 9 g 11-0-0 1366# 8.0011 (110-10-10) I iq 40-0-0 1-0 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (R0-10-10) scale = 0.1595 Maronda Systems a� 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDO.FL32766 Daign: Afarrix Analysis WAKNINW 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 sbNlar bracing which is a pan of the building destgn and which must be considered by the bulldhtg designer. Bracing shown la for lateral support of truss mwbers 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 TPd. rrruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Addison. Wisconsin 53719). JOB PA771: C: AEE-LOKIHOMEOIR Eng. Job: D%vg: Dsgnr: TLY Chk: : AR K Truss ID: E Date: 4-21-03 TC Live 16.0 psf DurFac - LbC 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: TOTAL 33.0 psf I V:09.05.02- 21584- 8 TICS: 08.20.02 JB: ARLINGTON K 3&4 AC: DESIGN INFORMATION This design is for an individual building component and has been based an Information provided by the client. The designer dtsclahns 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 aecumey of this Information as it may relate to a spe- eifle project and accepts no responsfbWty or exercises no control with regard to fabrtca- 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 tmgstcred architect or professional engneed. When reviewed for approval by the building destgner, the design laadhtgs shown must be checked to be sure that the data shown are In agreement wlth the local building codes, local climatic records for wind or snow loads. Project spedlleations or special applied loads. Unless shown, toss has not been designed for storage or occupancy lards. The design assumes cmnpresslon chords Itop or bottom) are contlnu. ously braced by sheathing unless otherwise sPeclfled. Where bottom chords In tension are not fully braced laterally by a properly applied 110d ceNng• they should be braced at a maximum spacing of ID4r o.c Connector Plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Ilcdbn. 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 hearing. 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 6' 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 mhlhn= sties based on the forces shown and may need to be hu mased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addat.-I Wmaut ion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Installing R Bracing, HIB-91. Trusses are to be handled with Particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tomes in a straight and plumb pos- Itlon and for resisting lateral form shall be designed and installed by others. Careful hand. ling is essenthl and erection bracing is always required. Normal Precautionary action for tresses requires such temporary bracing during Instalation between tnissm to avoid toppling and dominotng. The supervision of erection of anuses shall be under the control of persons experienced in the installation of trusses. Pmf=1anal 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 Inds other than the w-etght of the erectors shall be applied to tosses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D=-0.33" T=-0.65a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 0 7-0-8 0-6-6 7T� 1 WO: ARLK WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W= 40.0 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 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 6X8 3X4 Kva Face = 0-8-0 14 13 112 1366# 8.001, 1-0-0 cJIS EXAS AAS SHOWN(PLATES ARE TL20 CA TESTED PER ANS I/TPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IM5 VANNESSA DRONEDO.Fl_92766 Design: Afmrit Attnjysis 11 40-0-0 1-1995 YYAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcnng shown on this dmwing s not erection bmctng, wind bracing, portal bracing or similar bracing which s a par of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Prmislons must be made to anchor lateral bracing at ends and specified locations determined by the bWlding designer. Addltlonal bracing of the overall structure maybe required. (Sce HIB-91 of TP). rr uss Plate Institute. TPI, Is located at 583 D'Onofrto Drive, hfadson. Wftwnsln 53719). TI: El QTY:1 _ - - ===Jo ====___ int Locations======== 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ---- MAX. REACTIONS PER BEARING LOCATION,— X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 1365 92 -974 BOT PIIN 39- 8- 0 1365 0 -1008 BOT H-ROLL 3.00 Eng. Job: Dwg: Dsgrtr: 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 SX8 Face = 0-2-8 I 8 1366N 8.0011 (RO-10-10) scale = 0.1595 Truss ID: E I Date: 4-21-03 DurFac - wr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: JOB PATH: C.ITEE-LOK1110MEOIR 11CS: 08-M-02 DESIGN INFORMATION This design Is for an Individual building component and has been hased on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect mien-tion. specNculons and/or design furnished to the true designer by the client and the correctness or accuracy of this Information as It may relate to a ape- elftc project and accepts no responsibility w exercises no control with regard to fabrlca- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual buillding component hn accordance with ANSUM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered arehliect or pmfesslonal engineer!. When reviewed for approval by the building designer. the design landings shown must be checked to be sure that the data shown are In agreement with the local building codes. lard climatic records far wind or snow loads. prelcu specifications or special applied Inds. Unless shown, thus has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are wntmu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtgd ceWng, they should be braced at a ma)dmm spacing of 10'-0- o.e Connector Plata shall be manufactured from 20 gauge hot Ili dipped galvanUed steel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this drawing is In conformance with the fabrteators plans and to mid.ue a continuing responsibility for such veri. fknuon. Any discrepancies are to be put in writing before cutting or fabrication. Bale shall not be Installed over knothole. knots or distorted grain. Members shag be art for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A fix8 plate is 61 wlde x 6- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unkss otherwise shown. Connector plate sties are minimum sires based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with Ise mh udant treated lumber unless otherwise shown. For additional W onnation on gualmy Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations ate to be followed In accordance with -Handling Installing A Bracing. HIB-91. Trusses are to be handled with particular rare during landing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb pos- Itlon and for resisting lateral force shag be deigned and installed by others. careful hand- ling Is essential and erection bunting Is always required. Normal precautionary action for truss- requires such temporary bracing during Installation between Inssas to a%vW toppling and domtnoing. The supervision of erection of trusses stall be under the control of persons experienced N the mtallation of trusses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design Inds stall no be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to susses until after all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CCXNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 7-8-8 0-6-6 - r�T I Face = 0-2-8 3.00 1 ail 1366# 8.00" 1-0-0-0 (R0-10-10) 1 its EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afarrir Awlysis WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 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 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 6XR 40-0-0 TESTED PER ANSI/TPl 1-1995 YYAKIVIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brscing shown on Ohs drawing is net erection bracing, wind brac nbracingbracing g, portal or similar brang 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 bin" of the aerall structure may be required. (See HIB-91 of TPII. ffnus Plate Institute. TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). JOB P.4771: CATEE-LOKII10MEOIR TI: F QTY:1 == _ ==Joint Locations__ ____ ___ ___ = 1)n===_0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14= 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz Uplift Y-Lot Oe 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL 13.00 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 asf 7-6-6 0-" SX8 Face = 0-2-8 1 8 1366# 8.00" _ (RO-10-10) scale = 0A595 Truss ID: F Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.01 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 Wdartnattnn, speedicatsons and/or designs banished to the truss designer by the client and the correctness or accuracy of this InformaDon As it may relate to a ipe- cdlc project and accepts no responsibility or exercises no control with regard to fabrica- Uon. handling, shipment and Installation of trusses. This truss has been designed as an mdtvldual building component in accordance with ANSIfM 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads. Project specifications or special applied bads. Unless shown, tutu has not been designed for storage or occupancy loads. The design assumes compression chords Itop 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 ragd "IlIng, they should be braced at A maxhnum spacing of l0'-0' o.e. Connector Plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawbtg is in conformance with the fabricator's place, and to realize a continuing responsibility for such verf- ficatlon. Any discrepancies ate to be put In writing before cutting or fabrication. Pbtes shall not be tnstalled 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 faro of the truss with rlalis fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6' wide x 6- Iong. Stolz (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minlmum sizes based on the forces shown and rosy need to be Increased for certain hand- ling and/or erection stresses. Thls buss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfomnatbn on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'HandWtg Installing h Bracing, HID-9 1. Trusses tie to be handled with particular cue during banding and bundling, delivery and instillation to avoid damage. Temporary and permanent bracing for holding (noses in a straight and plumb pm- itlon and for resisting lateral forces shall be designed and installed by othe-. Careful hand- ling is essenttal and erection bracing is always required. Normal precautionary action for trusses require such temporary Innicing during Imtallalton 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 shag be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses At any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is tompicted. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 7-8-8 0-6-6 I WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-98, C&C, V- 125niph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type. Encl L- 58.0 ft W= 40.0 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 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3> 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 KYR Face = 048 0-8- I I TI: F 1 9TY:1 ==Joint Locations=====__==___=== 1)= Oa 0- 0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14--3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ---- MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H-ROLL 5X8 I 3.00 Face = 0-2-8 080 13-7-11 11-4-10 13-7-11 1366N 8.00" 13 1 11 1 9 8 1-0-0 1366# 8.00" 40-0-0 11-0-0 CCj��1 A ES (12) 2X4 )I�(�RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 (!Mlaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DR.O'AEDO,FL32760 Design: Matrix Analysis VVAKIVIIV(rt: 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 bmctng which is a pan of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of (nuts members only to reduce buckling length. Provisions must be made to ancinor lateral bracing at ends and specified locatlons determined by the building designer. Additional bracing of the Overall structure may be required. (See HIB-91 of TPI). fDuss Plate Institute, TPI, is located at 583 D'Onofrio Drtve, Madison, Wisconsin 53719). JOB PATH: C.'ITEE-LOKIN0,1101)? Eng. Job: Dwg: Dsgfir: TLY Clfk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: F1 Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 JB: ARLINGTON K 3&4 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 dlscisuns 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 corectness or accuracy of this information as It may relate to a spe- clflc project and accepts no responslbWty or exercises no control with regard to fabrics - Lion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/RA 1.1995 and NDS-97 to be. incorporated as Part of the building design by S Bulldmg Designer (registered architect or professional eng(neerl. When reviewed for approval by the building designer, the design Imdbngs shown must be checked to be sure that the data shown are In agreement with the local building codes. local clanalle records for wind or snow Inds. project specifications or special applied Inds. Unless ue Shown, trhas not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- oasly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of IU-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gahranlred steel oft"Ung AS7M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricator's plus and to realize a continuing responslhdlty for such verl- Ikatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. C.n- nedor platys Shall be located rm both faces of the truss with nags fully tmbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A GxB plate is 8' wide x 8' long. Slots (holm run parallel to the plate length spccifed. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. connector plate sizes are mmlmum sizes anscd an the !.rocs 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 infonmtlaa an Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bmcmg. HID-9 1. Trusses are to be handled with particular can during landing and bundling, delivery and Installation to avoid damage. Temponuy and permanent bracing for holding trusses In a straight and plumb pm- ition and for misting lateral forces shall be designed and Installed by others. Careful hand- ling I. essential and erection bracing is always mquted. Norval precautionary action for trusses requires such temporary bracing during InstaOatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall he under the control of persons experienced In the Installation of lasses. Professional advice shall be sought If needed. concentration of construction loads greater than the design Inds shall not be applied to I- at any time. No bads other than the weight of the erectors shall be applied to trusses sited after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 972# Support 2 1006# MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D--0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 6.00 8-4-8 0-6-6 Tr� I Face = 0-2-8 3.00 I 0-8 WO: ARLK WE: MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced finless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req --TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.48 12-11 3638 0.79 2- 3 -3417 0.42 11-10 3662 0.67 3- 4 -3073 0.46 10- 9 3072 0.54 4- 5 -3418 0.43 9- 8 3661 0.66 5- 6 -4045 0.49 8- 7 3637 0.79 6X8 6XR TI: G QTY:1 __1)_ =Joint L-c: ocations============ = 0 = 0 =0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) 15-'7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Typp 0- 4- 0 1365 97 -972 BOT PIN 39- 8- 0 1365 0 -1006 BOT H-ROLL 5X6 T 8-2-6 0-6-6 T- I 3.00 Face = 0-2-8 080 1366N 8.00" i i IV 9 8 17 1-0-0 I- 1366N 8.001, (Ro-10-10) 40-0-0 1� _-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 (Karol. -lob scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ; ARLK LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, F-L. 32771 0m" shown on this drawing Is not erection bracing, wind bracing. Portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. Shown Is for lateral support of truss members only to reduce buckling length. Provisions must be g made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live 0.0 psf O.C. Spacing: 24.0" Additional bracing of the overall structure may be required. (See HIB-91 wfTPDe$ B BC Dead 10.0 psf I9. n Criteria: TPI LICENSE #0050068 fuss Plate Institute. 771. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese. FS.4 1005 VANNA DR0vieDOXI-327am TOTAL 33.0 psf V:09.05.02- 21589- 8 Design: Matrix Analysis JOB PAT71: C.ITEE-LOKIIIOAIEDIR NCS. 08.20.02 JO.rnrtulvVIU14R 3*4At:: IU#UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been lased on Information provided by the cbent. The designer disclaims any responsiblUty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a ape. c01c project and accepts no responsibility or exercise no control with regard to fabrica- tion, handling shipment and Mstallatfon 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 mgineed. 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, prolect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise sPectfled. Where bottom chords in tension are not fully braced laterally by a property applied rigid eeWng. they should be braced at a maximum spacing of I0`-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanUed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabric rev fabrication. the fabricator shall iew this drawing to verify that this drawing is in conformance with the fabricator's plans and to mabre a continuing responsibility for such verl. ovation. Any disc ep-aes are to be put In venting before cutting or fabricLion. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight flitting wood to wood bearing. con- nector plates shall be looted on loth 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 US plate is (' wide x B' long. Slots lholes) tun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connmtor plate size are minimum sizes based on the forces shown and may need to be ffi.ed 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 tnfonnaton 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 h Booing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avail damage. Ternpmary and permanent bracing for holding (misses 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 Preoautlonary action for lntsto requires such temporary bmrLng during Installation between misses to avoid toppling and dombaotng. The supervision of erection of trusses shall be under the control of Persons ecperenced in the-Lillallon of hisses. Professional advice shall be sought If needed. Concentration of construction loads greatcr than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses untu after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 972# Support 2 1006# MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D--0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.21" RMB = 1.15 WO: ARLK WE; MULTIPLE LOADS -- This design is the carposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 58.0 ft W= 40.0 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 -4046 0.48 12-11 3638 0.79 2- 3 -3417 0.42 11-10 3662 0.67 3- 4 -3073 0.46 10- 9 3072 0.54 4- 5 -3418 0.43 9- 8 3661 0.66 5- 6 -4045 0.49 8- 7 3637 0.79 6X8 6Xg 8-4-8 0-6-6 Face 13-1osto 0 TI: G 1 9TV:1 =___ _= ===Joint Locations==== -==---=== 1) 0- == 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 2) 8- 2-14 6) 40- 0- 0 10) IS- 7-11 3) 15- 4- 0 7) 40- 0- 0 11) 8-.4-12 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 97 -972 BOT PIN - 39- 8- 0 1365 0 -1006 BOT H-ROLL -6 00 5X8 8-2-6 0-6-6 Tr� I I 3.00 Face = 0-2-8 080 1 1 a-11-11 8-8-10 14-11-11 1 11 8 10 7 1366N 8.00" 1-0-01 1366# 8.0011 -o1-0-0 Cd, 40 -0 '�) A S (12) 2X4 (Ro-to10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 ■ scale = 0.1595 (!Mlaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1/0050068 1005 VANNMA DP OVIEDO.FL32766 Design: Aldtrix 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 bmcing 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 shown is for lateral support of truss members only to reduce buckling length. Pmvlslons must be nude 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 TPf). (buss Plate Institute. TPI, is located at 583 D'Onalno Drtx, Madison. Wisconsin 537191. JOB PAT71: C.ITEE-LOKIHOAIEDIR Eng. Job: WO; A jjjj( - Dwg: Truss ID: G1 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf TICS: 08.20.02 DESIGN INFORMATION This design is for an Indlvfdual building component and has been based on Information Provided by the client. The designer disclaim any responslbitty for damages as a result of faulty or Incorrect information. spectflcations and/or designs furnished to the Inns designer by the ehent and the correctness or accuracy of this information as it may relate to a spe- eifk project and accepts no responsibility or exerelses no control with regerd to fabrica- Uon, handling. shipment and installation of trusses. This truss has been designed as an Indhtdual building component In accordance witi ANSI/7P1 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 most be chocked to be sure that the data sham are In agreement with the local building codes, local climatic records for will or snow bads, project specifications or special applied Inds. Unless shown, tnnss hss not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of IO'-0' o.e Connector plates stall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fahecatm-s plain and to mitze a wntauing responsibility for such veri- fication. Any discrepancies are to be put In wriUng before cutting or fabrication. Ptates shall not be Installed Over knotholes, knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both fans of the Ltuss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- king. A 6x8 plate is 6- wide x B- long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the mntmW of the webs unless otherwise shown. Connector plate alzes are minimum sties based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This taw is not to be fabricated with fire retardant lrcatcd lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All brachag and erection recommendations are to be followed In accordance with _Handling installing & Bracing-. HIB-91. Trusses an to be handled with particular care during banding and bundling, delwery and Installation to avoid damage. Temporary and pemnanenl bracing for holding cruses In a stmighl and plumb pos- Won and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Imlalhuon between trusses to avoid toppling and domInamil. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction 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: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 9-0-8 0-6-6 Face = 0-2-8 3.00 0-8-0 WO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST he positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V- 125Biph, H. 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ­TC... ..BC...PORCE...CSI 1- 2 -4060 0.48 12-11 3655 0.79 2- 3 -3246 0.44 11-10 3672 0.66 3- 4 -2899 0.30 10- 9 2899 0.45 4- 5 -3246 0.44 9- 8 3671 0.66 5- 6 -4059 0.50 8- 7 3654 0.79 6X8 6X8 1366# 8.0011 1-0-0 (R0-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNfSSA DR.OVIEDO.PL327Ga Design: Mafri.r Analysis YYAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wad bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spee➢led locations determined by the bulldog designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). MnOs Plate Institute. TPI, is Located at 583 D'Onofdo Drive, Aladtson, WisconsIn 53719). JOB PA771: CATEE-LOKIHOMEOIR TI: H 9TY:2 --Joint Locations=====______==== 1) 0- --Joint 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 64 -962 BOT PIN - 39- 8- 0 1365 0 -996 BOT H-ROLL PROVIDE UPLIFT COMMON PER SCHEDULE: Support 1 962# Support 2 996# 6.00 ( 3.00 Eng. Job: Dwg: Dsgflr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live o.o psf BC Dead 10.0 psf TOTAL. 33.0 nsf SX8 Face = 0-2-8 080 I 7 1366# 8.00" (�1-0-0 Ralo-lot) scale = 0.1595 Truss ID: H Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 11CS: 08.20.02 Jn: ARLINGTON K 3&4 AC: DESIGN INFORMATION This design is for an Individual budding component and has been based on WonnaUon provided by the client. The designer dlsclatms any tesponsibWty for damages as a result of faulty or incorrect information, specification 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- cgbc project and accepts no responsibility or "erches on, control with regard to fabrica- tion. handling, shipment and butagalbn 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 engneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow bads, Project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy foods. 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 "HIng, they should be braced at a maxtmtan spacing of 10'-0- o.c. Connector Plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformizabc with the fabricator's plan and to realize A continuing responsibility for such vert- fiatbn. Any discrepancies are to be put In writing before cutting or fabrication Plates shall not be Installed over knotholes, knots or distorted gain. Membera shag be cut for tight fitting wood to and bearing. Con. nectar plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 6 5r4 plate is 5- wide x 4' long. A US plate is ' wide s 8' long. Slots (holes) tun parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes are cmbdamm size es 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 mfmmatlon an guality Control refer to ANSI/TM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations ate to be followed in accordance with -Handling Installing 6 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 restsUng lateral forces shag be deigned and installed by others. Careful hand- ling is essential and erection bracing is always required. No -I precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domnoeng. The supervision of erection of tnrsses shall be under the control of persons experienced in the installation of trusses. Professional advice shag be sought If needed. Concentration of construction bads grater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors slag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LORD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB = 1.15 F6.00 9-5-0 0-66-6 Face = 0-2-8 3.00 I 0-8 1366# 8.001, 1-0-0 cRo-10 WO: ARLK WE: ®Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". Wridbod per ASCE 7-98, CAC, V. 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 58.0 ft W. 40.0 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 -4063 0.48 12-11 3659 0.78 2- 3 -3143 0.45 11-10 3673 0.66 3- 4 -2826 0.30 10- 9 2825 0.41 4- 5 -3143 0.45 9- 8 3672 0.66 5- 6 -4062 0.50 8- 7 3658 0.78 6X8 6X8 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.PL32766 Design: Morris 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 at similar bracing which is a part of the building design and which must be considered by the building designer. 8mcn9 w shown is for lateral support of to members only to reduce buckling length. Prmisbm 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. IS" HIB-91 of TPI). firuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA771: CAT££-LOK1110M£D1R TI: I BTY:1 = == = ===Joint Locations=====_==_===___ 1) 0 0 0 5) 30- 8-10 9) 22- 2- 0 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 65 -954 BOT PIN - 39- 8- 0 1366 0 -988 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 954# Support 2 988# 6.00 5X8 T 9-2-14 0-6-6 I 3.00 Face = 0-2-8 080 8 17 1366# 8.001, (RO-10-10) scale = 0.1595 Eng. Job: WO: ARL Dwg: Truss ID: I Dsgnr: TLY Clik: Date: 4-21-03 TC Live 16.0 psf DurFac - lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21592- 8 NCS: 08.20.02 JU: ARLINGTON K 3&4 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 diseblms 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 corcctness or accuracy of this Information as It may relate to a spe- elfte project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Insmllatron of trusses. This truss has been designed as an individual building component in accordance wilt ANSI/TPI 1-1995 and NDSA7 to be incorporated as put of the building design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the building designer, the design loading shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied bads, Unless shown. tress has not been designed for storage - occupancy toads. The design assumes compression chords (top or bottom) are continu- ously braced by ahcathtng unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ce0ing, they should be braced at a ra imum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped 9&Mnlzed steel meeting ASMi 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 contlnutng rnponsibinly for such "it- fl©tbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gam. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naft fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A US plate s 6' wide x W long. Slots (holes) run parallel to the plate length specgkd. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mtntmum sixes based on the forty shown and may need to be increased for certain hand - Unit and/or erection stresses. This truss s not to be fabricated with the retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -I landhng Installing & Bmclnr. 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 stralght and plumb pos- abn 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 truwes to avoid toppling and dozomotng. 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. ConcentmUon of corutnrctlon Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 702# Support 2 603# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" RIM a 1.00 4-5-15 0-6-6 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 58.0 ft W. 14.3 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 -792 0.33 7- 6 649 0.26 2- 3 -1539 0.42 6- 5 639 0.41 5- 4 1319 0.50 0 4X6 TI: J == _ _ ====Joint Locations=====_____===__ 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 2) 7- 4- 0 5) 13- 0- 0 3) 14- 4- 0 6) 7- 2- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 14- 4- 0 BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 Concentrated LEIS Location BC Vert L+D -930 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 620 12 -702 BOT PIN 14- 2- 3 1307 0 -603 BOT H-ROLL "'� ZX4 6X8 4-2-6 0-8-6 1-1-9 620# 8.00" 3 1308N 3.62" (R�° 1-1-7)' 1 144 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/CPI 1-1995 930N scale = 0.4333 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1003 VANNESSA DROVIEDOXI-327(i6 Design: hfafrit 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 strnllar bracing which Is a fan of the building design and which must be considered by the binding designer. Bracing shown is for lateral support of bass members only to reduce buckling length. Pr tslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the memo structure may be required. fSee HIB-91 of TPI). frnrss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PA771: CATFE-LOKiHOMMIR Eng. Job: Dwg: Dsgnr: TLY Chi{: `III : —A—RIF Truss ID: J Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21594- 9 HCS: 03.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the ctlem The designer citsclalms any responsibility for damages as a result of faulty or Incorrect lnfonnatlon. specOicrllons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cifle project and accepts no responsibWty or merclses no control with regard to fabrica. Uon, handlln& shipment and installation of trusses. 7hls truss has been designed as an individual building component in accordance with ANSI/'IPI 1-1995 and NDS-97 to be Incorporated u part of the building design by a Building Designer (registered architect or professional engineer). When mvtewcd for approval by the building designer, the design loadings shown must be chmkcd to be sure that the data shown are in agreement with the toad building codes, load u:Umatic records for wind or snow Imds, project spectflratlons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are conUnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid calling they should be braced at a maximum spacing of l0r-0' o.c. Connector Plata shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricallon. the fabricator shalt review this drawing to verify that thts drawing ts in conformance wnh the fabricator's plans and to realize a contlnuing responsibility for such vert. fkstion. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Can. nmwr plates shall be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate Is 6* wide x 6' 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 sties based on the forces shown and may need to be increased for certWn hand - Ling and/or creation stresses. This truss Is not to be fabricated wnh fire retardant treated lumber urdess otherwise shown. For additional Information on Quality Control refer to ANSI/771 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Rion and for restsUng lateral forces shall be designed and installed by others. Careful hand - [mg Is essential and erection bracing is always required. Normal precautionary action for muses mquucs such temporary bracing during InslallaHon 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. ConceniraUon of cmtstnucUon loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 458# Support 2 413# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=4.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 4-5-15 0-6-6 4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 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 -571 0.18 2- 3 -431 0.16 3- 4 448 0.17 4- 5 27 0.11 ..BC ... FORCE ... CSI 8- 7 477 0.21 7- 6 -327 0.18 K QTY:2 =_= _ =====____ _ Joint Locations==_== 1) 0- 0==0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 3) 7- 4- 0 6) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 42 -458 BOT PIN 12-10-12 422 0 -413 BOT H-ROLL Ilk 74-0 5-8-0 1 2 4 $ 4X6 4-2-6 T 1-4-6 M 13-0-0 I I 8 7 41,877# 8.00" 423# 2.50" 7 I 13-0-0 QR111 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4674 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP OVIEDO.fL32788 Design: Afatrir A»dlvsis 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 pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and speeflcd locations determined by the building designer. AddlUonal bracing of the overall structure may be required. (See HIB-91 of 17p. rDaus Plate Institute. TPI, Is located at 583 D'Onafrtu Drive. Madison, Wisconsin 53719)• JOB PATH: C:ITEE-LOKIHOMEOIR Ens. ,lob: Dwg: Dsgnr: TLY Chk: WO�_CRLK Truss ID: K Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr, 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21596- 9 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect I dormation, specifications red/or designs furnished to the trusts designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ct0c project and accepts no responsibility or exercises no control with reprd to fabrtra- uon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSITIPI 1.1995 and NDS-97 to be Incorporated as Part of the building design by a Building Dmigner (registered architect or professional engineerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the bpi 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 contpressbn chords (top or bottom) are continu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced bterally 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 galvard-d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrfentor shall review this drawing to verify that this drawing s in conformance with the fabrlcatoes plans and to realize a continuing responslbWty for such vert- Ikatfon. 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 Ruing wood to wood hearing. Con- nector plates stall be located on both faces of the truss with nails fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Gx8 plate Is G wide x 8' long. Slew (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise sham. Connector plate stirs are minimum at= based an the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing d Bracing% HIB-91. Tresses are to be handled with particular care during banding and bundWi& 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 tnlsses to avoid toppling and domhaing. 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 Inds shall not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to tresses until after all fastening and bracing s completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 406# Support 2 346# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-5-15 0-6-6 4 I WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125m1ph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 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 =566 0.14 7- 6 -483 0.21 2- 3 -432 0.15 6- 5 0 0.14 3- 4 -359 0.26 6.00 TI: L 9TY:1 _ __== _ ===w7oint Locations==========--- = 1) 0 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 172 -406 BOT PIN 12-10-12 422 0 -346 BOT H-ROLL 4X6 3X4 rites ZX4 4-2-6 13-0-0 11 7 6 487# 5.00" 5423# 2.50" �1-1-9�� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DILOVMDOTI-32766 Design: Afdfris Analysis 13-0-0 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. BrarLtg shown 13for Lateral support of truss members only to [educe 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 TP). (Truss Plate Institute. TPI, is located at 583 D'Onofrb Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIIIOMEDIR scale = 0.4674 Eng. Job: : ARLK— ffivg: Truss ID: L Dsgflr: TLY Chic: Date: 4-21-03 TIC 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: TOTAL 33.0 psf V:09.05.02- 21597- 9 HCS 08.20.02 DESIGN INFORMATION This design is for an Individual bulldhtg component and has been teased on InformaUon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this IfformaLl Or n as it may relate to a spe- cific project and accepts no responsibility or exenYses no control with regard to fabAca. tlon. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance will ANSIrM 1-19% and NDS-97 to be Incorporated as part of the building design by a Budding Designer [registered architect or professional engmeerd. 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 sPeelflcatlom or special applied Inds. Unless shown. truss has not been deigned 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 rtgtd ceding, they should be braced at a maximum spacing of 10'-Q' o.c Connector plates shall be manufactured from 20 gauge hot Upped gahmnlred steel meeting AM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertry that this drawing is in conformance with the fabricatoes plans and to realize a contimmg responsibility for such verl- Bcation. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shall be located on both face of the tr with nails fully imbedded and shall be sym. about lhejomt unless otherwise shown. A 5x4 plate is W wide x 4' long. A 6x8 plate Is 6' wide x it long. Slots (holes) nth parallel to the plate Length specified. Double cuts on web members shall meet at the cenimid of the webs unless otherwise shown. Connector plate sloes are minimum sires hosed on the forces shown and tray need to be Increased for certain hand- Ung and/or erection stresses. This loos is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal tnformallon on Quality Control refer to ANSI/7M I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handltng Installing A Bmclnf. H18-91. Trusses are to be handled with particular care during banding and bundling, delivery and hrsta latlon 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 supervtsbn 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 cnnslructlan loads greater than the design bads shall no be applied to trusses at any time. No loads other than the weight of the erecton shall be applied to trusses until after all fastening and bmcing s completed. .Its: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY truss designed to carry 131 0" span framed to BC one face 01 0" span framed to TC opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 377# Support 2 412# MAX LIVE LOAD DEFLECTION: L/999 L--0.06" D--0.06" T--0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 WO: ARLK WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, Iet 1.00, Exp.Cat. B, bzzt= 1.0 Bld Type= Eacl L- 40.0 ft W= 8.8 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 -742 0.03 8- 7 -9 0.37 2- 3 -716 0.05 7- 6 40 0.72 3- 4 0 0.02 6- 5 0 0.64 TI: L 1 QTY:1 __ ____ __ ==Joint Locations=====_==_====== 1) 0- 0-=0 4) 8- 9- 0 7) 1- 4-14 2) 1- 4-14 5) 8- 9- 0 8) 0- 0- 0 3) 7- 2-11 6) 7- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8- 9- 0 BC Vert L+D -186 0- 0- 0 -186 8- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 917 9 -377 BOT PIN 8- 7- 4 917 0 -412 BOT H-ROLL 6X12 eves f"'U IbAN] 3X6 917# 3.50" 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-327Ga Design: Afmris Atudyiis WAKNIN11i: 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, wtnd 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. Ptmlslons must be made to anchor lateral beefing at ends and specified locations determined by the building designer. Additional bracing of the merall structure may be required. ISee HIB-91 of TPI). rrruss Plate Institute. M. is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). JOB PATH: C.'ITEE-LOKIHOMED(R 3-0-0 1-4-8 6' 5 917# 3.50" scale = 0.7000 Eng. Job: WO: ARKK Divg: Truss ID: L1 Dsgiir: TLY Clik: Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf Durfac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 HCS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.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 responsibility for damages as a result of faulty or incorrect Infommtlon, specs icatiom and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cifle pm)ect and accepts no responslbWty 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 budding design by a Building Designer treglsteled 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. Idol climatic records for wind or snow loads. Protect specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are cor tinu. ously braced by sheathing unless otherwise specified. Where bottom chords in temlon are raI fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I0'(r o.a Connector phtes 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 shag review this drawing to verify that this drawing is In conformance with the fabricator's plvns and to realize a conUnuing responsibility for such veri- ncation Any dbcrepmndn are to be put in wrlling before culling or fabrication. Plates shag not be twuncd over knotholes. knots or distorted grain. Members stall be cut for tight nlung wood to wood hearing. Con- nector plates shall be lasted on both faces of the truss with nags fully Imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A &S plate is E wide x 8- long. Slots (holes) run Parallel to the plate length specified. Double cuts on web members shag meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum $I= based on the forces shown and may need to be increased for certain hand- gng and/or creAlon stresses. Tfiis truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addgsonal information an Quality Control refer to ANSIM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracbrg. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnsallation to avoid damage. Temporary and permanent bracing for hoWhng muses in a straight and plumb pos- Ulon and for resisting lateral forces stall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal ptecnutlonary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and domdnotng. The supervision of erection of trusses slag be under the control of persons experienced In the butallation of trusses. Professlural advice shad be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses =U1 after all fastening and bracing is completed. TOP C!H0RDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 740# Support 2 740# MAX LIVE LOAD DEFLECTION: L/841 at JOINT # 3 L=-o.11" D=-0.12" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.04" WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 191 0" span framed to TC one face 8' 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 8.8 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- 2 272 0.60 6- 5 0 0.90 2- 3 0 0.27 5- 4 0 0.90 RMB o 1.00 2-11-LYS REQUIRED 3-0-0 TI: L2 QTY:2 = = ====Joint Locations=========a_== 1) 0- 0- 0 3) 8-'9- 0 5) 6- 8-12 2) 6- 8-12 4) 8- 9- 0 6) 0--0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435. 8- 9. 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1906 0 -740 BOT PIN 8- 7- 4 1906 0 -740 BOT H-ROLL This truss has not been designed for ROOF PONDING- Building designer must provide adequate drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 5X6 ­1 1907# 8.00" 8-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DP OVIEDO.FL32766 Design: Marrir Analysis 5X6 3-" 1-10-8 I 4 1907# 3.50" scale = 0.7000 WAKNINIU: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARL A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: Truss ID: L2 CONTRACTOR. Dsgnr: TLY Clfk: Date: 4-21-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the budding designer. TC Dead 7.0 psr DurFae - Plt: 1.25 Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.o psr O.C.Spacing: 24.0" P made to anchor lateral bracing at ends and specified bcauom determined by the building designer. Adduionai bracing of the overall structure may be required. (See HIB-91 of TP11. BC Dead 10.0 psf Design Criteria: TPI 9 rrruss Plate Institute. TPI, is looted at 583 D'Onofrto Drive. Madison, Wisconsin 53719). Code Dese: TOTAL 33.0 psf V:09.05.02- 21601- 9 J08 PATH: C:ITEE•LOKIHOAfFD1R HCS: 03.20.02 JB: ARLINGTON K 3&4 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 corcctness or accuracy of this Information as It may relate to a spe- C. project and accepts no responslblilty or exem sets no control with regard to fabrto- Lion. hand0ng, shipment and tnstalla n of trusses. This truss has been designed as an Individual building component in accordance with ANSI/'IPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered arehilect or professional englncc4. 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 speeinm tom or special applied loads. Unless sham, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of I(Y-O' 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 fabricaton, the fabricator shall review, this drawing to vertfy that this drawing is in conformance with the fabricators plans and to realim a continuing rnponslbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plain 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 bah faces of the in= with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Fu8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the cenbold of the webs unless otherwise shown. Connector plate sloes are rntntraum stun based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This trnrss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Contra) refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handling Installing A Bracing'. HIB-91. Trussesareto 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 pas - Won and for resisting lateral forces shall be designed and installed by others. Careful hand- hng is essential and erection bracing is always required. Norval preenutiaary action for trusses require such temporary bracing during installation between trusses to avoid toppling and domtnoing. The supervision of election 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 Inds other than the weight of the erectors stall be applied to tnmm until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 477# Support 2 425# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.020 MAX HORIZONTAL LIVE LOAD DEFLECTION - Tel 0.01" RMB a 1.15 4-5-15 0-6-6 1 I WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wrid od per ASCE 7-98, CSC, V- 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft We: 14.3 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 -707 0.22 8- 7 599 0.27 2- 3 -537 0.15 7- 0 570 0.21 3- 4 -534 0.17 0- 6 385 0.15 4- 5 -675 0.22 6 0000 4X6 TI: M BTY:3 __ __ _== ===Joint Locations=====__======_= 1) 0- 0 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0-•0- 0 3) 7- 4- 0 6) 14- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 521 20 -477 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL Jxo JX4 3X4 6X8 18 522# 8.00" 7 1-1-9 (R1-1-7) I - 14-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 10050068 1005 VANNESSA DROVIEDOXI-37766 Design: Afarrir Analysis 4-2-6 0-8-6 476# 3.62" scale = 0.4333 WHKIVIN(t: 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: : ARLI Truss ID: M Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is s not erection bracing, wind bracing• portal bracing or sndar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 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. Provlstons must be BC Live 0.0 psf O.C.Spacing: 24.0" made to anchor lateral bracing at ends and specified locations detcmdnel by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC llead 10.0 f I Design Criteria: TPI n'russ Plate Instgute• TPI, is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). Code Desc. TOTAL 33.0 psf I V:09.05.02- 21602- 9 JOB PATH: C:ITEE-LOAIIIOMEOIR HCS: 03.20.02 Jt$: ARLINUIUN K 3&4 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 rapmslbillty 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 lnformatlon as It may relate to a spe- clflc project and accepts no responsibility or exercises no control with regard to fabrier- tbn, handling• shipment and Installatlon of trusses. This truss has been designed as an tndMdual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as put of the building destgt by a Building Drslgnur (registered architect or professional englnecr). When mwkwed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads• pooled spectfkaUons or special applied loads. Unless shown, tnan has not been designed for storage or occupancy bads. The design assume 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 prop" applied rigid ceiling• they should be braced at a ma=Urn spacing of 10'-(r o.c. connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to resllre a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put in writing before cutting at fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light f1tUng wood to wood hearing. Con- nector Plata shall be located on both faces of the truss with raib fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wife x V long. A 8x8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cerntmid of the webs unless otherwise shown. Connector plate sizes ore minlonum 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 tmber hunless otherwise shown. For additional information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES AB bracing and erection moununendatfons are to be followed In accordance with -Handling Installing 8 Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and tnstallatlon 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- ing is essential and erection bracing is always required. Normal precautionary action for tntsses requires such temporary bracing during tnstallatlon between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed Concentration of construction bads greater than the design Inds shall not be applied to muses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bmetng is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 566# Support 2 564# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.15 4-5-15 0-6-6 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -.TC... FORCE ... CSI 1- 2 -616 0.18 2- 3 -965 0.19 3- 4 -827 0.14 4- 5 -827 0.14 5- 6 -965 0.19 6- 7 -616 0.17 0 ..BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 4X6 - 3.00 13.00 TI: N QTY:1 ---Joint Locations =====__________ =1)== 0- 0 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5-.4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION--=-- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 535 -26 -566 BOT PIN 12- 0- 0 535 0 -564 BOT H-ROLL 0 0-6-6 SM 4-2-6- 54-0 2-0-0 2-0-0 1, 54-0 16 15 1413 1 1110 9 8 536# 64.00" 1-1-9 536# 64.00" 14-8-0 1-1-9 GABLE ( 711'1? (20) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11CPl 1-1995 scale = 0.3958 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARL Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: Truss ID: N CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erectlon bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is for lateral support of truss members re only to duce buckling length. Provisions trust x made to anchor lateral bracing at ends and specified locations determined by the building designer, Additional bracing.0 BC Live 0.0 psf BC O.C. Spacing: 24.0„ Design i n Criteria: TPI of the overall structure may be required. (See MB-91 of M. Dead d 10 psf LICENSE #0050068 (Russ Plate Institute. TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: 1005 VANNFSSA DROV1EDOX1.32766 _ TOTAL 33.0 osf vno nr n,)_ ,)iAni_ o Design: bfairir Atwlysis !OR PATH: CATEE-LOKUIOMEDIR HCS: 03.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer discialms any m IaOoslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information ns it may relate to a spe- cilk project and accepts no responsibility or exerotscs no central with regard to fabrica- tion, tundlmg, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/'M 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archneet or professional englneert. When reviewed for approval by the building designer, the design loadings shown must be cheeped to be sure that the data shown are In agreement with the local building codes, local cWnatic records for wind or snow loads, project specifications or special applied loads. Unless shown, uvss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid aging, they should be braced at a rmx(rnum 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 fabrlcataes pla s and to oral[= a continuing responsibility for such vert. Bwuon. Any discrepancies are to be put in writing before mixing Or fabritatlon. Plates shall not be installed over knotholes. knots or distorted grain. Manbets shall be rat for tight fitting wood to wood bearing. Con- nector plates shall be located on loth fain of the in— with nails fully Imbedded and shag be sym. about the Joint unless, otherwise shown. A SA plate b 5- wide x V long. A W 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 eentrotd of the webs unless otherwise shown. Connector plate slus are minimum strn 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 hmrher unless otherwise shown, For additional Infonnatfon 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 @ Bmcbng'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Tempomry and permanent bracing for holding trusses In a straight and plumb pos- Ulan and for resisting lateral forces shag be designed and installed by others. Careful hand. ling Is essential and erection bracing is always required. Normal precauuonary action for trusses MgUt es such temporary bracing during installation between trusm to awkl toppling and dominoing. The supervision of ere lion of ru tsses shag be under the control of persons experienced In the installation of trussr�. professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after aU fastening and bracing is completed. AS: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 568# Support 2 615# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 4-5-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt_ 1.0 Bld Type- Encl L. 58.0 ft W= 14.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -953 0.41 2- 3 976 0.42 0 Imo--- 3-8-0 --i 3.00 .BC ... FORCE ... CSI 6- 0 -677 0.18 0- 5 829 0.21 5- 0 829 0.21 0- 4 -662 0.18 4X6 TI: NI QTY:2 ==_ = = Joint Locations.---____ 1) 0 Oa 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0-. 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loe Vert Horiz Uplift Y-Loc Type 0- 4- 0 535 48 -568 BOT PIN 14- 4- 0 535 0 -615 BOT H-ROLL 0 I°- 3-8-0 --of 3.00 0-6-6 1 0-8 I I 6-8-0 6 536# 8.00" 4 1-1-9 536# 8.00" 14-8-0 COSMETIC�'�'Ls7 � 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.3958 iNaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32766 Design: Matrix Analysis YYAKNINIi: 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 b for lateral support of tow memhen 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). rRuss Plate Institute, TPI, Is locoed at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PATH.' C:ITEE-LOK1110MEDJR Eng. Job:WU'-ARLK DWg: Dsgnr: TLY Cllk: Truss ID: N 1 Date: 4-21-03 TC Live 16.0 Psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 ; Psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21604- 9 HCS: 08.20.02 DESIGN INFORMATION ThIs design is for an Individual building component and has been based on Information provided by the chenL The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. speclilcalions and/or designs furnished to the truss designer by the client and the eortcctness at accuracy of this Information as it may relate to a spe. elite proJect and accepts no responsibility or exercises no control with regard to fabrica. than, handling, ahlpmeitt and installation of trusses. This truss has been designed as an Individual building component in accordance wit] ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by n SuMing Designer [registered architect or professional crtgIneed. When reviewed for approval by the building designer, the design Imdings 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 Imds, proJecl specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. When 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•40' 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 ven- Bcdlon. Any dtscrepanctrs am to be put in wafting before eutung 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 trtus with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wife x 4' long. A 6x8 plate Is 6' wide x 9' 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 alms based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated Lumber unless otherwise shown. For additional Information an 0milty Control refer to ANSI/I" 1.1995 PRECAUTIONARY NOTES All braetng and emetbn recommendations are to be followed in accordance with'Handlmg Installing 6 Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundltn& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- 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 precaullonary action for trusses requires such temporary bracing during hnsta11ation between lnL%sm to avoid topp[Ing and daminoing. 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: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Kncl L= 58.0 ft W= 25.9 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/866 at JOINT #15 L=-0.09" D=-0.05" T--0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB - 1.15 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of Multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 1 367# Support 2 663# Support 3 755# ..TC... FORCE ... CSI 1- 2 -181 0.29 2- 3 198 0.19 3- 4 243 0.27 4- 5 -568 0.28 5- 6 -611 0.35 6- 7 -981 0.38 7- 8 -1326 0.37 ..BC...FORCE ... CSI 16-15 105 0.30 15-14 103 0.30 14-13 100 0.41 13-12 117 0.41 12-11 957 0.26 11-10 1095 0.29 10- 9 1097 0.38 6 00 -6 0000 4X6 6.00 '16 15 14 13 112 11 408# 3.50" 1197# 8.00" �1-1-9 GABIPL TES 0) 2X4 / 25-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GATESTED PER ANSI/TPI 1-1995 Over 3 Sup ports �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 10D5 VANNFSSA DRAVIEDO.FL32766 Design: Afmrir Analpsis 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. Braedng 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 ovem8 structure may be required. ISce MB-91 of TPI). rhuss Plate Institute, TPI, is located at 583 D'Onafrto Drive, Madison. Wisconsin 53719). JOB PATH: CATE£-LOKIHOMEDIR TI: O QTY:1 ==_== __ ====-- --- Joint Locations======== 1)0 0660 7) 19- 8-13 13) 6- 9- 7 2) 3-10-11 8) 25-11- 0 14) 5-11- 8 3) 5-10-11 9) 25-11- 0 15) 3-U- 8 4) 6-10- 5 10) 19- 9-12 16) 0- 0- 0 5) 9-11- 8 11) 15- 9-12 6) 15-11- 7 12) 9- 9-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 407 -66 -367 BOT PIN 6-11- 0 1197 0 -663 BOT H-ROLL 25- 7- 0 998 0 -755 BOT H-ROLL Job: Dwg: Dsgnr: TLY Chk: TIC Live 30.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 47.0 Dsf 8-6-2 0-6-6 JAO 1 19 998# 8.001' 1 19 /p 7) (R1-1-,/ scale = 0.2378 Truss ID: O Date: 4-21-03 DurFac - Pit: 1.33 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS• 08,20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 01 QTY:3 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 concctness or accuracy of this Information as It may relate to a spe- ciflc project and accepts no responsibility or exercises no control with regard to fabrica- Uon. handling, shipment and installation of trusses. This truss has been designed as an individual bunding 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 nmhltect or professional engneey. 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 eUmatb remits for wind or snow loads, project specifications or special applied Inds. UNess shown, [fuss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) an conllnu- ously braced by sheathing unless otherwise sPWMed. When bottom chords in tension ate not fully braced laterally by a Property applied rigid Ceiling, they should be braced at a trmaxim= spacing of 1o4r o.c Connector plates shag be manufactured from 20 gauge hot dlpPed galvanized steel meeting ASTM A 653. Gmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's pL n- and to realize a contnuing responsibility for such ver- flcatlon. Any discrepancies are to be put in wrutng before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gran. Members stag be cut for tight it" wood to wood hewing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be m sy. about the joint unless otherwise shown. A Sr4 plate is 5- wide x 4- long A 8x8 plate is 8- wide x it long. slots (hotes) run parallel to the plate length specified. Double cuts on web member shall meet at the centroid of the webs unless othcrwtse shown. connector plate sizes are mintmum sizes based on the forces shown and may need to be increased for certain hand- it"g and/or erectlon stresses. This truss is not to be fabricated with fire retardant trented lumber unless otherwise shown. For additional Wormulon on Quality Control refer to ANSIfM 1.1995 PRECAUTIONARY NOTES All bracing and ereeuon recorruncndauons are to be followed in accordance with "Handling Instating & Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- luon and for resisting lateral forces shall be designed and [totalled by others. Careful hand- ling is essential and erection bracing is always required. Normal plmuuonary action for trusses requires such temporary bracing during Installation between busses to avoid toppling and domtnctng. The supervision of erection of tnaases shall be under the cont.Mof persons experienced in the installation of trusses. Professional adv1keshall be sought If needed. Concentration of construction Inds greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to tresses until after o9 fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, 8:Kp.Cat. B, Rzt= 1.0 Bld Type= Encl L. 58.0 ft W- 25.9 ft Truss in 3NT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D--0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T. 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 T 3-0-0 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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 1 290# Support 2 451# Support 3 508# ..TC...FORCE ... CSI ..BC... FORCE ... CSI 1- 2 -140 0.27 12-11 81 0.21 2- 3 -390 0.27 11-10 31 0.20 3- 4 -405 0.26 10- 9 668 0.20 4- 5 -672 0.26 9- 8 762 0.22 5- 6 -916 0.23 8- 7 763 0.28 = =====Joint Locations1) 0 =Locations­­­­­ ­ 1) 0 5) 19- 9-12 9) IS- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 3) 9-11- 8 7) 25-11- 0 11) 6--7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 283 41 -290 BOT PIN 6-11- 0 841 0 -451 BOT H-ROLL 25- 7- 0 689 0 -508 BOT H-ROLL 9-11-8 15-11-8 �1 2 1 4 5 0 4X6 vnu LnY DAD r 9-0-12 B{ 6.00 M M "12 11 110 283# 3.50" 842# 8.00" 1-1-9 COS1(A S (12) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDo.FL32766 Design: Matrix Analysis 25-11-0 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmctng, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be mnsldered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. PnVOfons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addlttonal 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: CATEE-LOAIHOUEDIR 8-6-2 0-6-6 __ 10-1-4 8 690# 8.00" �p 1+�1"1'7) scale = 0.2378 Eng. Job: RL Dwg: Truss ID: 01 Dsgnr: TLY Chk: Dale: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.33 TC Dead 7.0 psf DurFac - Pit: 1.33 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead to.o psf Design Criteria: TPI Code Desc: TOTAL, 33.0 psf V:09.05.02- 21606- 9 HCS. 03.20.02 DESIGN INFORMATION This design is for an individual building component and has been lased on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect InfonnaUon, specifications and/or designs furnished to the Onus designer by the client and the correctness or accuracy of Oils information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica. Lion. handling. shipment and installation of trusses. This truss has been designed - an individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or proles oonal engineer). When reviewed for approval by the building designer. the design lmdhW shown most be checked to be sure that the data shown are in agreement with the lam] building codes, local climatic records for wind or snow Inds. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes canpressbn chords (top or bottom) are continu- ously braced by sheathing un ess otherwise specified. Where bottom chards In tension we not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-(r o.c Connector Plates shall be manufactured from 20 gauge hot dipped gaNanbed 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 mnformanca with the fabrimlora pLvu and to realize a continuing responsibility for such verl- fi atlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be Installed over knotholes. knots or distorted grain. Members shag be cut for light fluting wood to wood hearing. Con- nector plates shall be located on both face of the truss with nails fully imbedded and shaft be sym. about the Joint unless Otherwise shown. A Sx4 plate is 5- wide x 4- long. A B.cB plate is G wide x 87 long. slats (holes) cam paraftei 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 lased 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 sham. For additional Information an Quality Control refer to ANSI/7P1 1.19M PRECAUTIONARY NOTES Aft bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with particular tare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phunb pos. ition and for reststing literal forces shag 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 bmaq during Installation between trusses to amid toppling and dominotng The supervision of ereetton of trusses shaft be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construcuon Inds greater than the design Inds 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 oil fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1007# Support 2 437# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.09" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 0-6-6 8-9-11 T 3-0-0 1 WO: ARM WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V. 125mph, He, 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft We, 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Cavering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 440 0.42 12-11 -322 0.26 2- 3 -i28 0.34 11-10 -366 0.27 3- 4 -144 0.23 10- 9 508 0.20 4- 5 -512 0.24 9- 8 632 0.21 5- 6 -768 0.21 8- 7 633 0.24 TI:02 QTY:4 =_ __=_ =====Joint Locations:e== _____=_=_ 1) O- - 0 5) 19- 9-12 9) 15- 9-12 2) 6- 7- 0 6) 25-11- 0 10) 9- A-12 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6- 9-12 1194 -44 -1007 BOT PIN ' 25- 7- 0 612 0 -437 BOT H-ROLL 9-11-8 11 15-11-8 11 1 i 11q 5 6 6.00 D f-1 -6 00 DAD r 8-8-12 1 6.00 R P9 9-9-12 1, 6-0-0 10-14 12 11 10 g 7 CANT: 6-8-0 1195# 3.50" 612# 8.00" all-81 25-11-0 coAkfWAI)PLAT (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Alarrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this dmwing Is not erection bracing, wind bracing, portal bracing or sbnflar bracing which h a part of the bonding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (See f IIB-91 of 7Pfl. (Truss Plate Institute. TPI, is loc led at 583 D'Onofrio Drove. Madison. Wismnsin 53719). JOB PATH: CATEE-LOKI110AlE011? 8-6-2 0-6-6 I scale = 0.2385 Eng. Job: : ARL Dwg: Truss ID: 02 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrFac - Pit: 1.25 BC Live BC Dead 0.0 psr 10.0 psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21607-1( TICS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P QTY: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the chrnL The designer disclaims any responsibility for damages as a result of faulty or Incorrect Wormatlon, specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- e fle project and accepts no responsibWty or exerebes no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This tiles has been designed as an Indfvldual building component In accordance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtneer). Whm 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 IU-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plus and to mill e a continuing responslbilty for such veri- Dtation. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood beartng. Con- nector plates shall be located an both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is S' wide x 4' long. A figs plate is 6' wide x hi long. Slots (holes) run parallel to the plate length specified. Double cuts on well members shall meet at the centroid of the webs unless otherwise shown. Connector plate sues are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retanfant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES A8 bmetng and erection recommendations are to be followed In accordance with'Handllng Installing d Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling, deWery and t stallation to avoid damage. Temporary and permanent bracing for holding tnrsses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essenffal and erection bracing is always required. Normal precautionary action for tnrsso requites such temporary bracing during Insta11auon between busses to avoid lopp�n8 and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation ught of trusses. Professional advice shall be sod needed. Concentration of construction Inds greater than the design Imds shall not be applied W trusses at any time. No Inds other than the w- ight of the erectors shall be applied to tresses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. --TC...FORCE ... CSI ..BC...FORCE ... CSI 1-1-9 (R1-1-7j EXCEPT AS ®2X4 TRANSVERSE 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 80% of web length. 2X6 BRACE req'd on any web exceeding 14' denotes ONE edge or ONE face °**^ denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 58.0 ft W- 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req __ = =- = - ==Joint Locations=====_______=__ 1)00==0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7-,8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL Ilk 9-8-0 9-8-0 1 2 3 4 5 Ih 7 8 9 10 I1 0 4X6 -6 00 1 19-4-0 22 21 20 19 18 17 16 15 14 13 12 0# 8.001, 0# 8.00" 19-4-0 SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI.32766 Design: Harris 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 building design and which must be considered by the building desfgner. Bracing shown is for lateral support of lass 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 HIES-9I of TPI). muss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PA771: CATEF-LOKUlOMED1R 5.4-6. 0-6-6 1 Studs ® 2-0-0 O.C. scale = 0.3103 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: P Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL, 33.0 psf V:09.05.02- 21608-1( HCS: 03.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This dmlgn is for an Individual budding component and has been based on Information provided by the chent. The designer disclaim any tesponsthdlty for damages as a insult of faulty or mcorred Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Infomation as It may relate to a spo- cdlc pmJed and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of Irusso. This truss has been designed as an Individual budding component In accordance with ANSI/T'PI 1-1995 and NDS-97 Lobe Incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadUgp shown must be checked to be sure that the data shown are In agreement with the local building codes, local dLmatic records for wind or snow loads, protect speenlcatlons or special applied loads. Unless shown, truss has not been designed for storage or —panty Inds. The design assumes compression chords (top or bottom) arc continu- otuly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I(YQ' a.e Connector plates shall be manufactured from 20 gauge hot dipped galvantred steel meeting A.STM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in confonoance with the fabricator's plans and to maUm a continuing responsibility for such veri- fication. Any discrepancies are to be put in wrtting before carding or fabrication. Plate shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood boring. Con- nector plates shad be looted on both faces of the truss with r ads fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Qx8 plate is ti wile x 8' long Slots tholes) run parallel to the plate length specified. Double cuts on web members shad meet at the centmid of the webs unless Otherwise shown. Connector plate stress are minimum stress lived on the force shown and nary need to be increased for certain hand- ling and/or erecton stresses. This truss is not to be fabricated with fire retardant tncaled lumber unless otherwise shown. For additional m Inforation on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and election recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding 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 daring hlsudhtion between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of person experienced In the Wtallatlon of trusses. Professlonal 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. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 679# Support 2 720# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 5-7-15 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L- 58.0 ft W- 19.3 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -925 0.35 2- 3 -725 0.24 3= 4 -125 0.25 4- 5 959 0.38 0 .BC ... FORCE ... CSI 8- 7 784 0.38 7- 6 784 0.38 4X6 TI: PI QTY:2 __ = _ =- -Joint Joint Locations=============== 1)Oc 0- 0 4) 14- 4-15 7) 9- 8- 0 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 689 74 -679 HOT PIN 19- 0- 0 689 0 -720 BOT H-ROLL -6 0000 194-0 8 7 690# 8.00" 6 1-1-9 L 690# 8.00" (Rl_1_7) t'I I 194-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDCUL32768 Design: Matrix Analysis 0-6-6 i l 1I scale = 0.3103 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY CITk: O: ARM Truss ID: P1 Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 shown is for lateral support of truss members only to reduce buckling length. provisions must be BC Live 0.0 psf i ae O.C. Spacing: 24.0" p g• 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 M. BC Dead 10.0 psf Desl n Criteria: TPI g tiluss Plate Institute, TPI, is located at 593 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: TOTAL. 33.0 psf V:09.05.02- 21609-1( JOB PATH: C.ITEE-LOK1110MEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spec111ntions and/or designs furnished to the toss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific ptgect and accepts no responsibility or exerciea no control with regard to fabAra- llon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englnmri. 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 conunu- ousty braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid coiling, they should be braced at a maximum spacing of I O'-O' o.e Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting AST M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrlaior shall resew d this mwing to verify that this drawing Is in mnfomance 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 gam. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be 5111. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A US plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the tentrold of the webs unless otherwise shown. Connector plate sizes are mmtmum sues based on the forces shown and may need to be increased for certain hand. Ung and/or erection stresses. This truss Is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnforauslen on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bmeing and erection recommendations are to be followed in accordance with 9iandling rs Italling & Bmcmg-, NIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Img is essential and erection bracing is always required. Normal Preeautlornry action for incises requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be undo the control of persons experienced in the installation of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tosses at any ttme. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125inph, H. 15.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 58.0 ft W- 13.0 ft Truss in n4T zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 379# Support 2 352# ..TC...FORCE...CSI ..BC...FORCE ... CSI 1- 2 -549 0.17 7- 6 459 0.24 2- 3 -356 0.16 6- 5 0 0.16 3- 4 -278 0.14 TI: Q 9TY:1 =__ _ =Joint Locations=====______===_ 1)= 060==0E 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- e- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 188 -379 BOT PIN 12-10-12 422 0 -352 BOT H-ROLL 8-8-0 4-4-0 1 2 4 0 4X6 3X4 -__- aria ZX4 4-10-6 F9 M 13-0-0 7 6 5 1 4817y# 8.00" 423X 2.50" I (Ril �I 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.4070 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 9 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Click: Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARONDA WAY SA N FORD, FL. 32771 (407) 321-0064 Fax 321-3913 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is fur lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C.Spacing: 24.0" P (407) support of truss members only to reduce buckling length. Provisions must be psf 9 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. Ism H19-9 d of 1?I). �C Dead 10. 0 $f P Design Criteria: TPI LICENSE #0050068 fhuss Plate Institute. TPI, Is located at 583 D'Onafrio Drive. Madison, Wisconsin 53719). Code Dese: 1005 VANNESSA DP-OVIEDO.M32766 TOTAL 33.0 Psf V:09.05.02- 21610-1( Design: Afmris Analysis JOB PATH: C:ITEE-LOK11I0MEDIR 11CS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specie atlons and/or designs furnished to the truss designer by the client and the corectness or accuracy of this Information u It may relate to a spe- cific project and accepts no responsibility or exeroises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building corponent in accordance with ANSI/'IPI 1-1995 and NDS-97 to be Incorporated os part of the building design by a Budding Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are ion agreement with the local buleling codes, local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, tens has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by shnthing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rtgd ceiling. they should be braced at a maxknum spacing of 10'-0' o.a Connector plates shall be manufactured from 20 gauge hot dipped gahanlud steel meeting AM M A 653. Grade 40, mles+ 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 verf- Bcallon. Any ellsempancln am, to be put in writing before cutting or fabrication. Plates shall not be busialled over knotholes. knots or distorted grab. Members shall be cut for tight (hang wood to wood bearing. Con- nectw plates shall be located on both far of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the welas unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be inemosed far certain hand- ling and/or erection stresses. This buss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wottnation on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed In accordance with -handling Installing & Bracing. HIB-91. Tresses 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 ouallea by 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 toppling and elominoing. The supervision of erecilon of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R BTY:2 70P CHORDS: 2x4 SP #2 D BET CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to __ _�__====.Joint Locations=====___==___=_ =1)= WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 SP #2 2 positioned to provide equal embraced 2) 6- 3- 5 4) 12- 6-10 6) 0-•0- 0 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. Brace Imist extend at least 90% of web length 2x6 Brace required on any web 14e-0". Uniform PLF From PLF TO All COMPRESSION Chords are assumed to be over MULTIPLE LOADS -- This design is the TC Vert L+D -46 BC Vert L+D -1-10- 0- 0- 9 -46 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. -10 Concentrated LBS 0 -10 Location 12- 6110 WndLod per ASCE 7-98, CSC, V. 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 -70 3- 9- 1 6- 1-15 Bld Type= Encl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL. 6.0 Support 1 609# Support TC Vert L+D -98 8- 6-12 psf Impact Resistant Covering and/or Glazing Req 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : TC Vert L+D BC Vert L+D -127 10-11-10 MAX LIVE LOAD DEFLECTION: L/577 Support 1 263# BC Vert L+D -6 -19 1- 4- 4 3- 9- 1 at JOINT # 5 L=-0.25" D- 0.00" T=-0.25" ..TC... FORCE ... CSI--BC... FORCE ... CSI BC Vert L+D BC Vert L+D -44 -60 6- 1-15 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.06" 1- 2 -2252 0.68 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 MAX HORIZONTAL LIVE LOAD DSFLECTI+31# T. 0.06^ 2- 3 06 0.90 5- 167 0.47 48# 70q - MAX. RFAC7 NS PER BEARING LOCATION __ --- 9 Loc Ver) tz Uplift Y-Loc Type 1 0-10 71 0 -591 TOP H-ROLL RMB - 1.00 13-1-14 0- 4-13 678 263 -609 PIN 1 2 3 F 3 33 4-5-10 0-6-1 I I 1.68 I 0-11-0 _Y_ T 1-7-7 I 074 2-6-10 11-6-10 11 6 5 4 1-10-9 678# 9.56" 719# 2.50" 1 6- 10 00-8-0- (R1-10 7) 6# 19#! 44N 60# 76# (' R0-8-5) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 0.4437 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIED0.171-32766 Derign: Matrix Atidlysis 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 pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1118.91 of TPI). (Truss Plate Institute, TPI, Is located at 583 D'Onafrto Drtve. Madison, Wisconsin 53719). JOB PATH: CATEE-LOK11HOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: : ARLK Truss ID: R Date: 4-21-03 TC Live 16.0 psr DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V.09.05.02- 21612-1( HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect information, specifications rid/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- clik project and accepts no responsibility or exeretses no control wuh regard to fabrica- tion, handling• shipment and Installation of truss— This truss has been designed as an Individual building component In accordance with ANSI/TPI I-IM and NDS-97 to he incorporated as part of the building design by a Building Designer (registered archttmt or professional engtneed. 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. prtrject specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are mnUnu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by is property applied rigid ceiling, they should be braced at a maxmnum spacing of ]U-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabmatbn, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plus and to realise a continuing reponslbWty for such vent. flcatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gam. Members shall be cut for tight Hung wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 6x8 plate is G wide x 8' Iong. Slobs tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuvid of the webs unless otherwise shown. Connector plate sizes ace minimum sues based on the fumes shown and may need to be Increased for certain hand- ling and/or erection straws. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recotnmendatlmu are to be followed in accordance with -Handling installing A Bracing' 1118.91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bractng for holding trusses in a straight and plumb pm - Won and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and 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 Inds shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. its: AI<LlNl;iIUN K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R1 QTY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 ® continuous lateral bracing attached to =_=====e======Joint Locations========e:====__ WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1) 0-0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge BEAR. BLK: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform PLF TC Vert L+D -46 From 9 PLF To All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1-10- -1- 2-15 -46 -9 -1- 2-15 13- 2,10 continuously braced unless noted otherwise. ccuposite result of uwltiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 WndLod per ASCE 7-98, CSC, V= 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- -87 5- 0- 5 7-10 Bld Type- Encl Let 58.0 ft W= 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 Support 1 609# Support TC Vert L+D -127 9- 2-14 psf Impact Resistant Covering and/or Glazing Req 2 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC Vert L+D BC Vert L+D -202 12- 2- 0- 1 MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -21 -53 5- 0- 5 7-10 L=-0.24" D= 0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- BC Vert L+D BC Vert L+D -64 9- -40 12- 2-14 0- 1 Tm 0.05" 2 1624 0.75 6- 5 -1780 0.31 2- ----MAX. REACTIONS PER BEARING LOCATION----- MAXT. HORIZONTAL LIVE LOAD DEFLECTION: 3 1694 0.83 - 4 -203 0.30 35N 87# X- Vert 1 hti1,0 546 Horiz Uplift Y-Loc Type 4 TOP H-ROLL 0�` ZY'33 366 262 ��6 BOT PIN RMB 1.00 13-1-14 1 2 3 3.33 4-5-10 0-6-1 4 0-" _L 2-6-5 i . 1.68 I 0-9-9 1 6 5 4 11-9-1 367N 9.56" 547# 2.50" 1-10-9 I 12-6-10 00-8-0 (R1-10 7) 21# + 54# 64# 40 (' RO-8-5) EXCEP'r AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19 5 scale = 0.4437 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: : ARL LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bmcing, wind bracttng, portal bracing or similar bracing whbh is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 n (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building deslgner. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Desl n Criteria: TPI 9 LICENSE #0050068 (Truss Plate Institute. TPI, is Located at 583 D•Onofrto Drive. Madison, Wisconsin 537191. Code Desc: Ions VANNF_SSA DROVIEDO.lLs27Ga TOTAL 33.0 psf V.09.05.02- 21614-1( HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION This design la for an tndMdual building component and has been based on Infomtation provided by the client. The designer disclaims any respons8,1111ty for damage as a result of faulty or Incorrect l omnatbn. specifications and/or deigns furnished to the truss designer by the client and the correctness or accuracy of this Infomwtton as it may relate to a spe. tlae project and accepts no responsibility ar 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 ANSIin11 1-19M and NDS-97 to be tnmrpomted as part of the building design by a Building Designer (registered archilecl or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the kcal building codes. local cliruatic records for wind or anow loads. project apeelllcotrons or special applied toads. 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 tenslon are not fully braced laterally by a properly applied rigid ceiling, they should be broad 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 dmwtng to verify that this drawing is in conformance with the fabrlcotoes plans and to realize a continuing responsibility for such veri- fl atbn. Any discrepancies are to to put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood beutng, con- nector plates shall be located on both faces of the truss with malls fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate 0 5' wide x 4' long. A 6x8 plate Is (r wide x 8' long, Slots (holes) run parallel to the plate length specified. Double cuts on web menders shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum stun based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This thus Is not to be fabricated with Ilse retardant treated lumber unless otherwise shown. For additional triforrnation 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 & Bractne. 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- Bion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is eSsentlal 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 afall be sought If needed. concentration of construction Inds greater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to susses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BUT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on malltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 f- 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D- 0.02" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 3-10-3 0-6-6 0-9 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 mil be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.70 4- 3 -457 0.33 TI: S Joint Locations=====__=_=__=__ 1) 0- ­joint 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 Bar H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 58.0 ft W- 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 11 Ilk 1 2 0 2-2-8 IA-2 i Attach with (4) 10d Toe -Nails Attach with (t) 10d Toe -Nails 3.00 I 0-8- I I e— 1 54-8 4 3 248# 8.00" 127/! 2.50" 1-1-9 I 76# 6-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-19CIL 95 Over 3 Supports -114 scale = 0.5459 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 Design: Afatrit Anai5Ws 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 building design and which must be considered by the building d=igner. Sincbng shown is for lateral support of truss members only to reduce buckling length. Provision must be made to anchor lateral bracing at ends and specified locatlons determined by the building designer. Additional bracing of the overa0 structure may be required. ISee HIB-91 of TPq. rrruss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: C.'ITEE-LOKIHOMEDJR Eug. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: S Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21615-1( HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on tnfornudian provided by the client. The designer dtaelatra, any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs ftuniihed to the truss designer by the client and the correctness or accuracy of this mati Inforon as It may relate to a spe- ciflc project and accepts no msponstbdity or exercises no control with regard to fahrica- lion, handling, shipment and installation of trusses. This truss has been dmlgrcd as an individual building component in accordance with ANSlrM 1-1995 and NDS-97 to be incorporated as pan of the budding design by a Building Designer tregistered architect or professional engineer). When reviewed for approval by the budding designer, the design badtngs shown must be checked to be sure that the data shown are In agreement with the local budding codes. local edW cnatio records for wind or snow loads. ptgcet specifications or special applied bads. Unks3 shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by shetthtng unless otherwise sPeciled. Where bottom chords in tension are not fully braced laterally by a properly applied rfgd ceding• they should be braced at a m udrrnu n spacing of I Or-O' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to read, a continuing responslbdtty for such ven- Ilcation. Any dbcm?aneln are to be put In wmtng before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted gram. Members shad be cut for tight fitting wood to wood hearing. Con- nector plates shall be located an both faces of the taus with nails fully imbedded and shall be sym. about the Joint unless otherwise sham. A 5x4 plate Is 5- wide x 4- long. A US plate 13 fi wide x g' long. Slots (hoks) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate slsrs are m r;;Z; sties based on the form 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 ANSJ/'M 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with-llandlbng Installing @ Bracing. HIB-91. Tramp are to be handled with particular core during banding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing for holding masses in a straight and plumb pos- Ition and for resisting lateral form shall be designed and tnataded by others. Careful hand- ling Is essential and erection bracing is always required. Nomnal precautionary action far trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommaing. 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 Prods 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 bra" is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss has not been designed for ROOF PONDING. Building designer ffiist provide ad to drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss ndlst be marked to prevent UPSIDE DOWN erection. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of tmsltiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, Her 15.0 ft, I- 1.00, Exp.Cat. B, lizt= 1.0 Bld Type= Encl L= 40.0 ft W= 6.7 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 0 0.47 4- 3 0 0.18 TI: S 1 9TY:2 . ====__ ==Locations­­­­­­ 1) Locations 1)00-=0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loci Type 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: - Support 1 216# Support 2 216# 6-8-0 1 2 2X4 LX4 220# 8.00" GABLE SPUD PLATES (12) 2X4 6-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Matrix Analysis IVA 3-0-0 2X4 220N 8.00" Studs ® 2-" o.c. scale = 0.7000 WAKNING: 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: RLI Truss ID: S1 Date: 4-21-03 TC Live 16.0 psi' DurFac - Lbr: 1.25 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 which Is a pan of the building design and which must be considered by the building designer. Brneing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 PSI` O.C. Spacing: 24.0" p g• made to "char lateral bracing at ends and specified locations determined by the budding designer. overall Additional bra" of the structure may be required. (See HIS-91 of TP11. BC Dead 10.o f ps Design Criteria: TPI (Truss Plate Institute, TPI. is located at 563 D'Onafrio Drive. Madison. Wisconsin 53719). Code Desc: TOTAL 33.0 psi• V:09.05.02- 21616-1( JOB PATH: C:ITEE-LOKIHOAIEDIR HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information p—lded by the cli—L The designer disclao s any responsibility for damages as a result of faulty or incorrect Information, specifications and/or design furnished to the teas designer by the client and the coreemesa or accuracy of this Information as it may relate to a spe- cifte project and accepts no responsfbWty 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. 1=1 climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specltled. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maxlmum spacing of 19-0- O.C. connector plates shag be manufactured from 20 gauge hot dipped g llvanited steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabricator's plans and to mzdUe a continuing responsibility for such vert- Motbn. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting woad to wood bearing. Can - nectar plates shall be Ioated on both faro of the truss with rails fully imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A GXS plate Is 6- wide x W 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 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 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 Instalttng r4 Bracute. HIB-91. Trtrsses are to be handled with particular care during banding and bundling, deL" and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- man and for resisting lateral forces shall be designed and installed by others. consul hand- ling is essential and crecllon bracing is allays requited. Normal precautionary action for trusses requires such temporary bmcing during installation between lltmses to avoid toppling and domdnoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No bads out., than the weight of the erechn" shall be applied to alter trusses until all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior hearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L--0.06" D- 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 3-2-3 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.45 4- 3 -269 0.22 TI: T _ __== _= ==Joint Locations=============== 1) 0 0-0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL, WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I- 1.00, EtKp.Cat. B, Rzt= 1.0 Bld Type- Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3.00 I as-o I 4-0-8 4 3 205# 8.00" 98# 2.50" 1-1-9 a�n 4-8-8 60# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L:-7-4 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 loos VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis WAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal 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 btcral support of taus members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified loalbru determined by the building designer. Additional bracing of the overall structure rosy be required. (See HIB-91 of TPI). !Russ Plate institute, TPI. Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 537191. JOB PA771: CATFE-LOK11/0MEOIR Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: Dwg: Dsgnr: TLY Clik: WO: ARLK Truss ID: T Date: 4-21-03 TC Live 16.0 psr DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21617-1( HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any respansmWty, 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- cgk project and accepts no responsibility or exercises no central with regard to fabnea- lion, handling, shipment and installation of trusses. Ttds 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 an:hltecl or professional engineer). When revinved for approval by the building designer• the design loaduryy shown must be checked to be sum that the data shown are In agreement with the local building codes, local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc cominu- 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 maxtmtmn spacing of IO-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fah lion. the fabricator shall review this draining to verl(y that this drawing is in conforrnance with the fabricator's pkw and to ,-it,. a continuing responsibility for such verl. iicotlon. Any discrepandes ate to be put in westing before cutting or fabrication. Plates shall no be installed over knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood beating. Con- nector plates shall be located on both face of the mass wish nals fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4' long. A 6x8 plate is 6' wide x B' long. Slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs runless otherwise shown. Connector piste atma are ml'lrn= slrc based on the form sham 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 an Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed in accordance with'Harrdling Installing h Bractng', 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- like and for resisting lateral form shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requhes such temporary bmcing during installation between hisses to avoid toppling and daminotng. The supervision of erection of trusse shall be under the control of persons experienced In the lnstallatbn of trusses. Prafesslonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shag no be applied to busses at any time. No bads other than the weight of the erectors shall be applied to musses until after all fastening and bracing is completed. A ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" 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 2-6-3 0-6-6 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.24 4- 3 -112 0.12 TI: U QTY:2 === _==____ ==Joint Locations=====-========= 1) 0- 0-=0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3-12 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3-12 43 0 -41 BOT H-ROL-L WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 58.0 ft W= 3.4 ft Truss in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req 3-4-8 k �1 2 0 1-6-8 0-8-2 3.00 I 0-8-0 2-8-8 I 4 3 161# 8.00" 70# 1.50" la 1-1-9 4 3 -8 44# SO" (111-1-7) C/L. -3-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 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 #005W68 1005 VANNPSSA DR.OViEDOYI- 1766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bmcing, portal bracing or similar bracing which is a part of the building design and which most be considered by tire building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. provisions must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (rnus Plate Institute, TPI• is located at 563 D'Onofno Drive. Madtson• Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: WO: ARLK Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21618-11 Design: Alairir Analysis JOB PATH: C.•ITEE-LOKIHOMED/R HCS: 08.20.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disdairtn any responsibility for damages as a resull of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this lnfor n alon as It may relate to a spe- elnc 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 ANSIrM 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 cha a tic 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 aging, they should be braced at a maximum spacing of 1(Y-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlctuon, 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- fi atlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wind bearing. Con- nector plates shall be located on both faces of the tress with nails fully imbedded and slag be sym. about the Joint unless otherwise shown. A 5x4 plate b 5' wide x 4- long. A 6x8 plate is ir 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 sties are minimum stars based on the forces shown and my 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 sham. Por 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 R Bmchie, HIB-91. Trusses an, to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Mon and for resisting lateral forces stag be designed and tnstaged by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during tmta8ation between trusses to avow toppling and dominotng. The supervision of erection of trusses stag be under the control of persons experienced In the Installation of tosses. Professional advice shall be sought if needed. Concentration of construction loads greater than The design loads shag not be applied to trusses at any tine. No Inds other than the weight at the erectors shall be applied to busses urtll after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: ARM WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125uph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 58.0 ft W= 2.0 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 19 0.05 4- 3 -7 0.03 TI: V QTY:2 __ .... =_ = _===Joint Locations=====__________ 1) 0- 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 48 59 -125 TOP PIN 0- 4- 0 113 69 -159 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 159# Support 2 125# Support 3 4# 2-0-8 11 1 2 Attach with (2) 10d Toe -Nails 1-8-12 T 0-6-6 1-2-8 0-4-2 Attach with (1) 10d Toe -Nails Face = 0-2-8 3.00 I 0-8-0 1-4-8 I 4 3 114# 8.00" 489 1.50" l0 1-0-0 I_ 2-0-8 19# 1 50" f (110-10-10) -F C/L: 1-I1-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, 1'L. 32771 Bracing shown on this dmwing is not erection bracing, wind bracing. Pons] bmctng or similar bracing which is a part of the bullding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Prmbions 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. Addition ] bracing of the overall structure may be required. (See 11IB -91 of TPil. BC Dead 10 .0 psf LICENSE #0050068 frruss Plate Institute, TPI, Is bated at 583 D'Onofrto Drn•e, aladson, Wisconsin 53719). 1005 VANNESSA DR.OVIEDOT1.32766 TOTAL 33.0 psf Design: Afathr Analysis JOB PATH: C:ITEE-LOIi111031EDIR scale = 1.2149 Truss ID: V Date: 4-21-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: W 9TY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Wormatlon provided by the client. The designer dtselalms any responsmWty for damages as a result of faulty or mcoeect tnfornation, 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 responsfbNty or exercises no control with regard to fabrk:a- Una. 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 engtneel. 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 Inds, project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are no fully braced laterally by a properly applied rigid ceiling, they should be braced at a nuudmum spacing of Ia-Cr o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A.SI'M 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 plus and to realize a continuing responsibility for such vcn- Bratlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be Wtalled over knotholes. (mots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the tress 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 (' wide x 8' long. Slots (holes) runt parallel to the plate length specified. Double tuts on web members shall meet at the ctramid of the webs unless otherwise shown. Connector plate stets are minimum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This trim is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bnfornation on Quality Control refer to ANS)fM 1-1995 PRECAUTIONARY NOTES AB bmcng and erection recommendations are to be followed in accordance with'Handtmg Insta ding & B=g', IfID-91. Trusses are to be handled with parilcular 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 form stall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bmcing during installation between trusses to avoid toppling and dommoing, The supervision of erection of tresses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the sectors shall be applied to trusses unit after all fastening and bracing Is completed. TOP C310PDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D. 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 1-2-7 0-6-6 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 58.0 ft W. 0.8 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 -6 0.01 4- 3 0 0.01 l 1-1-9 e (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSVrPI 1-1995 =_ _ -=Joint Locations=1) 0--2-- ====__________ 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 16 20 -44 TOP PIN 0- 4- 0 76 24 -143 BOT PIN 0- 7-12 8 0 -3 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 143# Support 2 44# Support 3 3# L 0-9-0 L I 2 Attach with (1) 10d Toe -Nails 0-10-14 Attach with (1) 10d Toe -Nails 0-9-0 L Il 4 3 77U 8.00" 17N 2.50" t�O 0-9-0 8# 2.5 ' 0-0-1 C/L-. 0-7-1JR0-0-1) Over 3 Supports WAKNIN4: READ ALL NOTES ON THIS SHEET. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing which Is a pan of the budding design and which must 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. Additionallam r lateral bracing at ends and specified locutions determined by the budding designer. sing of the overall structure may be required. tSee If 111.91 of TPg. LICENSE #0050068 riruss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). IOD5 VANNtSSA DR.OVIEDOXI.32766 Eng. Job: Dwg: Dsanr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 1.7484 Truss ID: W Date: 4-21-03 DurFac - Lbr- 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Afdrris Andhsis JOB PATH: C.•ITEE-LOKIHOMED/R HCS. 08.20.02 WO: ARLK WE: JB: ARLINGTON K 3&4 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 taw, designer by the client and the correctness or accuracy of this Information as It may relate to a spc- clfic project and accepts no responsibility or exercises no control with regard to fabrim- Uon, handlffi& shipment and InstnUnUon of trusses. This trtus has been designed as an Individual building component In accordance wilt ANSIrrPI 1-1995 and NOS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeerl. When revimvd for approval by the building designer, the design lmd(ngs shown most be checked to be sure that the data shown are In agreement with the local building codes, local elknatic records for wind or snow loads, project specifications or special applied bads. Unless shown. testis has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) act continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension act not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-T o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 6S7, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shallrevtew this drawing to verify that this drawing is in conformnnco Mth the fabrtcotofs plans and to reaUw a continuing responsibility for such ved- Ikatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A Br8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc clot.— aura lased 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 lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES A➢ bracing and erection recommendations are to be followed in accordance with'Hnndling Installing A Bracing', IIIB-91. Russo are to be handled with particular care during banding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Ition and for resisting lateral form shall be designed and installed by others. Careful hand. ling is essential and erection bracing is ahmys required. Normal precautionary anion for trusses requires such temporary bract" during Installation between trusses to avoid toppling and donamoing. 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 tresses at any tbne. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 448# Support 2 518# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -998 0.45 6- 5 920 0.22 2- 3 -964 0.52 5- 4 55 0.14 TI: X QTY:12 =_ ==Joint Locations==c:====__ ___ == =_1) 0- Oa 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0--0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 357 0 -518 TOP H-ROLL 0- 4- 0 432 243 -448 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHBDUL�C Support 1 243# 11-0-0 1 2 3 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLX: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L= 40.0 ft W- 10.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tina 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 a6-6 4 2-6-5 2.00 l 00-8�e_ O-$ � I 1 i 10-0-8 6 5 4 433# 8.00" 358N 2.50" 1-7-2 B° 10-8-8 N0-3-8 8 cxaz -ls) (u1-7-°) i EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4694 Maronda Systems L WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: D`vg: Dsgnr: TLY Chk: WO: ARLK Truss ID: X Date: 4-21-03 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bmctng, 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 for TIC Dead 7.0 psr BC Live DurFae - Pit: 1.25 O.C.Spacing: 24.0" P 9 (407) 321-0064 Fax (407) 321-3913 shown is Lateral support of truss members only to reduce buckling length. Provisions must be 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). RC Dead 10.0 f ru Design Criteria: TPI LICENSE #0050068 muss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719)• ,.f Code Desc: IW5 VANNESSA DR.OVIEDO.fL32766 I TOTAL 33.0 psf I V:09.05.02- 21621 -1' Design: Afarrfr Analysir JOB PATH: C.ITEE-LOM110HEDIR HCS: 03.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. WO: ARLK WE: TI: X1 QTY:2 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 design furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- dfie projed and accepts no responsibility or exercises no control with regard to fabrtm- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneerf. When reviewed for approval by the building destgner. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, bra] climatic records for wind or snow bads. project specifications or special applied loads. Urdess shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottorrd are contmu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IO'-0" o.e. connector Plates shall be manufactured from 20 gauge hot dipped gahardzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing b in conformance wWh the fabricator's plans and to natim a continuing responsibility for such verl- Ilcation 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 art for tight fining wood to wood bearing. Con- nector plates shall be located on both faces of the ass with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6z8 plate Is 8' wide x B' long. Slats (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 sue are minunum st— 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 under otherwise shown. For additional tMor Uon on 9uality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations ace to be followed In accordance with'HandWrg Installing R Bracing'. HIB-91. Trusses are to be handled with particular care during landing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illun and for resisting lateral forces shall be designed and totalled by others. Careful hand. tog is essential and erection bracing h always required. Normal precautionary action far 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 toads greater than the design bads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to 'causes unto after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 232# MAX LIVE LOAD DEFLECTION: L/364 at Mid -panel # 3 L--0.34" D- 0.07" T--0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L. 40.0 ft W= 10.2 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1041 0.53 5- 4 -1173 0.40 2- 3 -89 0.37 ==== e:Joint Locations==______=___ =1) 0- 0- 0 3) 10- 0- 8 5) 0- 0- 0 2) 5- 1- 8 4) 10- 0- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10- 1- 4 80 0 -243 TOP H-ROLL 0- 4- 0 399 232 -422 BOT PIN 10- 1- 4 246 0 -261 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 243# Support 3 261# 10-3-0 1 2 3 11 2.00 2-4-4 1-7-3 1 0-8 1 9-7-0 5 4 400# 8.00" 80# 2.50" 1-7-2 247N .50'r 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 ever 3 Snnnnric o,..,1e (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO,fL37766 Design: Afairir 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 pan of the building design and which must be considered by the building designer. Bmetng shown is for lateral support of Ines 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 Wit. frruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITE£-LOK1I10MEDIR = 0.4971 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: X1 Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead. 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21623-V HCS: 03.20.02 DESIGN INFORMATION 71us design is for an Individual building component and has been based on Information provided by the cllenl The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, spectBcallons 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- c111c project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of lrusses. 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 bonding design by a Building Designer Ireghtered architect or professional engincerf• When reviewed far approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the lord building code,, local climatic records for wind or snow bads. PmJect aPecgicatlons or special applied lads. 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 t1gld cefling, they should be braced at a maximum spacing of 10'-0' o.c. Connector Plates shall be mantdactumd from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtration, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to rsnize a continuing responsibility for such ven- flcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nails fully imbedded and skull be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate Is 6' wide x it long. slats tholes) run parallel to the plate length sPecllled. Double c is on web members shall meet at the =L old of the webs unless otherwise shown. Connector plate slur are mnirnum slzo based on the forces shown and army need to be Increased for certain hand- Ung and/or erection strrsscn. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control mfcr to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing", HIB-91. Trussw are to be handled with particular care during banding and bundling, delNery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pon- itton and for reststing lateral font shall be designed and mstalled by others. Careful hand- ling is essential and erection bracing is aluays required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and damtnotng. The supervision of erection of trusses shall be under the central of persons experienced In the Installation of trusses. Professional advice shall be sought If needed Concentration of construction Inds greater than the design Inds shall not be applied to trusses at n any time. No Ids other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 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 1 368# Support 2 433# Support 3 13# MAX LIVE LOAD DEFLECTION: L/598 at Mid -panel # 2 L=-0.15" D= 0.02" T--0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 3-1-8 7- 0-6-6 Face = 0-2-8 WO: ARLK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.2 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 -131 0.51 4- 3 -16 0.39 Y 9TY:2 = ___=== _ _ ==Joint Locations=====_________= 1)0-9-11 3) 7- 3- 0 2) 7- 3- 0 4) 0- 9-11 ----MAX. REACTIONS PER BEARING LOCATIONX-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 172 0 -433 TOP H-ROLL 0- 4- 0 308 249 -368 BOT PIN 7- 1-12 67 0 -13 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 249# 7-3-0 1 2 74.00 a wo 308# 8.00" 1-6-0 s (R1-5-3) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/'TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA 13ROVIEDO.F1.32766 Design: Matrix Analysis Connection by others. 2.00 I 172# 2.50" 7-3-0 67N 2 50" Over 3 Supports scale = 0.6719 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 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 IflB-91 of TPI). rrruss Plate Institute, TPI, is located at 593 D'Onofrio Drive. Madison, Wismnsn 53719). JOB PATH: C:ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: Y Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Plt: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf I V:09.05.02- 21624-1 HCS: 03.20.02 (1 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer discialms any responsibility for damages as a result of faulty or Incorrect lnfornation, speclficauons and/or destgns furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabric" tion, handling, shipment and Installation of tnusez. This truss has been designed w an individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engmeeti. 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 bulMing codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has no been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are conu nu- owly 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 Ior-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 fabrlcatoYs plans and to realize a continuing responsibility for such vert. ncatlon. Any discrepancies arc to be put In wMtng before cutting or fabrication. Plata shall not be Installed over knotholes, knots or distorted gram. Members shag be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both fain of the tress with rolls 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 9- long. Slots (roles) run pwvdkl to the plate length speelfled. Double cuts on web members shall meet at the centrokt of the webs unless otherwise shown. Connector plate sloe are minimum sim based on the forces shown and may need to be increased for certain hand. wg and/or erection stresses. This truss is not to be fabricated with fire retardant treated er u lumbrdoa oherwtse shown. For additional Information on Quality Control refer to ANSI/IPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with'Handling Imta" A. Bracing, HIB91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and phunb pas- itmn and for resisting lateral forces shall be designed and installed by others. Careful hand- Itng is essential and erection bmcing Is alas)-3 required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of persons experienced In the butnllatlon of trusses. Professional advice shall be sought If needed. Concentration ofconstructlon loads getter than the design lands shall not be applied to trusses at any time. No loads other than the weight of the exec on shall be applied to tames until after all fastening and bracing 1, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.32 4- 3 -173 0.16 ==__ ==Joint Locations= ... =_______ 1) 0- 0- === 0 =0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATIO14----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 Ilk 1 2 I i 4 212a 8.00" la 1-7-2 ova (R1-7-0) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 90050068 Design: Afarris Analysis ion "ro�:%iT 1-4-4 0-7-3 Attach with (1 10d Toe -Nails 2.00 I 87# 2.50" — 4-3-0 54# 2 f 0" C/L: 4-12 Over 3 Supports scale = 0.9442 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 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 specNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. rrruss Plate institute . TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PATH: CATE£-LOKIHOMEDIR Eng. Job: Dtvg: Dsgnr: TLY Chk: WO: ARLK Truss ID: Z Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 1o.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V:09.05.02- 21625-11 HCS: 44.20.02 DESIGN INFORMATION This design Is for an Indlvidual building component and has been based on information provided by the client- The designer disclabns any responsibility for damages as a result of faulty or Incorrect Information, specgkaUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as a may relate to a spe- cific protect and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation or trusses. This truss has been designed as an individual building component in accardanec with ANSI fM 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow bads, project speclticatons or special applied lends. 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 ap=dled. 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 A.SI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior g to fabrication, the fabricator shall revlew this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl. flcatlon. Any dlscrepaneW are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shag be cut for tight filing wood to wood hearing. Con- nector plates shag be located on both faces of the toss with nabs fully imbedded and slag 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 x 8' long. Slats tholes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are rnlnimmn 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 W ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handing Inslatting 6 Bmcing', 11113-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damages Temporary and permanent bracing for holding trusses in a straight and plumb pos- iton and for resisting lateral forces shag be designed and installed by others. Careful hand. Ling Is essential and erection bmcfM is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice sha8 be sought if needed. Coneentmtbn of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the wcfghl of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: ARM WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125ntph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W. 1.7 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 -3 0.01 4- 0 -55 0.01 0- 3 20 0.01 TI: Z 1 QTY:2 = ==Joint Locations=1)= ====__________ 0 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 1-84 L �1 2 4.00 0-8-0 is Plate Height 0-2-1 4 3 138# 8.00" 48# 2.50" 10 7 (R17-0) T 1-8-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 1.5329 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: O: ARLK Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z1 i CONTRACTOR. Dsgar: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bmchng, portal bmctng or sfmllar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf p aeg made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 sf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the ovcrag structure may be required. (See HIB-91 of TP11. p Code Dese: LICENSE #0050068 fl'russ Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNISSA DP ONEDO.FL32766 I If TOTAL 33.0 psf V:09.05.02- 21626-1 Design: Matrix Analysis JOB PA771: C.ITEE-LOKIHOdfED(R HCS: 03.20.02 0 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist i. Sufficiency Review Manufacturer Name: Nora ndex/Reyno Ids 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 submlttal: 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. Governmental Product Approval: Agency 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 3/1'5/02 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 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK Top OF MULL #10 -X 3/4" TEK SCREW ' JAM WINDOW 1x3 MULLION XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW 5/8" JAMB #10 x 3/4" TEX SCREW 'CAU -al;K CHART FOR FASTENERS FLA--45 MULLION ANCHOR CLIP 10 GA. GALV- SHEET METAL 800 L.B. MAX CAPACITY lx3 MULLION (XFLA-26_1) lx4 MULLION XFLA-39) r� WINDOW SILL LA OFBMULL i �� ---_ F _ 3/8»MIN �i�+.P+1i'.:r.�. �. �A B.®.A.F• y PRECASTED - 3 "MIN, MAAGTDRER NAME: o SILL _ n! = z D �D . 3/4"MAX MAsm FILE # 0 D p SEE CHART FOR D D D FASTENERS- NOTES a 1) AM ORALUM SUM EXTRUSIONS' ARE ALLOY 6083 T6, e u CHARLES A: ' PA ESN. p.B 2) O WHENTHERE( LEC, IS ONE TTHEOTAPCON SHALL 1/2•) al FL REG.DAM 3/21/026121 3) CONCRETE COMPRESSIVE STRENGTHPlACED ON MULLION CUp CENTERLINE.3.000 o ? q 2 PSI AT 28 DAYS. NORANDEX PAGE- 30 1) ALL ALI OR 608 2) WHEN 7 ON EAL PLACED 3)• CONCR$ AT 28 J CRARUM , FL AM AATR DW SILL SH HEAD Dw SILL I c y O C iH HEAD 0 E aZfifi o NORANDEX h +'AC`I'URER. NAM, PAGE .24 (2) #10 x 1-3/4' PH -SUS INTO 2 z 3/16'0 x 2-3/4` TAPCON THRU I BY BUCK, (SHOWN) 3 te' 7E10=1:11t� cLAss WITH A 1-1/4" MIN. EMBEDMENT RITO MASONRY. Guns DOOR 1 1' TEUPERED GUM I� SEE ELEVATION FOR ANCHOR SPACING. CO Trig ANALTSIS CHART Na of Na OF 1b0 RIDING GUSS DooR O W { WINDOW D151GA IDAD ANCHORS ANCHORS UPARAtiV6 ANA5L7 L7CIIIRT No. OF No: OF R7O N N ODdEH5ID103 CAPAC- ODff]61pN3 CAPIGH MA ANCHORS ANCHORS d v A laDiH HEIORT (2) 10 z 1-3/4' PH-SMS INTO .2 s BUCK Orrt1m A SSaL nD a jam DM DIC ATM >� a rRAus w w SEE ELEVATION FOR ANCHOR SPACING. 201 46 46 m a JOB T ' •a (2) 410 x 1 3/4' PH-SIM BUCK WITH 1-1/2" MIN. E____ .,., SEE M"Il ION FOR ANCHOR SPACING. I (� WOOD BUCK I 1 YI. A WOOD BUCK l/7.375•(10 10 19 4) 24 6 BO.a' 48 ta2750• 57.5 57.5 2t 6 IILan 80 fi7.a 57.5 IB 76.8' (a) e7.e - 57.5 1e a • 60' Sal 6a7 20 a laeE6 (2.6) 68.8 BaB 10 e a Rol' O6•' {a {a �p 10 1N.975• ({) IS IS Y4 10 99.51 {e {O 1e to '.fi27a0' {a9 {a9 to Wren* De' (a) 61e 6SB 1e 10 7as' aa{ Ba.{ le to 1R8' 9e• ele at.fi RO 10 M825 (LB) !0 NCML INE HM'�gp DID1CA7Lq PAHSL =—H IIZ R WIDTH of rm. I STEEL Ream ALL 10• PANELS • � k 80.0 D.P. STEErL ALL 10LS ' PRE do 60.0 D.P... SHIM AS RE cnRED TYP. JAMB. SECTION 11//4'' S11IM--i t-- WOOD SHIM gSHOWN o .OR MUDD TRACK Ash REQu1RED 1 BY 2 By BUCK (2) 3/16'0 z 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: ,a 1 2 SHIM AS REQUIRED.. MAX. SHIM STACK 1/4 ALL ALUMINUM EXTRUSIONS ARE ALLAY 8063-15. a p. OR TB WITH TYPICAL -WALL THICKNESS OF•0.62' 9 1 .A a 4) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. GLASS THICKNESS BASED -ON TABLE E1300 X X GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE.. 5) THE RESPONSIBuiTy FOR SELECTION b i PA PANEL OF NORANDEX PRODUCTS TO MEET ANY APPIlCABLE'LDCAL LAWS. ;m n BUILDING CODES. ORDINANCES OR GTHER SAFF,T)' DEADER AND SILL SECTION Rill' SOLELY WITH THE ARCHITECT. o'"' 'n` tO''� BUILDING Tom• 1 BY BUCK BUILDING OWNER OIR CONTRACTOR. 7) CONCRETE COMPRESSIVE STRENGTH - 3000 PSI AT 28 DAYS. ro u so.'( 09.4 ao e to q 60.7 08.4 24 ee.7 e0.t 18 0 a �to V J 6a7 77.! 24 ea7 81a IB ea7 eae le 9 B e O -�t�y O ^i ea7 ea7 g q 7a8 Ip BO e0 30 80 10 O (� (/� S. ry 60 Rt so eo le m 10 In •nt Q -03.9 eaa 24 ea7 713 le 10 1O C O 647 739 le ea.9 ea9 20 10 to 80.7 842 1p (2) 3/18'0 z 2-3/4' to li y 'ca k e TAPCON OR MUM DADE APPROVED CONC. 14 a a r FASTENERS. SEE ELEVATION FOR ANCHOR SPACING. N 2 10 a 10 ; W tpa �iy c y b U1 y l // ,�mJ// X X. PANEL a., PANEL PANEL PANEL 4 (4BY2)ncw xmtTm NORANDEX PAGE 23 s (2)•010 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/18'0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHORN) WITH A 1-1/4" MM- EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. a (2) 010 x 1-3/4' FH-SMS INTO 2 x BUCK 4 c SEE ELEVATION FOR ANCHOR SPACING. 6 L 2 BYr}OOD BUCK (2) 010 x 1 3/4' PH -EMS MM 2 BY BUCK WITH 1-1/2" MIN.. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. / / r2 z Ennn atrru 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX , XXX XlOIX ALL 30 his" x 591/2 " 53.3 55.8 10 16 18 36 �e� x 691/2 " 4 9. 8 49.8 12 . 6 18 22 30 die" x .791/2 " 49.7 49.7 10 6 16 20 36 his" x 791/2 " 45 45 12: 8 .18 22 8 SERIS9 '600 ALIIMINUA{ 'SLIDING GLASS DOOR. ALL FASTENER CHART OPERABLE PANELS y�� rLIJRIDA B.O.A,F. (2) 3/16'0 x 2-3/4" TAPCON OR MIAMI `x X4NMA ' N I x WOOD BUCK D DEASTAENERSVm CONC. S WIDTH %_ " 1 ,^ t ._c SEE ELEVATION FOR MA cmrr� ANCHOR SPACING. u AS RE ID SHIM uIRED '1'YP. HOI2I� MUDD TRgSHOWM ACK AAA$ REQUIRED 1 BY / (2) 3/16"0 x 2-1/4" TAPCON OR SEE ELEVATIONAPPROVED FOR ANCHOR-SPAC�HING. NOTES; 8SHIM AS REQUIRED. MAX SHIM STACK 1A'. ALL ALUMINUM EXTRUSIONS API?A[:IDY 8083-T6 4 OR T8 WITH TYPICAL. WALL THICKNESS OF:o.82' . 6 91 USE HIGH QUALITY CAULK BEHIND* WINDOW FLANGE. o a 4 GLASS THICKNESS BASED ON •TABLE E1300"Gws CHARTS. AND MAY VARY DEPENDING ON SIM i.. a 6) THE RESPONSIBILITY FOR SELECTION. PRODUCTS TO MEET ANY APPLICABLE -WCALQRANDEX LAWS BUILDING CODES;. ORDINANCES 'OR'`OTHEB'�SAFISPY HEADER AND SILL SECTION REQUUUDDWT3 REST :SOLELY WITH THE . ARCHITECP TYP. 1 BY BUCK 6) CONCREETTE COMPRffi[CVEE STRENGTH v 3;000 Ps[ AT 28 DAYS. 0 (29Y2) (4BY2) naocu euatton i NORANDEX PAGE 22 1 10 X 179 4' P.H. S.M.S W/1-1/2' MIN EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ® 00Uml IN NOTES; 1) :SHIM AS REQUIRED, MAX 4MM STACK 1/4". 2) ALL ALUMINUM;,E}FfRUSI0N5 ARE ALLOY 8089-75 3) USB . G�Q IALITY CA'lfLlt�]BEEHHIND WINDOW WOFLANGE (IN( 4 ' GEARS: =GKNESS•.iIASED ON TABLE E13oo GLA$S CHARTS; AND'--`;V T'VARY DEPENDING ON SIZE. 5) TR'.,i S 0N51li[GiT:-Y:"R gvTv 'ION OF NORANDEX 18- ""per PRODUCTS ;7Ij` ME�.:ANY :APPLICABLE LOCAL LAWS, 5- HUILIIINO.?COIjE3; 01iDINARES OR OTHER 3AFETy C3 OF. 'SOLELY. WITH THE ARCHITECT 8 oq G O]PTIER'.012"CONTRACTOR 52- 4,8) 'INDICATES'TRAT UAL. FASTENERS AT 18- Nn•:ciir .abo..,,.,.. ALT. FIN ATTACHMENT UNDER SHEATHING H COM AL FL.OEIIMA & 6 A.F. MAP ACTORER NAMR O /QLjN�j,Pj{� MASTER FILLS # 3 WOOD FRAME # 10 X 1-3/4" P.H. S.M. �Y/L-1/2` MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. N W/101/21 M N4 EMBEDMENT SEE -ELEVATION FOR ANCHOR SPACING. 1'10 X 1-3/4" P.IL S.M.S. 17/1-1/2' MIN. ESMEDMENT SEE'..ELEVAl!ON. FOR' ANCHOR SPACING. 1./.4' MAX-4_! SHIM (TOP AND BOTTOM) CHARLES',' A;, 'p g FL REG: `•ENC-. '# 49191 DATr�....a/Q7/Qa• . IS IONS fSI WINDOW FASTENER. SCHEDULE w 'J HEIGHT 90. ANCHORS ' HEAD/SILL: NO. ANCHORS JAMB INCHES) 35 E 4580 35 46 60 Ia PSF ps PSF PSF PSF PSF w 2 2 2' 2 2 2 W 25" 9 � _3 9• 2 2 z 2 z. C4 V 2 2 a• 2• �' 2 3 fYi 97-1/4 2 2 '� 3 2• ,3• 2 3 3 3 ~' w 3 40 �- ' 3 3 3 3 3 co [ti 49-5/8 2 2 _2 2 2• 2• 3 9 3 3 3 3 -t 1n to g! 2 3 .3• 3 n 2 62' _2 _2 3 3 2• •2• 3• 4•44. 3 3 '3 4 4 4 4 4 4' o y yu =3/4" 2 2 —3- 2• 3 4 5 3 3• 4• 3 '�- 4 4 5 5 (0 k1 Q 7 *q9'i A nu w4► bO'41 '-DMAHI 'C :DETAD--B NORANDEX PAGE 10 10 X 1-3/4' P.H. S.M.S. w/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 —40 416 HEADER AND SILL SECTION . WOOD .FRAME a 9 10 X 1-3/4' P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI� . , — =UFACTURDI IWO: FILE # a . Lb -I 5 ALT. FIN ATTACHMENT 10 X 1-3/4' P.H. S.M.s. W/1-1/2' MIN. EMBEDMENT UNDER SHEATHING SEE' ELEVATION FOR FOR ANCHOR SPACING.,_ 1/4" MAX — SHIM (BOTH ,$ 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATIO TYP. JAMB SECTION WOOD -FRAME NOTES: 1 SHIM AS REQUIREDHI , MAX SM STACK 1/4". 2 ALL ALUUUMU. EXT@US,ONS ARE ALLOY 6063-7,5 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62' . 3) USB'HIGH •QUALPEY.CAULK',BEHIND WINDOW- FLANGE. 4''GLASS'THICKi'= .`BASED'ON TABLE E1300 GLASS N FOR CHARTS"MAY'VARy DEPENDING ON SIZE. ANCHOR SPACING. 5) THE'- RESPONSIBILITY FOR` SELECTION OF.'NORANDEX PRODUCTS- TO -MEET ANY APPLICABLE LOCAL LAWS. BUILIID•IG•:CODES; 'ORDINANCES OR OTHER SAFETY REQUIREMENTS 'REST SOLELY WITH THE ARCHITECT. BUIIAING `OWI -:dR CONTRACTOR. CHARLES A PA 'P.E: •6) NOTE • JUDICATES- THAt'EQUAL FASTENERS AT FL REG. ENG. ';,49121- HEAD AND' SILL ARE REQUIRED. DATE: 3/27 A? ,w.- t ea• ac AIL —A DETAAIL—C SASHy DETAIL-B . I W W WA V C,3 W co \ 63 NORANDEX i PAGE 21 3/16" TAPCON WITH A A. 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. - a, ml 10 F.H. S.M.S. W/1-1/2" 10N. EMBEDMENT NOTES: SEE ELEVATION FOR ANCHOR SPACING. 1) SHIM AS REQUIRED, MAX SHIM STACK W. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR To WITH TYPICAL WALL 62- OfOFLANGS ° 3 USE HIGH QQUAIITY CAULK EHIINDWWIND WS c a • . 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS •CHARTS; AND MAY VARY DEPENDING ON SIZE. L t 6) Tn:: RESPONS[BIL , FUR. SELECTION: OF .NORAHDE% PRODUCTS TO MEET ANY 'APPLICABLE 'LOCAL LAWS 'BUILDING CODES, :ORDINANCES OR`:OTHER SAFETY REQUHWAQ2 ltREST SOLELY WITH THE ARCHITECT; BUILDING OWNER'-O'R CONTRAi7M_R . 8) A PRESSURE TREATED- WOODENAjUCX-:ORMARBLE SILL, SHALL BE .ADDED' UNDER THE. PRODUCT TO \" FULLY SUPPORT --'UNIT.. •THIS'SUPPORT SHALL BE FIRMLY ATTACHED 'INId MASONARY' AND 01 SUPPORT THE PRODUCT OVER ITS FULL LENGTH' (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH = 9,OD0 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT E UAL pasrENERs AT TYP. 2 BY BUCK B.O.A.R. 3/18" TAPCON *�A� AIA Ur A TU ] ft NAM: W/1-1/4" MIN. EMBEDMENT (SEE ELEVATION FOR ANCHOR SPACING), S ° a I CALL. SIZE WIDTH & CHARIffi A. 'P"N, FL REG. EKG, # •41 DATE: 12/i /Ol, n.. 8 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE N0. AN/Sill CHORS N0. ANCHORS HE JAMB WIDTH HEIGHTSEE NOTE BB A (INCHES) (INCHES) 0 4PS 35 45-(PSFD PSF 19-1 2 2 28-1 z 2 T.- 2226" 222 2 18-8" 2 2• 2�1 2 3B'1/4- 37 2 2• —3•-2 2 4•8-1 +3' 2 50-5/8' 2 2• b3-1 B" 3 _ 4� 3 __3 19-1/B" 2 2• 9 4 T 1 2 83" 2— 3•— 3 __4 3'_3 4 _ 10-1/8" - 2 20 • 3 4 28-1 2 78-3/4' z —_ 2'_ 3 4. 37"_ 2 3• 3 —4 53-1 8" 73 -T 9 4 uAi URR vmm READ a Yf' 44 -A /d/// //F O '-DETAIL-C DETAIL-B /W/ 0 d ! v I. NORANDEX PAGE 9 3 16' TAPCON WITH A . 1-1/4' MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING. —L_ .750 TYp NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR T6 3 USE HIGH QUAH TYPICAL CAULK iYALL BEHINDTHICKNESS OF 0.62' . 43 GLASS THICKNESS BASED ON. TABLE E�1300 GLASS K KN CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RE5PON51BILiTY.FOR SELEC110H OF NORANDEX .PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY • WITH THE ARCRTgCT. BURRING OWNER OR CONTRACTOR_ 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SIM SHALL BE ADDED UNDER THE PRODUCT TO FULLY-sUPPORT UNIT.FIRTHIS SUPPORT SHALL BE THE P ATTACHED OD INTO MASONARY AND SUPPORT THE PRODUCT OVER BY OTHERS), ITS FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT z6 DAYS Tn'• 2 BY. BUCK 1.500 •-L L 940 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING A d o F 3/16' TAPCON W/1-1/4_MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. 4. d. I MANIWA OVA B' O.A.F. -ZLo ORER Nam: MASTER Fes.# CALL SIZE WIDTH Fb-- I BY BUCK C 2 BY BUCK ° TYP. JAMB SECTION 1/4' sIHM L1 BY 2 .BY BUCK MAX (BOTH JAUFMI BJD D D D D SEE NOTE 6 HEADER AND SILL SECTION cHARR s �eG P.F. TYP• 1 BY BUCK �' 4e121 DATE 3/21/02 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX UM .n", TV n RI. 1 � es' ac �'� —DETArL-C SASH � DETAIL-B I 4 2 M IA MI•DADE AIIAMI-DADE COUNTY. FLORIDA ® METRO-DADE F LAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prentdor Entry Systems 911 E. Jefet'sou, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE -COMPLIANCE OFFICE M1,7110-DAIX FI,AGI-XIt 13UIl.1)IN(; 140 WEST FI.AGI.L•'R S.1'Itlil7.1% SU111: I cio.; MIAMI, 1'I.01W)A 33130-1563 (305) 375-29U 1 FAX (3u5) 375-2VOS C:O\"I•MU1'012 I.1C:[:\tiINC: S1iC"1'ION (30) 375.2527 1':1Xno5) 375.255s CO\r2tAc-roit F:NFUItc-F,\ix.%-r mvis1oN (3u5) 375.296G VA-N (.105) 375-29(is tltOl)I:C I' C:U;\"i'I2U1. DIVISION Your our application for Notice of Acceptance (NOA) of: (]05)]75•2902 VAX (lUS) 372•6339 Entergy•6-8 S-W/E Inswing Opaq' ue Double «•/sidclitcs Reside' Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County govcrnin," the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office.(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such 'product : or material immediately. BCCO reserves the right to revoke this approval' if it is determined by BCCO that- this product or material fails to meet the requirements of the Soiith Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 � EXPIRES: 04/02/2006 Raul tcoariguca Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDi-1 IONS BUILDING CODE &-PRODUCT REVIEW COiMmITTEF, This application for Product Approval has been reviewed by.tile BCCO and approved by the Building, Code and Product Review Committee to be used. in Miami -Dade County, Florida under the- conditions set t orth above. A111'ROVED: 06/0.5/2001 Francisco !. Quintana. R.A. Director Miami -Dade County Building Code Conlj)Iiancc Officu 11s04500011pc200011templat.es\notice accepwnce cover page.dot Internet mail ;ld(lf'Ctiti: llostmastcru buildin! cnciconlinc.com ltumclia;;c; hall:/h�����.buildiR�coticunli'nc cum Prcmdor Entry Systems 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. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noticc of'Acceptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Nliami-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 Enterav 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witlt Sidclites-Impact Resistant Door Slab Onlv and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E\N'-1, Sheets. 1 through 6 of 6, titled "Prcmdor (Entcrgy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•datcd 7/29/97 -with revision C dated 01/11 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of Acceptance number* and. approval date by the Miami -bade County,Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIO.NS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shovm in approved drawings. Single door units shall indlu.de all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or ovcrhang such that the angle between the cdr c of canopy or overhang to sill is less than•45 degrees. Unless unit is installed in non-liabitabic areas whcrc the unit and the arcs arc designed to accept water i'nfiltrat•ion. 4. INSTALLATION 4.1 The residential insulated steel door and its componcnts shall -be installed in strict compliance %tiJth the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection system. S. LABELING �.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 bd accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcntiiied in Section 2 of this Notice of Acceptance, clearly marked to show the componcnts selected for -the proposed installation. 6.1.3 Any other documents required by the Building 0 icial or the South Florid: 3uilding Code (SFBC) in order to properly cva)ttatc the installation o �i s stem. Manucl crcz, P.E. Product Con xamincr Product ntrol Division 2 Premdor Entry Systems ACCEPTANCE No.:. 01-0314.24 APPROVED JU*N O 5 2001 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS - I Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documcntation, including test supporting data, engineering documents, arc no older than eight (8) years. ?. -Any and all approved products shall be permanently labeled with the manufacturer's nam.e, 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 documentation initially submitted, is no longer practicing the engineering profession. 4. Any rcvision or chanac in t9c materials, use, atid/or*manufacturc of the product or process shall -automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a rcvision application with appropriate fcc) and granted by this '-'off ice. 5. Any of the following shall also be grounds for removal of this Acccptance: a. Unsatisfactory performancc of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. 6. The Noticc of Acceptance number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displbycd in advertising litcr►turc. Ifany portion of the Noticc of Acccptancc is displayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approvcd drawings and othcr.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availabic for inspection at* the job site at all time. The cnginccr needs not-rescal the copies. 5.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Noticc of Acceptance consists of p:igcs 1, 2 and this last page 3. E\D OF T11IS ACCEPT NCE Manuel crez, P.E., Product ontro - . arnincr Produc Control Division 3 PREMDOR' (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD. FRAMES -WITH A BUMPER THRESHOLD. (INSWING) - •rl IR xtxw,n (AtCM[� Ls yr • m 37 1/1. 7X' 37 _ ,. IX Irr • r LOWtf/MLtt A,J MAY ccc .o�c ,:. �• lux S rtnX MAX IS• IS• IS'• IS' OC t3. O.C. t3. OC. IS• IS' OL NAX MAX NAX NAX MAX NAx MAX NAi MAX C OL17 ISPACING U il/l6 ro r p revs —�• I " 37 1/ is- CC. rl 4 LOCK `S'dCam' �'M"` CMAX Xl 2C' 64, 3 L. .MAX IAO _ 80 1 ' 17 1/ MAX tt. AYmL� n O.G SPACING is, f1L .ozL w rc.rtr A MR tYu0. .01[l ttl . .•1SIAC�tA+XG j9.10.C. M04 :t�i f"t'Kl 6' :,; K' �xaumit '� �Ir ac+ls ac a octets oc tr ocls oc_ is oc�u acj NAX MAX MAX MAX Nl1% NAX MAX NAY MAX 3• MAX MAX .• . wu ve• . r wa t+.n.a me .a.c ■ ATTACH ASTRAGAL THROW BOLT 19 X I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x l 3/4' NMES FLATHEAD SCREWS' NOTES lJ WOOD BUCKS 8T OiHERS MUST BE ANCHORED 18 x l 3/(• LONG PROPERL•Y,.:iO'.TRANSFER. LOADS TO.iHE.STRUCTURE• FLATHEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO lx INSWING R.H. INSWING DUALIFY THE FOLLOWING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY tir APPR%iDASCCv-:t cG.ulr. rn: STRUCTURAL'VOOD BUCK &OUTHsqrtAAr MG CODE C. MASONRY OR CONCRETE CONSTRUCTION VHERE c; DUTY DOOR SYSTEM iS ANCHORED DIRECTLY TO CONCRETE vAiE2 W1LTRAiiON Wst iIDN erOR MASONRY V TH OR WITHOUT A NON-STRUCTURAL t1110iE12R, IS NEEDED t REDED P,, CONTRf&lT"-'nF_.ONE BY WOOD BUCK v X 3. ALL ANCHORING SCREWS TO BE 110 WITH X eunor., MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCEt,'O.91 V31Y.tti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT : UNITS. SHALL BE INSTALLED XT AT LOCATIONS PROTECrEO BY A CN&Y OR INTO MASONRY. OVERHANG SUCH THAT THE ANCLE BETWEEN THE EDGE OF CAKPY DR OVERHANG 1. UNIT MUSi BE INSTALLED WITH 'MIAMI-DADE COUNTY TO -SILL IS LESS iRM 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE WIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRArUX AND DOOR, iHREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c I as cmxtT tmtlrtc"nlx 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE �twpttuUssbttL IEE 6 �r JAMBS AND SIDELITES. d7earos uttss tki {I6 IRS Aoo atwcx txXp mctrn.nws vntn� 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE v u n m,c. wm. La o,At m r,v CORNERS ARE COPED AND BUTT JOINED.- if , � 8. DOORS SHALL BE PRE -PAINTED WiTH A VATER-BASED EPDXY RUST PREy� �f—p INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 4B TO L2 MiL M N M 1-1029-EW-I 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ l LMTEW IR SHEE I OF 5 VATER-REDUCIBLE WHITE PRIMER WITH A DRY FILM THICKNESS OF U TO 1.2 MIL. ' Hv�M 1itIO V.- SHIN "a 22, MAX mm . 9/16' 112• ! 'GLASS BITE I . GLAZING DETAIL SXICRICR CRVIN R DI LALw � CCAULK EIIICRIDR ;a WICRDIR 9 1/D- 7DWERED GLASS INTERIOR — 7.• Ku — 3s 3/.• w.: as l/.- rAx SJEXTERIOR14 SECTION A -T. OTHER CONFIGURATIONS MAX mX MAX /1 �^>L�ti� r!V�C +C�:� ,a:+ �� =�eSi �rll/ �,. •ai C�-��HIw'r`+'. i�- li'i!="-=`S\\\:{-`_:' '�-7' � dl - — — am XL MAX —% � �� =.1 L► _ L��, F�,�•.:... ,/� fare � � �.:h!.=f--�':.uri_//,�A U&I — P n � CMECMMU R 1 Ml 2 Or 6 I 1/4' SHIM MAX r- 3/4' I . 80 11/16' MAX INTERIOR 79 5/16' MAX SECTION B-B 2 BY WOOD BUCK u EXTERIOR B MA I LRIAI LIST ITEM NQ O DESCRIPlfON WOOD PAR' NUMBER COMMENTS HEAD JAMB EV-I4 1 1/4' x 4 9/16' NIL. TO BE PINE OR EOUIVALENT COMPRESSION WEATHERSTRIP - O ALUMINUM ASTRAGAL _ ULNSCREEN BRAND LONSEALp R PRENDOR BRAND OR EQUIVALENT- 5/8' ALUMINUM ASIRAG 1 1 / 4.' 4 ALUMINUM -BUMPER THRESHOLD TOP EV-15 PREHOOR BRAND OR EOUIVALENi - I 1/1' x / 9/16' ©STEEL CHANNEL' IV-OB PREHOTIR BRAND - 1 11111�6' - 20 GA STEEL Sny 26 SL Loll IO)l -a) - — D 1991119 7 ® T A BASF FOAM - UM O B O HSITY 2.0 TO 2.5 1bs./Ft' OTTOH CHANNEI EV-07 PREHBOR BRAND - 1 11/16• - 20 GA STEEL 10 WOOD LOU OCK STRIKE STILE EV-09 4' X 9 1/2' MIL. TO BE PINE OR EQUIVALENI _-- II EV-06 15/16' X.1 II/16' NIL TO BE PINE OR EOUIVALENi 12 HINGE STILE LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' HTL. i0 BE PINE OR EOUIVALENT I] 4'x4' HINGE EV-10 . PREHDOR-BRAND - .050- THICK- HTL. TO BE P YETHYLE 11 WOOD HINGE JAMB V- 6 HAGER BRAND HINGE OR EIRIIVALENi - A97 THICK tSTCI IS BID x 3/4' FHV.$. 1 1/4- X 4 9/16' NIL. TO BE PINE OR EQUIVALENT (4) SCREWS PER HINGE INTO,Dom( 16 110 X 2' rxV.S • vs iAx IB' he meqEArIER JAN ) IN SEREVS THRI "i SIRBCE JAMB 9411 SIDCLIIE • .Wml..- om rRUI 6' ar- THERCArTER ' ' I $=VS THRO" EACH SIBELIIC mm pND SIDELITE. 4• nm rRBN BP. HAx 15' UC 11E11EArIER . 7 vtl tril TA^D� VAUgH1(B REFER TO ELEVAIDIN vIEV FOR 19 010 X 3/4- FHV.S- V SEREVS USED AND LOCATIONS (2) SCREWS PER HINGE INTO JAMB 19 BQ x 2' FHVS. (2) SCREWS AT EACH STRIKE PLATE_ LOCKSEi KVIKSET BRAND 200 LOCK OR HARLOC RAND IDO EICK O10 X 1 3/4' FIRMS. (2) SCREWS PER HINGE INTO JAMB WOOD SIDELITE JAMB EV-19 11/4' X 4 9/16' NIL TO BE PINE OR CQl11VALENI 22'VX 64"'SINGLE PANEL GLASS EV-20 LASS N PBLYP TL N - 6 C-1 4] -LOIN SIDELITE TRIM (WOOD) ' EV-21 5/16 x '/2' 'HTL. TO BE PINE OR EOUIVALEN 1 1 / 4 • WOOD CASING ve : t HTL 10 P BR CDUIVAL wl - T Hs Haolws u EV-22 "" 51oE BY SIOT .WIIIS AS MIILLI(IwT WOOD SIDELITE HEAD JAMB EV-23 1 1/4' X 4 9/16' NIL TO BE PINE OR EQUIVALENT © WOOD SIDELITE BASE EV-24 11/4' X 4 9/16' HTL TO BE PINE OR EDUIVALEN( POLYPROPYLENE LITE FRAME -161]. 001-2 HP Polypropylene by ODl 06 X 1 1/2"�P.AN HEAD SCREWS B PER FRAME :SIDELITE STILES ) EV-26 ' 15/16' X 1 11/16' MIL TO BE PINE OR EQUIVALENT I PIN NAIL 1' lBL RAIL. �' is FRM IRB. HAT B' BC 1 CMICR. UITB CH MUDS MD I DOW SILICONE #995 IWTb I!C[SS IdIICR OR ICE • NL DADE C"IY HODITI[ATIONS Imm JD CnL16106Kiss milk STD@R IOS A 17 DDED PAGE' S (DOOR OPTIONS) ID-I-sB L Q RCVISBIHS APPaovEoucouPLw+cnminte= PART EAT[ BY 1y,a PREMB ENTRY - SYST MS I. `_ DA' �' n 3I-1029-EW-I La17 m �I L iirCRS@I MMW000NCO V%WEM Pur Es U762 A SHEET 3 OF 6 ACCEPTANCE ND.2 I—o 31 Y. zy RCVISI01 LCIT R B 2 BY WOOD BUCK 1/4' SHIM MAX -3/ 4' n 1 J INTERIOR I 7 - MAX16' 80 11/16' I MAX 2 BY WOOD BUCK SECTION T-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4'31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 Appimm a9 cNTLYUsa %im I'M maomcmm 1-1029-EW-I SHEET.4 OF 6 LiVIS1691[IT[R p i OTHER DOOR CONrl6UR�TIONS arw Tr` M PW.• r�� W _ r WL r�� w .L VtM oa ® o p r We.• r e.r p i� +.o. - PMrw O K Va1L - Ir Pr Ir1 - O r ..a riC 1 byW r 1 1 1 1 1 K 1 r r+ H W O• W u�ti 1 y .uJ L et w 1 w 1 ,L •� r P Vr O •� w00 w UV P VL' 1 F#e* rw � - r IUr• ® O ® K ala K r•op O - - OtVY.oi �y _ ti hCM 1 ' H 1 1 1 1 I 1 1 1 tours: ul m ort rm 11rRUS®f . KISS ICIM Sll rlrft. Idi APPROVED AS CORKY= vtnw .MEfbIl SWM FITF glAlp r pOOF BA1 Jun BY P� P T P � i BI IGCwEc;oju WME0 PII ACGEp,rAWE AR 0:11 y. W r1l 31-1029-EW-I SHEET 5 OF 6 p•rOlUl MILK F-I T I I I— f -1 Tl r-i r-i J u i nLr\ .uuUK rANLL I-YLES 36° r—MAX 79 /16° 00 o0 ODD MAX � � 0 � IOU nn 1100 o00 D O Dan BLANK TOP 6-PANCL 4-PANEL 9-PANEL 10-PAWL IB-PANCL 4-PANEL OTHER SIDELITE STYLES 36° MAX 79 SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-309 SL-69A SL-69B ao an.. an qp aD Dn . a DD ao 0o ao as PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-B all 110 00 Gam QQ QQ 1113 IOU Qp o 0 0 110 FLUSH 8-PANEL CROSSDUCIf 12-PANEL 4-PA►0L 5-PA 5-PANEL S-PANEL EYCBROV V/SCROLL EYCBROV 5-PANCL V/SCROLL (rEBROV - . I g � .0 0 0 o. SL-69C 'SL-25 SL-55 SL-30D SL-40 � � ' I A .as ' as PD-9 PD-10 PD-11 PD-12 SL-90A ao Pb-13 11 IIi 111 II III (( � .-. 1 1 ! 1 1 II II fI I �1 � Itli' 11 111 — �► II I IIt1, ! :,• 111 iii .11 111 Imo•, 111 �iliil 11► 1 1 ,I II II Utl , 111 lm IU 1lii� 111 1I I� �tli� iii iii iI r 111 111 goo 000 000 0 0 PD-35 P11-36 PD-37 PD-3B PD-39 Pp-40 PD-41 a . SL-90C SL-309 SL-30C SL-70 SL-BD PD-15 PD-16 PD-17 �a ' z ui u Sd n a g PO-32 PO-33 PD-34 g a > a 8 m n t 31-1029-EW-I SHEET 6 OF 6 H a t[tOP a M I A M I DADE • N I IA,1I I-DA D E COUNTY, FLORJ D A •NIETRO-DARE FL'AGLER SUILD.I,`'G PRODUCT CONTROL NOTICE Or ACCEPTANCE Pr-cmdor Entry Systcnis 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 I3UILDINC CODE CONIPLIANCE OFFICE -M1:1110-DADII FLAGLEK WILDING 140 IV1iS•r ri-Ao lik S'IRli1"r, sLir , 1603 MIAMI, VLOIUDA 3313U-1563 (3U5) 375-21U 1 FAX (305) ..,75-2901S e:UN-rwu-r�ie tarl•:�si�c sr:rrlc)N (3U5)375-25?71�.�.\(,1U5)J7<.:cs� C:U.STRAC TOR ENFORCEMENT 1XVISJUN (303)375-29G& I`iW"(.1U5)375-29US 11ItUUt U1, c:U.\-I U01. In % ISM Your application for Notice of Acceptance (NOA) of (305)375.2'JU2 VAN (.10)372-6.1.17 Enter•gy 6-8 S-NV/E Outswing Opaque Single w/sidelitcs Residcutial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials *and Types of Construction, and completely described herein, has been recomnlcoded for acceptance by the Mianli-Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the ekpiration•date stated belo%v. BCCO reserves the ric,lit to secure this product or material at' any tinge front a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO nfiay revoke, modify, or suspend the use of such product or material immediately. BCCO reserves tile right to revoke this .approval, if it is determined by BCCO that this product or nlateria.l flails to meet the requirements of the South Florida 'Buildin- Code. The expense of sucli testing will be incl-Irred by the manufacturer. 12 ACCEPTANCE NO.: 01-0314.21 EXPIRES: 0.3/02/2006 Raul Koangucz Chief Product Control Division THIS *IS THE COVERSHEET SEE ADDITIONAL PAGES FOR SPECIFICAiND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVI-ENV C0-N11iITTEE 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 COLInty, Florida under the conditions set Forth above. APPROVED: W05/2001 xlrl-�ia��� Francisco 1. Qaintana, R.A. Director 'I:Iranii-Dade CouIltN• Building Code Compliance Of' ice 11:04s00011pc2000\ltemplateslnoUce acceptance cover page.dot Internet mail address: I)ostmastcr'ii`buiIdin;;codCori Iinc.com • llonlclia(,,e: )lttbuiIdinl-1codeonIinc cons Prenidor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED AIN 0 5 EXPIRES _ April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITION'S . -1. SCOPE LI This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, .2000. It approves a residential insulated door, as described in Section 2 of this* Notice of 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 dctcm*iincd by SFBC Chapter 23, do not exceed the Design Pressure Rating valtics indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E OutsNyine Opaque Sinald Residential, Insulated 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 .1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames xvilh Bumper Threshold-(Outswing),'' prepared by manufacturdr, datcd' 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product- Control Division. Thesc documents shall hereinafter be referred to as the approved drawings. 3. - LIMITATIONS 3.1 This approval applies to --single unit applications of single door only, -as shown in approved drawings. 4- INSTALLATION! -4.1 The residcntial •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 rcauire a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will rcauire a hurricane protection system. :5. LABELING S.l Each unit shall bear a permanent label with fhc manufacturer's name or lo?o, city, -state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application For building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identif5c* d 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 Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con xaminer ProductControl -Division Premdor Entry Systems ACCEPTAtti'CE No.: 01-03I4:21 APPROVED JUN D 'r.r j EXPIRES Apri102 �OQ6 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. 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. 21 Any and all approved products shall be permanently labeled with the manufacturcr's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affectinc; the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including 'the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, -use, auO/or manufacture of the product or process shall automatically be cause for termination of this A'eceptance, unless prior written approval has been requested (through the filing ofa rcvision'application with appropriate fee) and granted by this off icc. 5. Any of the following shall also be grounds for removal of this Acccptarlcc:- a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, adveriisirig or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. I.f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where, it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teribination and- removal or Acceptance. 9. This Notice ofAcceptancc consists of pages 1, 2 and this last page 3. END OF'I HIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc 'ntrol Division 3' . 4' MAX I5' "MA7 0 C. 15' MAX O� 15' MAX 0 C. A r 15' MAXI O.0 i 15' MAX f'KLMDUK •. (LN I LHbY EHAND) WUOD EDGE SINGLE DOOR WITH' SIDELITES IN WOOD FRAME' WITH BUMPER THRESHOLD (OUTSWING) '110 I�LL (1, pPCR B411ALEEHiiM� DO' MAX ■/l/2, MINIAM MDCN(�Lt 1YD ._ 4' MAX MAX 4' MAX — MAX' 3' MAX 3' MAX 3' MAX `MAX C MnX 3' MAX 22 SS 4' MAX I(&EE NpTETS)LES B IAS' j 14•—. Of IsL L —Hnx MAX is, MAX MAX i 43 1 /16' TOP [1F DOOR 8 3A6• % TO mMOBKVIKSEY DEADBDLT MDDCL L= 1"" DR CLAD OCADI0.1 i' MDDCC •BED' M4XxDLo' A so 1 /161 134 Dtl IDD 1p IDIDTS •\ AX _M • .MAX MAX r r Is - 4' MAX -3- MAX 3' MAX MAXI. MAX MOTES. 3' MAX ..3' MAX > VOOD BUCKS BY OTHERS MUST DE ANCHORED 4' MAX ' MAX 4' MAX MAX IROPERL•Y TO TRANSFER LOADS TO THE STRUCTURE J THE PRECEDING DRAVINGS ARE INTENDED TO RB x 1- 3/4' F.H.W.S R1ALIPT -THE FOLLOVING'INSTALLATIONS 3) PER SIDE FROM VCIOD FRAME CONSTRUCTION WERE MDR 4- JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TVD BY Voon v �— PENINFa . 4ASONRY OR CONCRETE 03NSTRUCTiDR WERE M OUTSVING LJL OUfSVING MR SYSTEM IS ANCHORED TO A MiNI" AM BY TRUCTURAL VOOD BUCK MASONRY OR CONCRETE CONSTRUCTION WERE CC MVAIY]OR SYSTEM 1SANCTD]RED DIRECTLY i0 CONCRETE CutRC1VYAIRIII�ILC 1 +� RAll D T MASDNRYOD-PC OR VITHOUT A NON-STRUCTURAL dE .BY V0O ALL ANCHORING SCRCVS TO BE MID WITH NIMUN 1 1/2' EMBEDMENT INTO VOOD SUBSTRATE r0nntivp 11,1111 APPRnVFn x t 3/16' PFH TAPCDHS•V(TH 1 1/2' MINIMUM EMBEDMENT TO MASONRY. I LMIS SMALL M DISIALLCO ONLY Al LMAF04 PROfECiED Of A CANEPY DR UNIT MUST BE INSTALLED VITH 'NIAMI-DADL COUNTY NSIILCHUIEAKLEEEIVLM EDGE �0ODRIwtEDAPSETDLLISSSMO?ECSEi IIIiI161AIN iIMR[STLEPR SIDE JAMB INTO HEADER ON SIDELITES WN'HATIIABLE AREAS V1QRE IME UNII AND INE AREA ARC DESIEAED"TD !D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES AWI VATER KLIRAIIOM LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE MBS AND SIDELITES. DOORAMELITE HEADER. DOOVSiDELITE JAMBS, AND SiDELifE BASE uA�amrr lMm m m RNERS ARE COPED AND BUTT JOINED DOORS SHALL BE PRE-PAiNIED. VITH A VATCR-BASED EPDXY RUST 16 IfBITiVE PRIMER PAIN► VITH A DRY FiLM THICKNESS CIF OJ1 10 1.2 MD_ FRAMES SHALL BE PRE-PAINTCD WIN AN ACRYLIC LATEX VAIER-BASED/ FAMOURI Y TER•RCDUCIBLE VHITE PRIMER WIN A DRY FiLM THICKNESS Or O.B TO 12 AIL 13L lam APPAOVED A3 CON-tYIAT. HB I i I Inc SDUTH F1,�Rty1A 9=1140 CGU: IV J(JN0 5 2n=Q1 DY_ /IlA/z0 . PAOOU iL RMOLCIS7S:7`I BUILOIN CODE CO. PLLLYCe R;_ ACCEPTAIICE HO. 01- 03/Y• 21 1-1020-EW SHEET I Q'. 5 a mD um? MAX SECTION A -A GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS 8 v 5Q EXIERM 1,111C LATEXcx, HAM fia 3/4. MAX • EXTERIUR. ML INTERIER 1/2' APPWRO AS C09AKnWG VADI UM 'LASS BI 9 TE (0 GLAss 1/8' TE-M Wb� L�T--; 10 L znm. • AMEPWME fo± �31 -4. MUM a' JR 3/4' 80 11/16' Max EXTERIOR 79 5/16' MAX sEcrloN B-B VOOD HEAD JAMB rAN1 tMELR. CUMIi[NIS 22 COMPRESSION VEATH[RSTRIP EV-12 11/4' X 4 9/16' NFL 10 BE PINE OR EDUIVALENI 1 1/4' 3O WOOD STRIKE JAMB _ 4 K RANAUXSFAI 4Q AlI1MINUM-BUNpER THRESHOLD EV-13 I I/4' X 4 9/16' HTL: TO BE PINE OR EQUIVALENT TOP CHANNEL PRENDOR BRAND OR EQUIVALENT - I I//' x 4 9/16' 6 S T EV-05 PREHpOR BRANp - l 11/16' - 20 GA STEEL 7 Y zb till �ml BASF FOAM - O]D m still R11 firm a DENSITY 2.0 TO 9 BOTTOM CHANNEL EV-04 25 lbs./rt� PREMDl1R BRAND - 9 Vrlfln 1 nre of nry -_ 111/16' - 20 GA Strn INTERIOR LOCK PREP FILLER-PLA 4'x4' HINGE VOOD HINGE JAMB 110 x 3/4' FJT.V.S. 110 X 2' F1(.W S. Mi Ill rN� v SIDELITE WOOD STILE 98' x•2' FAV.S. LOCKSET 010 x 1 3/4- FHVS VUUD SIDELITE JAMB_ _ 22' X 64' SINGLE PANEL GLAS: SIDELITE TRIM WOOD) WOOD CASING VOOD SIDELITE HEAD JAMB VOOD SIDELITE BASE POLYPROPYLENE LITE FRAME ' ® 06 X 1 1/.2' PAN MEAD SCREVS PIN NAIL DOW SILICONE 4995 APPA1T -WASCOHFLYR4TYdnTTHE L_ SOUTH Hfl�tt{ gptmeC p 11 ° c�ECOtH'Luu,•cEOFF116 PIT ACMMI,Ml p�� w-uo 15/16' X 111/16' MIL TO BE PINE OR EOUIVALCNI V-09 PREMDOR BRAND - A50• THICK- HIL. TO BE V-15 HAGER BRAND HINGE OR EQl11V PIILYETHYLENE ALENT - -097 THICK (STEEL) 1 1/4' X 4 9/16' HTL TO BE•PINE.-OR EQUIVAL[NI (4) SCREVS PER HINT,E INTO' 0WR sCREvs I"IDL01 EACH SIOEUrE .Wet WIO S tEllr tP "" 15' r'L THEREAFTER ! C 4 WVN rRQI RETER 10 ELEVAIIQf1 1%l, Fff 1 OrITREYS USED AND IOEAlIDNS EY 07 15/16' X 111/16- HTL TO BE PINE OR -EQUIVALENT (2)-SCREVS AT EACH STRIKE PLATE KVIKSET BRAND 200 L CK OR HARLOC BRAN i00 LOCK TS) SCREVS 1HipUIi1111 X JAMt INIO STULUIC III 1B' 0G THEREAFTER J1W1 B IQVN rR . fO' 4n SCRNS 'MUM ER � J" WM SIIELITE JARI. 4'-WyM rRUI ITT 8' O.C. T1 HRI>tM EACH HINGE 11110 Mm .tsHt V-18 1 1/4••X 4 9/16- MIL TO BE PINE OR EQIIIVAL(NT V-19 AS N 0.T 1t0vr1 - -1 4 - V-20 5/16 x 112' MTL. TO BE PINE OR EQUIVALENT 1/-21 rM L By slim -yeses- AS w�tilc�s _1 V-22 . 1 1/4' X 4 9/16' HTL TO BE PINE OR' IVALENT V-23 1 1/4' X:4 9/16, HTL TO BE PINE OR EQUIVALENT 643. ODL-2 FIP Polypropylene by ODL 18 PER FRAME IQ CEEI 4 0C 1 AnI 4' L@16 ►WL V Di rRm ERt. Tt4E 1' (Ir I1ERwltER. 16Et Q1 N1t.DS MO IAQ1 lilEi 0 Hari r.. .__.-•_ -- 1-1020-EW-0 SHEET 3 OF 6 1/4' SHIM MAX �TERIOR 79 3/16". MAX 80 11/16' MAX 2 BY WOOD BUCK UTT-TFINI r-r, -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 A,,r,m pIb Cot--pu G%%,Tm nm som NNW %gwowm .>JLJLJI\ k"Lim iuul\H I IUIN,� ems "="4' �Oti%�raro VATH THE l ' IW lWirl Flryl[N r LA Jl!!1 PR MD PR m L dJRml buILUMcmjE COUPLwrCEOFF E flJiS Lib! ar lfr n,x .- MPLX . �.x r wu •• ,m r nix I.• n.x ac is rAX t C. 13• MAX — bc p m 9 U• fNx OL Is- Mx OL L,.' il==J I MA wu 6• rux 7 Mi- •' IWI .• Mi X 31-1020-EW-p SHEET 5 OF 6 L[YISQI 1U4t u I HLK DUUK FANLL STYLES- 36 MAX ' 9 I o00 DUa 000 MA¢ XDDao oon BLANK TOP 6-PANEL 4-PAN[L 9-PANEL 10-PgN[L 4-PAN[L ID -PANEL OTHER SIDELITE STYLES 3 0' -i I— MAX M �-- a a SL-IO SL-20 SL-30 SL-60 SL-50 SL-30B SL-69A . SL-699 , oa as na uo PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PO-7 PO-D I..# Im oa . PD-IB PO-19 PO-20 PD 21 PD-22 PD-23 PO-24 PD-25 �0 D Ron n0o ova ono �o goo ooa o00 0 Q o❑ PO-35 PD-36 PD-37 . PO-30 PD-39 PD-40 PD-41 PO-42 00 �aa 0 oa Um ©a goo aQ oo q FLUSH D-PANEL CROSSBMK 12-PANEL 4-PANEL a ❑ ❑ d CY[BROV y/�CILL ANIL 5-PANEL 5-PANEL ETEBRpV 5-PAN[L V/SCRDLL ET[BROV 0 0 p p SL-69C SL-25 SL-55 SL-300 SL-40 SL-90A no a� ao 00 00 PD-9 PD-10 PO -II PO-12 PO-13 I'fll iii iii (rin .niidu111 Lit 111 :111'' 111 ., 0 PD-43 PD-43A PO-43B Sl-90B SL-90C' SL-30B SL-39C SL-79 SL-DO Inn QQ a❑ a❑ PD-14 PD-15 PD-16 PD-17 ILMI RUB Y�o l� T N 3i PD-31 PD-32 R PO-33 PO-34 trr �rr`Q►E ;'. J I J 1 L 1'IJ 31-102V W-0 wns [S667Q SHEET 6 OF 6 Qntm t(tu¢ C.;r;ii•. cD CV Ui rn rn CV cs I -� 1 11'614 W-aync WINDL OAD SPECIFICA TION 0108 I]alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0* MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" . . . TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOT S' 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND - REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM 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,Fji.CJIIRE ANO IN ACCORDANCE.:�WI TH ; � RRFN T BUILDING COPES-�.FQi�I�T�%L-OADS LISTED O/N:THtS'.DPj'AWINy=,';��• Approved:" FL2514 =:y • bCvmdn .r{Jt iJr 0.� gun nu_ v�0.719 i 1�. `.:S?�.•••. NCIRTH•.W20L1.N�1,�EP.TiFlG:11gN• N0.`�O�JS Date: .7., OPTION CODE. 07`08 REV.' P f 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT do (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8"� LAG SCREW AT EACH JB-US BRACKET .054" VERT TRACK 1/4-2Ox9/16" TRACK BOLT do 1/4-20 HEX NUT AT EACH JB—US BRACKET I I I �f • t : C } � Ems•. O O WM 9' x 14' MAX 44 PSF I 1 OF 4 .1. I I 5 TRA CY END HINGETOP BRA CIVET REOUIFRE-/VEN TS 1 /4-2Ox9/16" TRACK BOLT do 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"- TEK SCREWS (P/N 141668) /_1 N, 14 GA HOE BODY HINGE °�° _ (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) 1 /4-20x5/8" SCREWS ENO HINGES o. 20 GA -BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH ENO HIIO ,F RH ENO HINGE NYLOFI•rROLLER (P/N 2 70791) ® \ BOTT BRACZ(ET (P/ H-2J0;54 & LH-2-103`55) (31•1/4-2 x7/8" 1.-,,TEK SCREWS Approved: - � L —� W.S. Wilson, P.E.3395 ADOISON DR., PENSACOLA. FL 32514 FLORIOA COMF1CAT10N NO. 0048489 GEORCLI CERTIFICATION NO. 018519 1 /2" NORTH CAROUNA CERTIFICATION NO. 023836 .(20 GA CENTER Date: 16 GA ENO STILES STILES) OPTION CODE- 0108 RE V:- P WM 9 " x 14 " MAX 44 PSF 2 OF 4 'U-BA,R L QCA TIONS NOTE: „. MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-Y HIGH DOORS W/ (6) 20 CA 80 KSI U-BARS LOCATED AS SHOWN f 9'-0" THRU 10'-6" HICH 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 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE car'• �'i � �•.� ,''j/�i':.�'i,'" Approved: 14S. Wil»nE'C,lt ,,tt ,,!! n�''"�.�11 cc�� 3395 A60t Dfv PET7Stct7a LIj25j4-- . FL0R10A ,CERT1ACAn0N NO. 004a48§ GOFMiA CMFX:krPN;?tasIA c�4'� . oRrm-.c,AmuNA c£f1nFlcanON Nb Date:ic',` , • t OPTION CODE':lyl�' REV. P WM 9 ' x 14 MA 44 7 t OF 4 ill h:�c4`Zl^,: ;ark!;:.-. r„n•;.> r.�.r 77,.. I 1 Wind Load Test Report Report # 0108P February 1, 2001 TES-i REOUIREMENT: 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 specifrcatilrs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or i i%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. Waynelviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. • 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section•. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and'An wers;;GAIS(Q127). APPROVEQOPT30N ..0� Based on ofh"ertes t%r� quKale€}1;"Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: ram_ "�' ' ,y., 0" A' G E COS L D I DIVISION OF 3395.Addison•Dr.,,PArlsacq�a;:FC l,4`•..,,, ,t', 'r�+;� Q Florida &erJslir,OD�1$, $� , ` ' •/;� �d i o�t3 5 C.K Georgia Cent 'N`6.,.Ze 51•9 - r- ��' ��� North Carolina R tJd. T c0 rn rn N WAgne, Batton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA- TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-O" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 13 GA HORIZ ANGLE NOTES: 1. GLASS - DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE 067" HORIZ TRACK TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16"- TRACK BOLT' & (2) 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/SCREW SAT EACH OVERLAP TOP AND BOTH ENDS OF J8-US BRACKET PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 'A653 G-40 DRILL .281 OR 9/32"v HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM J8—US B YIELD OF 33 KSI A653 G-40 ATTACRHMENT ACKET 6. 26 GA DOOR FACER STEEL TO 1/4"-2Ox9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB—US BRACKET LOCATED AT THE MIDDLE OF B. EACH SECTION EXCEPT TOP . LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRACK — PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ; ACCORDANCE WITH CUPRENT BUILDING CODES FOR`°TFf£ LOADS LISTED ON THIS.:DRAWING:f,..�''.a �• ;.�:f; (1) J8—US BRACKET LOCATED — Approved: - 1 1 i .� `1 AT EACH ROLLER LOCATION _ EXCEPT EXCEPT TOP BRACKET ROLLER . 3MS •wQ: n�oR: a o FL ZZSi+- _ (P/N 125t 39). - E}iit➢�.Al'45N1 NCtJ �tA9' %' i,jFtIQA C . CMRCA-Z6 FIC,1T10N'H0: 618519 ' �,• _ .%�j:rf'' Naitr"qu.NS €fRQf7GAoN No. o2dE' Date: ",-� 'tom w� :C,L-T, jRk.rti.,� L -•.: a�= *I OP RON CW � ,Z REV.• P 1 WM 16 ' x 14 ' MAX, + 27 - 29 PSF 1 OF. 4 A 9Q 14_ a=. w TRA� CK, END HINGE TOP BRACKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS ARROW BOGY HINGE (4) 1/4'-2Ox5/8' SELF -THREADING SCREWS f`' T.. �' �•„ �� / '— k (2) 1/4"-2Ox5/8" 2" NYLON ROLLER W/ 4 1/2" STEM TEK SCREWS ALL / END HINGES Q (P/N) 108135 WIDE BODY "7/16" PUSH NUT AT EACH. HINGE (P/N SEE - ,ROLLER (P/N 243341) - BILL OF MAIL) r - LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 CA OR HINGES U-BAR �• H N RH END HINGF (3) 1/4"-20x7/8" 'TEK SCREWS (P/N 100507) � I 1 I I �• I I 10-Millilklms FZ' Approved: �_ rt _ ws. Wason, P.E. �1/2 20 GA CENTER M95 ADDISON DR, PENSACOLA. FL 32514 I ✓`' ' STILES FLORIDA CEFMF)CATION •NO. 0048489 GEORCIA CE1ti1FlGTi0N N0. 019519 BOTTOM BRACKET 16 CA END STILES NORTH CAROUNA =FICATION NO. 02:W6 (P/N RH-270354 Date: Q'-.Z 8— o & LH-270355) OPTION CODE.' 0110 REV.' P1 WM 76" x 14" MAX, 4-27 -29 PSF 2 OF 4 U-BAR L O.CA BONS NOT 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 } 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:. •;; •w� wad P.� .fr � ' �.s, ='"• 3395 A0pI50N DR `PENSACOFG`32$li�'.:•� ►FORA!^j0!RQUIC£JttiE1C.1T1pN<Na 02L6 ate,�rE of 14.;- 0 4 0 0 0 ,v r:i y06E�`•c".b. OPTION C'�36��F;'j?1Q,;" t `'REV. YA P1 . WA�1 16 x 14' MAX, 27 -29 PSF 3 OF 4 Ar. . CENTER 5 TIZ E & IN TERMEDIA - TE HINGE Z 0 CA TIONS 0 0 - 15' 14' 12' 0 v v v ApProved:��G ORANGE COUNTY BUILDipt� W.S. wason. Pi 3395 ADDISON OR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORVwk CERTIFICATION NO. 0I85I9 NORTH MOLINA CERTIFICATION NO. O73836 Date: OP RON CODE 0 110 1 REV- pi I WU 16-- x 14' MAX, *27-29 PSFJ 4 OF 4 Wind Load Test Report Report,# 0110P 1 TEST REOUMEMENT: February 22, 2001 • The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; j L. 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 pemianent deformation calculates to .34 or 6%. (2) The door wits 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 A I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER 0110 P TEST DATE: February 22, 2001. Temp-71° F. .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 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 3..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIvnARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have ,less loading at equivalent pressures due to the decrease in area. Doors heights are app.. yed`Io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop.�iR Atins� dry,/,GA13(Q 127). SQ APPROVEIA—bPTio' tf is r ir••�.r}:.•�: Based on o- er ta's b utGill' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ..:''Name:1E W.S. Wllscrn 13 �•� -.�'8' <<�'� u 1 �n C.:�4cj i G u �� h'dtj oC �'�" % 3395 Ad lion, Pen�acol�"y� ?Sta ? t "�~c•" ''' Florida CrNcJ�,�tf 8 .,��� tt.7�i�:► E u.Lti �mb 77 x Georeia Cert No. 0 0 ul Waune. Dalton M ODEL: S TYLE:.... . DESIGN PRESSURE: WINDL OAD SPECIFICATION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'—O" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC # ILLIC o NOTESMASTER PLAN I 1. GLASS DISCLAIMER "NO 13 GA HORIZ ANGLE CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM 054" HORIZ TRACK THE TEST." (1993 .ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. I (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM , 7/16" TO MEET NEGATIVE PRESSURES. I 4. U—BAR TO HAVE A MINIMUM YIELD v OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD -DRILL .281 OR 9/32"0r7 OF 33 KSI A653 G-40 HOLE IN TRACK FOR JB—US BRACKET 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A .:MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN' THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTINGSTRUCTURAL ELEMENTS SHALL BE THE t7-7 RESPONSIB1UTY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING ORSTRUCTURE AND IN ACCORDANCE WITH5/i6x1-5/8" CURRENT BUILDING.000ES FOR THE LAG SCREWL A LISTED ON THIS DRAWING.AT EACHJIB—USBRACKET "Nil 054" VERT TRACK 4 HL. Z 1./4-20x9/16" TRACK BOLT & 1/4-20 HEX a Approved: 5��21� NUT AT EACH J8—US BRACKET • W.S. Wilson, P.E • 3395 AOOISON DR., PENSACOU, FL 32514, FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIACATION NO. OM6 Date: 4 OPTION CODE.. 0108 1 REV.• P 1 WM 9 ' x 14 ' MAX 44 PSF -•~ 1 OF 4 TRACK. END HINGE TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK---_,_ BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET �— (P/N 108077) (5) 1 /4-2Ox5/8" TEK SCREWS (P/N 141668) SCC # o -00 ° I I MI I I I 14 GA WIDE BODY i m / HINGE i j :0 i 9° iO• (4) 1/4-2Ox5/8" CL SELF —THREADING SCREWS (P/N -100320) (2) 1 /4-2Ox5/8- TEK' SCREWS - q ALL END HINGES q . .Oo 0 3" 20 GA 0•. • U=BAR WIDE BODY HINGE (P/N SEE BILL GPI OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET —X fl (P/N RH-270354 —�''� & LH-270355) �. TEK SCREWS (P/N 100507 Approved: WS. Yawn, PE M95 ADDISON OR, PENS�COLAI FL U514 FLORIDA CERN•1GTION NO. OGQ489 GEORGM CERIIFIGTION NO. 018519 NORTH CAROUNA CER MATION NO. OY38.iB Date: 4 -Zg _ p/ —41--1 /2" \ 16 GA END STILES � I (20 GA CENTER STILES) u�- /ioN CODE.' 0108 I REV. P1 WM 9' x 1.4' MAX 44 PSF NOTE: MAXIMUM SECTION WIDTH IS 21 " U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED' AS SHOWN S� b"'1�IRU 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: WS W son, P.E 3395 ADOISON OR, PENSACOLA. FL 32514 FLORIDA C>RnFrCkmON No. 0048489 GEORGIA CERMCAMN NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023838 Date: 9-,2 8 - of OP 170N CODE- 0108 I REV PI WM 9' x 14' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P 1 February 1, 2001 •TEST REQUIREMENT• _. , M _ -.. 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 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 S9. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A 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. cODUCT DESCRIPTION: I. WayneMark Model 8000, 9x7, 4 section. SGC 2, Exterior skin -has minimum of .0175. The minimum yield stress is 33 KSI. p PLAN 3. Standard bottom astragal and retainer. BASTE 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on- it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b e uivaiie t. Aluminum Louvers and Styrene Window Frame Assembly per test number 0-0501. Arne: W.S. Wilson, P.E. 9-28-01 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 X-11 c0 rn CN d z CL wagne. Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIE/CA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14"-0" MAX HEIGHT POS. 27 PSF SCC• # . , MAXIMUM SECTION WIDTH 21" NFG. 99 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 O:OOR 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. S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. /' Approved: W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOU. FL 32514 FLORIOA CERTIFICATION NO. 00+8482 GEORGW CERTIFICATION NO. 018S 19 NORTH CAROUNA CERTIFICATION NO. 023836 Date: j- 2 8-01 I M1 A;�TzE 067" HORIZ 1 (2) 1/4"-20xs TRACK BOLT d 1/4"-20 HEX 5/16"xl -5/8" L SCREW AT E,4 JB-US BRAD DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRAC14 A TTACH ME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US•BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SEC TI OI 067' VERT TRAi (1) JB—US BRACKET LOCATE AT EACH ROLLER LOCATIC EXCEPT TOP BRACKET ROLLE (P/N 125135 OPTION CODE.' 0110 1 REV-- EV. P1. I WM 16' x 14' MAX, 4:27 -29 PSF 1 1 OF 4 r— 1/4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4 2Ox5/8" TEK SCREWS (P/N 141668) %RACK, END HINGE TOP BRACKET REQUIREMENTS SCC# MASTER. PLAN 1 NARROW BODY HINGE (4) 1/4 20x5/8" SELF —THREADING SCREWS '—" •' (2) 1/4"-20x5/8" 2" NYLON ROLLERW/ 4 1/2" STEM TEK SCREWS ALL / (P/N)•108135 END HINGES 7/16" PUSH NUT AT EACH' ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGF Approved: W.S. Vni Son, P.L 3395 ADDISON OR.. PENSACOLA, FL 32514 FLORIDA CE71•TIFlCATION N0. 0048489 GEORCIA CERMCATION NO. 018519 NORTH CNMUNA CVWCATION NO. 023836 Date: \O � WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U—BAR RH END HINGE (3) 1/4"-20x7/8" rry cr%mruic (P/N RH-270354 & LH-270355) 111111.. L 20 GA CENTER STILES 16 GA ENO STILES ur iiuiv c,uut: Ui / U I Ht- V.• PI I WM 75' x 14 " MAX, *27 -29 PSF 12 OF 4 E 19 U-SAR L OCA TIONS NOTE: 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI--U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS re LOCATED AS SHOWN SCC # .1S2_eo G Mid -TER 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 (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS wamn, P.E 3395 ADDISON DR PENSACOLA. FL 32514 FLORIDA CUMF1CA110N. N0. 00,48489 GEORGIA CERMCA110N N0. 018519 NOH1H CAROUNA CEHMCA110N NO. 023W8 Date: q -•261- o/ OP77ON CODE.' ' 0110 I REV. P1 I WM 16' x 14' MAX, f27 -29 PSF 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS ,s' .... . . ik CTr—P PLAN --------------- I r=mi . .......... . Approved: W.S. wamn, P E 3395 ADDISON OR— PQISAwLAl FL 32514 URIDA CERTIFlCATION NO. ow469 CEORCIA CERi1FIC.1nON NO. 016519 NORM CAROUNA CERi1M'n0N NO. 0=6 Date: g-.Z B -01 15' 14' 12' OP 17ON CODE.- 0110 1 REV.. P1 I MI 76' x 14' MAX, f27 -29 PSF 14 OF 4 Wind Lbad Test Report Report # 0110P1 February 22, 2001 ®TEST REQUIREMENT _ The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The mxxdmum 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: February22, 2001. Temp 71° F. 'RODUCT DESCRIPTION• 1. Waynelvlark.Model 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LAN, 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAULARITY• 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(Q 127). APPROVED OPTIONS Based on o er to b ' o uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. game: e W.S. Wilson, P.E. q-,2.8 -a/ _- 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georbia Cert No. 018319 `IX IT N E R S U R V E Y I N G 3 February 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:143 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 MANAGEMENTAGENCY O.M.B. No. 3067-0077 ' NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E ELEVATION CERTIFICATE Read the instructions on paM 1- 7.. !SECTION A -PROPERTY OWNER INFORMATION.. Far►�euane ueec BUILDING OWNER'S NAME �.. • vt?owjrWunbelri. �iCt'.rl_ ....�Y: MARONDA HOMES - — - BUILDING STREET ADDRESS (ixkx* g Apt, Urk Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Number 143 PINEFIELD DRIVE-_- CfrY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Nunber, Legal Desoroti , etc.) LOT 124, CELERY LADS PHASE 1, PLAT BOOK fit, PAGES 75 AND 76 BUILDING USE (e.g., Resfderlial, Non• esidertfial, AdAion, Aooessot ,etc Use a Comments area, U neoessary.) COMMERCIAL LATITUDE/LONGITUDE (opnONAL) HORIZONTAL DATUM: SOURCE GPS (Type): ( - - or SS ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Cater. SECTION B - FLOOD INSURANCE RATE MAP (FlRM) INFORMATION 131. NFP 00WAX Y NAME & 00WAkM NUMBER W COUMY NAME 63. SPATE CITY OF S WRW 120294 St]viNOLE ROR(DA 84. AMP AND PANEL 87. FIRM PANEL 139. BASE ROOD ELEIIAT09S) NUMBER B5. SUFRX 136. FRM INDEX DATE WISED DATE 88. FLOOD ZONES) VdsAO, ue deph dloo ft 1211700065, , E APRL 1995 APRL 1995 X NA 131 U. W cats the source of the Base Flood Elevation (BEE) data or base hood depth entered in B9. ❑ FIS Profile ® FIRM ❑ CA mmnily Defertnired ❑ Other ( woftk 1311. Inrinxle the elevation datum used forthe 9FE in 89, ® NGVD 1929 ❑ NAVD 1988 ❑ 0ther (Desabek B12 Is the buidng located in a Coastal Banter Resouroes 91stdrn (CBRS) am or Otirerw•se Rofeded Area (OPAV :.' ❑fifes ® No - Oespation Dale SECTION C BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Buidng elevations are based on ❑ Con*uotion DraAW ❑. Build'rg Urider Consfnrdion• ®Ffthed Cantuction •A now Elevation Certiifbate wil be regaled when corwwWon of fhe buidng Is oompl A& — C2 Building Diagram Number -I (Select the bullring diagram moat simian b the building brwhich this oertiticab is bang completed -see pages 6 and 7. If no diagram aockuaWy 6 fhe fig, pmv de a dmich orphobgraph.) C3. Elevations -Zones Al-A30, AE, AR A (wlh BF4 VE V1-V3D, V (wih BFE), AR ARIA, AR(AE, ARIA1 AM, ARIAH, AR/AO Complete Hems C3.a4 below a000rdi b the bullring diagram gelled in Item C2 Sta 1p the datum used. If the datum is dierent from the datum used br the BFE In Section R convertthe datum b that used for the BFE Show field nw%uemerb and datum conversion calo lation Use the space provided or the Cornmer b area of Section D or Section G, es app qxi* b doaxnerd the datum oonversion. Datum NGVD 29 Elevation reference mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ®No ❑ a) Top otbotbm fPoor(Ir dud'ng basemerd orendosure) 23. 09 f4m) O b) Top of Head highertloor. ❑ c) Boll n dbwest f_0rbontai mutual member (V airW oriy) NA . _tt(m) V. 1 0 d) Abothed garage (bp of slab) 22. 59 tt.(m) O e) Lowest elevation of madrinery adbrequpmerd G aerviag the bu' k' (De saba n a Conure ft area) 222.7 fL(m) ❑ t) Lowest arilaoad ft&xo grade MG) g) Nghed acrpoent ftmW grade WG) 22 5 k(m).. , O h) No. o(pearment openings (hood verb) within 1 it. abM a aljaoad grade. NLA . ❑ ) Total area of of Wimnent Weni gs (food vent) n c3.li NA sq. in. (a; om) SECTION D - SURVEYOR, ENGINEER, OR AROUECT CERTIFICATION This oertftation Is to be signed and sealed by a land surveyor, engineer, or architect authorized by law tD oertify.elevation Information. I certify that the lnformatfon In Sections A, B, and C on this certificate represents my best e/fo►ts to Interpret the data available. I understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY . STATE OP CODE 2597 SANFORD AVE� SANFORD FL 32T12 04Ur=w i urkt k DATE ' . _ TELEPHONE - .. `�� 03 FEB2004 407M-2000 IMPORTANT: In these spaces, copy the mesponcling Info .oft from Section A Fcrtaiane Corrpery uses BUILDING STREET ADDRESS Or Apt, Urt Suie, endbx 131# No.) OR P.O. ROUTE AND BOX NO. PO4 Mirber 143 PINEFIELD DRIVE CITY STATE ZPCODE OamperyNAICNzter SANFORD FL 32771 SECTION D-SURVEYOR, ENGINEER, ORARCMECTCERTIFICATION (CONTINUED) Copy both sides d the 6enration Certiira0e br (1) commnmly dfidal, (2) nsu mm Ventbornpany, and (3) buldnng aNner .._ . • . _ _ _ COMMENTS .... - .... ___ _ ❑ Check here ifalhadhrnents SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A MITHOUT BFE) For Zone AO and Zone A (w1tlW BF4 aonplete Ilerns E1 through E4. If the Elevation Cerfif'oate is Mended br use as affortkV hb mation bra LOMA or LOMR•F, Section C must be oonpleted. E1. Buldng Diagram Number_(Seled the bolding diagram most stnlar b the Wking fbrwhich fhfs osAirab is being oorrpieied — see pages 6 and 7. If no cr gram a= mealy represents the bukfng, provide a slcdch or photograph) :. E2 The lop of the bottom floor (ndudng basement or enclosure) of the bukfng is _ fL(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, i avaiable} E3 For Building Diagrams 68 with openngs (sea page 4 the nerd highertlooror elevated floor (elevation b) of the bukiing is _ ft(m) _in.(an) above the highest adjaosnt grade. Com0e1le"C3.h and C3.i on frontdbmn. E4. The lop d tyre platform d machinery arx br equpment serviang the bolding is ' _ ft(m) _in.(an) ❑ above or ❑ below (check one) the highest epoent grade. (Use natinal grade, lfavaiable� E5. For Zone AO ortf.. If no Food depth number is avallable, Is the lopof the botbm flwelevabd in aocordarw witin the commw*s floodplaln management ordharm? ❑ Yes ❑ No ❑ Unlvnamn. The local df ial must ore* this irtrmation•n Section G. 'SECTION F -PROPERTY OWNER (OR OWNERS REPRESENTATIVE) CER7113CA7jON - The property avnerorow mes authorized represm!aM vv6o completes Sect om A, B, C (Reruns C3.h and (3it a to and E brZori A (%tW a FBV b uW orcommuniy- issued BFE) orZoneAO must sign here. The stateinevrts h Sec6cm A a C, and E are aired to the best dmytasowtedge. PROPERTY OWNER'S OR OWNERS AUTHOR® REPRESENTATIVE'S NAME. ADDRESS CfTY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Checc here rfab tmenb SECTION G- COMMUNITY INFORMATION (OPTIONAL) The local dkial who is ad alaed by law orordhance to admhster the eommunlys fbodptan management ordnanoe can eornplele Sediom A, R C (or 4 and G ofthis Elevalbn Cert%ala. Coml*le the applicab!a "s) and sign below. Gt. ❑ The idcrrktm in Serum C was Um from other documentation that has been signed and embossed by a lioersed surveyor engheer, or architect who Is wthorlasd by stele or local law b W40 vation Worrnalix (Indbal a the souroa and date of the elevation data in the Comnwb area below.) ' ' G2 ❑ A commuray ductal oompleled Sec tim E for a buldng baled In Zone A (without a FEMAtsued orcommuMy i=M BFE) or Zone AO. G3. ❑ The blowing Womradon (Items G" is provided for conmunty boocipiain management purposes G7. This perm has been issued br.. p New Corsfnuc . ❑ Substantial Impiiovemerd ' G8. Elevation d as b M bwest floor ftkdrig balm" d the building its; A(m) D&m: G9. BFE or (inZone AO) depth d fbodng at the bukk g s+ile is _ 1t(mj Datum LOCAL OFFICIAL'S NAME TITLE COMMUMIY NAME TELEPHONE SIGNATURE _-- -- _.. _ DATE COMMENTS i-1. __..L--- s-"--`•---•- CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 143 PINEFIELD DR for which permit 03-00002827 has heretofore been issued on 9/12/03 has been completed according to plans and specifications filed in the office of the Build in Of,�icial prior to the issuance of said building permit, to wit as Ji ids•- complies with all the building, plumbing, electri al, zotning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected T UTILITIES: Water Sewer Lines In 0'i n1 Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Z 0`i Paved Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer 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 Street Lights Driveway FEES PAID DATE APPROVAL DATE AMOUNT 9/12/03 9/12/03 9/12/03 9/12/03 9/12/03 9/12/03 9/12/03 9./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 143 PINEFIELD DR for which permit 03-00002827 has heretofore been issued on 9/12/03 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 9/12/03 91.93 01-RADON GAS TAX FEE 9/12/03 11.44 01-ROAD IMPACT FEES 9/12/03 847.00 01-RECOVERY FD/CERT. PGM. 9/12/03 11.44 01-SCHOOL IMPACT FEE 9/12/03 1384.00 WD IMPACT:SINGLE FAMILY 9/12/03 650.00 SD IMPACT:SINGLE FAMILY 9/12/03 1700.00 6�a� �" m F (Coo'-i4e Z'-6 OW14ER BUILDING OFFICIAL ATE L ajjjq%,�) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 04 PERMIT #: 3 .28 2007 ADDRESS: % 4 3 9"Ift CONTRACTOR: PHONE #: L\01— Ln rj 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. Zngineering OPublic Works ❑ Utilities C:;C �j. 50U91 T ❑Fire ❑Zoning ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) � lGen/4-- au vaq CERTIFCATE OF OCCUPANCY ?�Ckpo, REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** �� `OAe �N DATE: lag 04 K �� PERMIT #: 3.29 2�7 ADDRESS: 14 3 9%1 AAL ,6o!_ CONTRACTOR: PHONE #: LAC,1— sir) S The building division has prepared a Certificate of Occupancy for the above location and *is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. :)Engineering ❑Fire �--ulic Works OZoning O Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 02/19/2004 10:56 4073022549 UB PAGE 02 CERTIFCA'I'E OF OCCUPAN'�Y fDj � 1 REQUEST FOR FINAL INSP� **** SINGLE FAMILY RESID DAM. - • PERMIT #: f 247 A • ADDRESS: CONTRACTOR: PHONE #: The building division has prepared a Certificate of Occupancy for the above location and'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. DEngineering OPublic Works ties VV& OFire DZoning CLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSP�''1 **** SINGLE FAMILY RESID DATE: ;R• IZ•C4 PERMIT #: h 3-28 Z"7' ADDRESS: % 4 3 PINII CONTRACTOR: PHONE #: yCb1- Ln t' 1 1 , 1, 1 1 1 , s3 d Wc � W \ OLLA c a 1 1 1 1 1 1 I 1 I 1 1 1 1 U U c rL d to W u The building division has prepared a Certificate of Occupancy for the above location and 'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering GPublic Works >lities OFire ❑Zoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL)