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104 Dominion Ct 03-1664 SFR
PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER C�,;,,_._;�_, �Z--) ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR s MECHANICAL CONTRACTOR_ �. PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE '7l: 2h SUBDIVISION ��, & C--�" -Iv� cj- PERMIT # y DATE PERMIT DESCRIPTION _ PERMIT VALUATION SQUARE FOOTAGE CITY OF SANFORD PERMIT APPLICATION J_y._ Permit No.: ,n�( Date: 04/21/0� Job Address: 104 DOMINION COURT Lot: 32 Parcel No.: 33-19-30-50S-0000-0320 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $83,188.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,288 Owner: MARONDA HOMES INC.. OF FLORIDA Address: 1101 NORTH KELLER ROAD. SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contractor: RUSSELL KEITH SUM IERS Address: 1101 NORTH KELLER ROAD SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contact Person: DEBBIE TEVJE Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY SANFORD FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. ~ -' 04/21/03 1 04/21/03 SignatuN oftnerAgent Date Sign o ontr for/Agent Date RUSSELL KEITH SUNSIERS RUSSELL KEITH SUMMERS Print Owner/Agent's Name Print Contractor/Agent's Name 04/21/03 04/21/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date eQF4DEBBIE TIME s4 DEBBIE TIME oMY Comm Exp• 2/5/D5 TARP o MY Comm E7tp. Z*M a No. CC 999378 H PUBLIC > No. CC 999378 b It+awn 11 Otlw 1.0. V 1 I Other LD. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY Special Conditions: Date: 04/21/03 n 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: ----- 144-DQminiiQn -Co uIl-------------- _Lot: 32_ Panel: 6 Plumbing Contractor: WILLIAM T. SELF Residential: _ V _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52A0 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. / 11ill, e - _J�� Applicants Si ture CFC057039 ---------------- State License Number 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 Sa -----�-,--�-----------,----ffiar� Electrical Residential: __� Non -Residential: Number I Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 0 pp New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: ys, 6, By Signing this application I am stating that 1 am in compliance with City of Sanford Electrical Code. Appli is Signature C0001663 ----------------------------------- State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 104 Dominion Court Lot: 32 Panel: 6 Mechanical Contractor: GARY CARMACK Residential /_ -- ------- Non -Residential Amou nt I Nature of Work: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. -------- ------ - awAVL_ Applicant Signature CAC043900 ----------------------------------- State License Number IIMIIININIfNNINNMNINININNINNINNINNNiI� Ow 00 of ,., ago W` 3: 19 F= cis wg= i� NARYANNE NORSE, CLERK OF CIRCUIT COURT MINOLE COUNTY BK 04790 PG L511 CLERK'S N 2063067033 RECORDED 04/23/211VI 12sl9s41 PH RECORDING FEB 6.00 RE om BY N Nold" NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0320 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 32 _ 104 Dominion Court: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest In Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America NA 750 S. Orlando Ave #102, Winter Park, FL 32789 ATTN; DAN FINNBGAN Phone (407) 640-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title. 200 W. 1" St.. Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9404 (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 KiffAA&MERS Maronda Homes, Inc, of Florida Vice President - Construction r4 OL Sworn to and subscribed before me this day of %0 .2003. &M, M-lin, Notary Public APR CLRfIFIEO COPY OEaeIE TIME IAOYANNE MORSE K OF CIRCUIT COURT CCOLE COUNTY, FLORIDA XCC— rice. r+1.FRM CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 32 Subdivision: CROWN COLONY Property Address: 104 DOMINION COURT ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). M 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. MR 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). El c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 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. MR f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. M h. Square footage table showing footages: Garages/Carports 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. 0 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. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, April 21, 2003 SIGNATURE: (By Owner or Authorized Agent) Lronda Homes i AN EASILY OBSERVABLE BErrER YALUEI 1101 NORTHKELLERRQAD, Su1TEF • ORLANDo, FLoPjDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY p 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: CROWN COLONY Lot: 32 104 Dominion Court. k"'—f-7� RUSSELL KE MMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. O fDES IE TIME My Comm Exp. ?J5/05 No. CC 999378 NOTARY PUBLIC y IIOdwI.D. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for. MARONDA HOMES, INC. DESCRIPTION: LOT 32, CROWN COLONY 5U00IVIXON RECORDED IN PLAT BOOK G I PAGE(S) 7C thru 78 PUBLIC RECORDS of SEMINOLE COUNTY, FLORIDA DOGWOOD DRIVE SCALE V- 20 589049' 1 IV G0.02' N�. --5'F.E. — 15' U.E. a 5' I a 20' GRAPHIC SCALE BUILDING SE79ACKS vi r FRONT. 25' REAR: 20' SIDE. 7,5' (D 20.0' SIDE STREET: 20' BUILDING LINE. 80' O Fy�T A CONCRETE PATIO by may' o '. LOT 32 CONTAINS 10,129 SQUARE FEET 0.233 ACRES +/- I0.Oa 10.02' C1 R-50.00' A —28°5r 19" ARC-25.2-P CH.-25.00' CH.BRG.- 533"05'4&E C� G LOT 33 w 40.00' MODEL: ARLINGTON " K' (4-2) BLOCK 0 FINISHED FLOOR N Q b ELEVATION - 47.74 q DRAINAGE TYPE: ' A co WITH I O' x 20' CONCRETE PATIO P� S L-F�T 1 o.Oa 1 H; e��� DRIVE A O� CONCRETE - - - -- -- - - - -- �, 25' PRNATE ACCE55 EASEMENT sr / FOR THE BENEFIT OF LOTS 29.30,31.32 ♦ 33 PER RECORDED DECLARATION OF EASEMENTS in N89048' 140E 74.75' a to w 4 0 0 0 to O J LOT 29 F.H.A. PLOT PLAN Oj�d2� l P - DENOTES PROPOSED ELEVA nON PER ENGINEERING PLANS. gh6p�� E - DENOTES EXISnNG ELEVATION p l PER ENGINEERING PLANS. FLOOD CERTIF1CA710N NOTES: O BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE 1' BEARINGS ARE BASED ON THE SOUTHERLY RATE MAP. THE STRUCTURE LINE OF LOT 32 BEING S8949'11"W. DOMINION 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN SHOWN HEREON DOES NOT LIE WITHIN HEREON ARE BASED ON SITE ENGINEERING THE 1T YEAR FLOOD HAZARD AREA. PLANS FOR THE PROJECT. COURT THIS sraucruRE LIES IN ZONE • x ' COMMUNITY PANEL NO. 120289 0046 E 3. BUILDING TIES ARE TO FOUNDATION, EFFECTIVE DATE: APRIL 17, 1991 4. PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED MAP REVISION DATE: IN THE FIELD. (SUBJECT TO CHANGE) THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE. HNC, LAND SURVEYORS and MAPPERS MAKE NO RESERVAnONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS ►NSMUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORRMARON SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION, ABBREWA 710NS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE F.E. - FENCE EASEMENT F.E.-FENCE EASEMENT R.-RAOIUS P.I,-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P,C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BU9NE55 CH.BRG- ORO BEARING SdHI.E.-SIDEWALK UMITY EASEMENT O.u.&SE.-DRAINAGE uTILiTY dr CENTERLINE A/C -AIR CONDTIONER PAD aDELTA CENTRAL ANGLE) D,&UX.-ORAINI.GE & UTILITY EASEMENT SIDEWALK EASEMENT ATONE INC. iM THIS SURVEY NOT VAUD UNLESS EMBOSSED MTH A FLORIC� LICENSED SURWYOR RE AND AND MAPPER I REVISION DATE DRAWN LAND SURVEYMS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5498 TELEPHONE (007) 83--9080 FAX No. (4NE 339 L.RR- E-MAIL: CAVCxvE O CFL.RR.COM DOMM11C7f F. CAVIONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 3-27-2003 CB LOT by CHIP CADD FILE: CRONWCOL32.DWG W.0.2003-4000 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 104 DOMINION CT for which permit 03-00001664 has heretofore been issued on 5/02/03 has been completed according to plans and specifications filed in the office of the Buildi Official prior to the issuance of said building permit, to wit as •( 5 �M�. lM �dtmc, complies with all the building, plumbing, electri al, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: FIRE: Finaled h r �tXia- Inspected ZONING: Inspected UTILITIES: Water Lines In k)7, 10 .kk Sewer Lines In -I Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage 'L$ �•�w _ Paved Maintenance' Bond PUBLIC WORKS: Street Name Street Signs Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 5/02/03 01-APPLCTN FEE -BUILDING 5/02/03 01-APPLCTN FEE -MECHANIC 5/02/03 01-APPLCTN FEE -PLUMBING 5/02/03 02-ENGNG DEVLPMT FEES 5/02/03 01-FIRE IMPACT - RESIDENT 5/02/03 01-LIBRARY IMPACT FEE 5/02/03 01-OPEN SPACE 5/02/03 DATE APPROVAL AMOUNT 10.00 10.00 10.00 10.00 10.00 59.27 54.0'0 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 104 DOMINION CT for which permit 03-00001664 has heretofore been issued on 5 02 03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 5/02/03 91.93 11.44 847.00 11.44 1384.00 650.00 1700.00 fvk fI I =- • _LDING •^ � CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE: P E RA1 I T #: ADDRESS: OZj�-� CONTRACTOR: PHONE #: -LAC)-) - LA) -"k\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. '9* DFire ee ngineering Or 7 f I WO Public Works DZoning Utilities 0 Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) U,o A Wja F-7 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE"" DATE: P E RINI IT #: C A D D RE S S: Q—, A CONTRACTOR: PHONE#: (A c,--) - W) t, -Zk\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has beeri denied or approved with conditions. Your prompt attention will be appreciated. Engineering :]Fire Public Works. 19,3i-nmalf�,5 �Zoning Utilities :1 Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANC a r REQUEST FOR FINAL INSPECTI N1 i *** SINGLE FAMILY RESIDENCE'"*** r DATE: PERMIT #: C3 i. r u Gam. ►+-� d r co j ADDRESS: 0_', \ r t �� C` �? --vv CONTRACTOR: L`.' LU %" V' PHONE #: LAC)71 - W')_!Fz) 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. R Engineering Public Works tilite CONDITIONS: w OFire OZoning O Licensing Y 1 APPROVAL IS CONDITIONAL) ! e / — - —09-- [ y CER TIFCATE OF OCCUPANC IN� REQUEST FOR FINAL INSPECTI No ~ ur t t t t t t **** SINGLE FAMILY RESIDENCE*** DATE: t PERMIT #: Iw t- W r, ADDRESS: 1C�rn�� `,�^\- +.� v a CONTRACTOR: Q X—m- W 0 .� c j v t� _.. kA CL it. w w G PHONE #: b — LAr)t� 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. �/ 2� 'Loy :],Engineering OFire jPublic Works t. IP OZoning Utilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on a es r SECTION A - PROPERTY OWNER INFORMATION .7. O-M. B. No. 3067-0077 LExpires July 31, 2002 For insurance Company Use: BUiLoiNG OWNERS NAME �C. �Lp�r Compsny NAIC NurMbl No) OR P.O ROUTE AND 80X NO BUI,D,NG STREET ADDRE SS ;rnctuO:ng Apr Unit. Suite. and/or Bldg _ it'`!/v!► S`r- — - STATE —ZIP CODE �._T PROPERTY DF SCRiPTIUN (Lot ar.c f310ck N, rnoers, Taxx Parcel Number. Lego' ptycnpaon, etc.) LoT jiz -- C-CO 'i co ter y _ __ it ti1,P, Ct�(; ';SE (e 9 . Res+dent a+ Nor-res,oenual. — AddaionAc , cessory, etc. Use Comments sedior if necessary) HORIZONTAL DATUM-- SOURCE: L_I GPS Type). LATITUDE/LONGITUDE (OPTIONA: ; L1 USG; Quad Map 4_1 Othel mt aye' or Na rql'°) I ! NAD 1927 �„J NAD 1983 r SECTION S - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION g TATE 61 NFip COMMUNITY NAME ti COMMUNI fY NUMBER 82. C N ��E34 MAP AND PANEL t35 SUFFIX 86. FDA E INDEX EFFECTIVE! £VASEED DATE j BLCNE OO -4 BZonne A0, i o dil Of f!oOding`. 121 f7G _Ooyl E i — 810 Indicate the source o` the Base Flood Elevation (9FE) data or base flood depth entered in E19. , FIS Profile 11 FIRM {,I Community Determined 1; Other (Describe; - -- 1, NAVD 1986 1 1 Other (Descnbe): - f? 1 ind sate tine elevation datum useC for the BFE in 69: 1_ J NGVO 19Y9 iJ 6! 2 is the budding Located n a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)'' 11 Yes rv.r Des gnation ?ate SECTION C - SUILDING ELEVATION INFORMATION (SURVEY REQUIRED) IF' -fished Con'>t, uc�ion elevations are based on. ;�Cons(ruction Drawings' r I j8uiiding Under Construction* Elevation Certificate wilt be required when construct of t Similar budding is complete 8u,ld-ng C,ag;am Number 'Seiecl the building dlag'arn osrov Oe atsketcn or photographJ) o the Zuildng for whish this certifi;ate !s being comp;eteC s �s t; and 7 If no din am accurately represents the low d g, p pay,_ _ 9r Eltrrat ors - Zones Al •A30 AE. AH, A (with BFE), VE, V1-V3G, v (with BFE), AIR AR/A. ARZ'AE, AR/A1-A30. ARr'Aln, ARlA _ T t *nplete Items C'_a becG mSection according B convento the ding the da'lagram spec:fied 9m to that used'foritne BFESShow Ill measurements and udaturrm is 1cc a ors;on ;he dot 'r. used for the 8• ca:cuiatiC^ Use the Space provided or the Comments area of Section D or Section G, as 3DDfopnate, t0 document the �atu 1' conve v! Datin, Conversion/Comments cue a. ar 'eference mark used _ Does the e',evat±on reference r^,ark used appear on the FIR`fn eu 3 l "rn n basement or enC105Ufei — —+ a `op of nottoin foci (rnciud . 9 p im) H :r L. ; p of next higher floor R tm) N o c', 60t10m of lowest horizontal Structural member CV zones on y) J attacried garage (IOP of slat)': o I J e Lowest elevation of macrimery and/or equipment o 3 h(rn) ��! servil the brnlCrng +_ y3 a (m) x Q f) l aClacen: y,ade (LAG) r1 (mi I gl ,yne:sl adjacent grade (NAG) W. r�, Nu of permanent openings (food ve^ts) within 1 ft. above adjacent grade sq ,n (sa cm) __.. -i Total a -ea of a:i permanent openings (Rood vents) to C3h � r T1f1 ►1 ccr`T,rIN D - SURVEYOR, ENGINEER. OR ARCHIItt,.l %..Gr%,rr v-^ Tr,s ce t' c3tl�r is to be signed and sealed by a land Surveyor, engineer, or architl authonzee oy ,aw ru �, n l e.^r, liar the rnrorrnat° n ;r Se�rar,s A. 8, and C on this certificate represents my best ef'o+1s to r.�rerPrer the data avartan,e - �_-- -- unishable b finp cr ,mpn;o^meet under 18 U - Cooe. Section r 3u - 'atsP slarernenr may be �. -.- "� LICENSE h:i'16ER ,rnde�S'3,,:f that any __--___.� �rRT!F, R S NAME --------- CMPANY NAll NA a, r,r r)n r'r1NT` IMPORTANT; in these spaces. copy the corresponding tt�fwrnaftion from section A. gUIIDING STFFET A—COl S (Inciudlny Avt . Unit. Sine, =1 Sill No•) 0 RCS AND STA ..,• ,..� n _ ci iQVF_YOR. ENCi1NEER, OR ARCHITECT CERI ATION For insurance COmPany Us.. Po,lcy Nulil .._ - - entlG�mpany. anv 1�I vu,,.,,•,y COPY both S+r3@S Of 11" ii`'"sr•nn Cartincate for (t) Community official, (2) insur6�nCe ig -- -- - - i I r.hAnk hill if armehril SEGTlVr`J G-ov�ivmv c.c.•••••�•• •••- - ru; Zone ,a0 ana Zone A (without BFE), complete terms el through V. if the Elevation ierbAcate is intended ror use as support+nq intormetl 'or a '.UMA or LOMR-P, Section C must be compie:ed. E i B: ilding Diagram Nurnber , (Selec, the yuiloiing diagf"arn most similar to the building for which this csrtificate �s aNn9 compie;ed - see pages 6 and 7' If no diagram aceuratil represents the ouilding, provide a sketch or photograph.) lr ' above or !� bz:ow E2 "he top of the bottom Poor (including basement or enclosure) of ire building is I— hI ) I�l --i " L_l ((jhil one) ;he h;Qnest adjacent grade_ E3. For Zone AC only if no flood depth number is available. is the top of the bottom floor elevated in accotcTance With the community's floc.aplain management ordinance? Yes j No I,,.J Unknown. The Will official must certify this information in Section C� SECTION F - pROPERN OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION 7" pro;il owner or owner's aithorized representative who oompietes Sections A. 8, all I. for Zone A (without a FEMA•Issued or c;mm.nty•issued 13FS) or Zone AC must sigr more R' 1_.1 Check rere ,f a:tachrrer.t: SECTION 0 • COMMUNIT`! INFORMATION (OPTiONAW The loca! •affil l who is authoftil Iew or ordinance to adr`inist$r the community flooll management orcir.ance can ;ornpete Sections A. P (pr E)• and G Cf this Elevation Certficil Complete fife applicable it rlirl and sign below. G (.___i 'ne information ,n Section C was takil from other documentation that has Weft signet and embossed by a lirenbeo surVel'Or• e1Qinill or arcniteCi who is atltho!iyed by stele or local law to certi`y elevation information, (Indicate the source and date of the e'evation data in the ;:ommenta area below ) G. (_; A community call completed Swill E for a building IOeateC In Zone A (wdPout 8 FEMA•issued or Carnr.�,;rnry•issutd 3F=1 or Zone AO „ I The fr1COvnng intormation (Itens G4-G9) 13 prQ%l for wmmun,ty floodrlair management purposes r1G ^fl�APr tAN�._.'OCCJPAN.�..�� ISSUED - T-)a ae-m!t has bell issued for' �� New Construction L,I StibStannal Improverr►ent ,-E, Elevation of as•bui t lowest floor (ireiuding basement) of the building is' _.._ t+ tin.: Oaturr ;9 BF = or (in Zone Al deoth Of ill at the Cu ICtng site is tJC4� CIAI'SNAME T1TlE — i.». -- — DATE - - C J MM i 1V i' S...--------- _...�-�...�,_ 1 IYONEJL V Circe 300 SOUTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 830-9080 FAX (407) 339-3636 WJVVD SIJRvffycm 4 MAPPERS E-MAIL: GAVONEVGFL.RR.GOM CERTIFICATE OF ELEVATION Address: 104 Dominion Court Legal Description: Lot 32, CROWN COLONY SUBDISION Plat Book 61, Pages 76, 77 and 78 Seminole County, Florida The Finished Floor Elevation of the house on Lot 32. meets or exceeds the requirements set forth in the City of Sanford Building Code, Sec. 6-7 (a). 11-19-2003 oir dick P. Cavone Date Fieldwork Completed Florida Lard Surveyor & Mapper Reg. No. 2005 Licensed 13t!siness Nc. 5073 W.O.# 2003-15799 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLINGTON 4BDR Builder: MARONDA HOMES Address: M n1inio- cjjj,(,r Permitting Office: City, State: 1OAnfI i- Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 11.00 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft=) 1875 fl' c. N/A 7. Glass area & type _ a. Clear - single pane 196.0 W _ 13. Heating systems b. Clear - double pane 0.0 ff a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tint(other SHGC - single pane O.0 ft' _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 ft= b. N/A _ 8. Floor types _ _ a. Slab -On -Grade Edge Insulation Rd).0, 198.0(p) ft c. N/A b. N/A _ c. N/A 14. 1lot water systems 9. wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R-4.2, 1132.0 ft= _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 196.0 ft2 u b. N/A _ c. N/A d. N/A _ _ i c. Conservation credits e. N/A (HR-Heat recovery, Solar _ 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R-19.0, 2085.0 ft' 15. HVAC credits b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ I PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 150.0 fi MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 28325 PASS Total base points: 28742 I hereby certify that the plans and specifications covered by this calculation are 'n compliance with theiFlonda Energy Code. PREPARED B DATE: APR 21 23 1 hereby certify that uilding, as designe is in compliance with th F r' er Cod OWNER/AGEN DATE: APR 21 2003 - Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: �y'p4 TiiE ST,g?�0� l,I,C0 WF EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS ' Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 52.82 0.96 1631.1 Single, Clear SE 1.0 8.0 40.0 56.64 1.00 2256.2 Single, Clear SE 1.0 6.0 16.0 56.64 0.97 875.4 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear NW 1.0 8.0 15.0 37.74 0.99 562.2 Single, Clear SE 1.0 6.0 5.0 56.64 0.97 273.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear SE 1.0 6.0 40.0 56.64 0.97 2188.4 As -Built Total: 196.0 9960.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.2 1132.0 1.16 1313.1 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1509.1 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 0.0 0.00 0.0 Base Total: -6296.4 As -Built Total: 198.0 -6316.2 INFILTRATION Area X BSPM = Points Area X SPM = Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38097.4 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 38097.4 1.000 (1.087 x 1.150 x 1.00) 0.310 0.950 14025.2 35736.6 0.4266 15245.2 1 38097.4 1.00 1.250 0.310 0.950 14025.2 EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge(VRaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 9.22 1.01 298.1 Single, Clear SE 1.0 8.0 40.0 8.34 1.01 337.3 Single, Clear SE 1.0 6.0 16.0 8.34 1.02 136.3 Single, Clear sW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear NW 1.0 &0 15.0 12.23 1.00 183.2 Single, Clear SE 1.0 6.0 5.0 8.34 1.02 42.6 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear SE 1.0 6.0 40.0 8.34 1.02 340.7 As -Built Total: 196.0 1871.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.2 1132.0 3.26 3690.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4199.9 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: -376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1875.0 -0.28 -525.0 1875.0 -0.28 -526.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS.,,, PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8159.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 8159.4 1.000 (1.078 x 1.160 x 1.00) 0.474 0.950 4594.7 5165.4 0.6274 3240.7 1 8159.4 1.00 1.250 0.474 0.950 4594.7 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeVFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 15245 3241 10256 28742 1 14025 4595 9705 28325 PASS EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge(D/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1,ABC.1.1 I Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior &Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends _ from, and is sealed to, the foundation to the top late. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed _ to the perimeter, penetrations and seams. — Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is _ installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 _ Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606,1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK_ Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than2.5 gallons perminute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate readilyaccessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. T__J Common ceiling &floors R-11. EnergyGaugeTT" DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 . ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.3 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (W) 1875 fe c. N/A 7. Glass area & type _ a. Clear - single pane 196.0 ft' _ 13. Heating systems b. Clear -double pane 0.0 ft, a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft, _ d. Tint/other SHGC - double pane 0.0 fi2 b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R-�.O, 198.0(p) ft _ c. N/A b. N/A c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 1132.0 W _ b. Frame, Steel, Adjacent R=11.0, 196.0 ft- _ b. N/A c. N/A d. N/A c. Conservation credits e. N/A (HR-Meat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2085.0 W _ 15. HVAC credits b. N/A (CF-Ceiling fan, CV -Cross ventilation, c. N/A I -IF -Whole house fan, 11. Ducts - PT -Programmable Thermostat, a. Sup: Une. Ret: Unc. AH: G=ge Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier, b. N/A W-C-Multizone cooling, W-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Cod wm I' t f APR 2 1 2W3 Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr SEER: 11.00 Cap: 40.5 kBtu/hr HSPF: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ o�-fIiE sTgT� 4 *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOF. EnergyStar"'designation), ,your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certift.ed Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauget (Version: FLRCPB 0.21) Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch —(407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. if. Governmental Product Approval: Agency Initials/Date 6_qency .Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3126/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 PAGE 29 ° a --.SEE CHART FOR d d �d b d d ' d6/ FASTENERS CAULK TOPSOF MULL _ - t 3/8"MIN. #10 X 3/4" TEK SCREW IWINDOW 1J i HEAD t WINDOW JAM 7/8" • 5/8" 1x3 MULLION (XFLA-26-1) " ix4 MULLION (XFLA-39) FLA-46 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 5/8" 800 LB. MAX CAPACITY WINDOW JAMB 7/8" lx3 MULLION ()TU-26-1) ix4 MULLION (XFLA-39) ##10 x 3/ 1" 41 TEX SCREW i WINDOW i SILL CAULK BOTTOM - � OF MULL i i ;" _F _ 3/8-MIN. PRECASTED - -- 3 "MIN. SILL D 3/4 MAX © D p SEE CHART FOR D D D FASTENERS MAN�JFACTURER NAME: yJ At MASTER ME # NOTES. 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 6003 T5. CHARLES .4PA t[, 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1//2") p.E. ON EACH ANGLE LEG, THE TAPCON SHALL 6E FL DATE:REG.E3/21�/029121 PLACED ON MULLION CUP 3) CONCRETE COMPRESSIVE STREH CENTERLINE.3,000 PSI AT 28 DAYS. � y :Z,; 24 ,a tz) y v 'N ��q V � ko w�� wi o� K 14 Z a a PAGE 30 r AU L ;� 4 (2) 110 x 1-3/4" PH-SMS INTO 2 z BTICH ult 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK( (SHOWN) WITH A 1-1/4" MIN, EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. d 4 (2) 110 x 1-3/4" FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. T (2) 10 x 1 3/4" PH-SMS Mm 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. i WOOD BUCK [ i STEEL0" PANELS & 60.0 D. P.. 2 BY WOOD BUCK DOOR caw _ Na or Na OP L47.975` att 46 46 24 a 4) 09.6" to 4g !g g =750" 67.E 67.E 24 g tIL816' s0" 67.6 57A 1e g 75.a' (3) 67.8 • a7.8 16 a _ � 60 66.7 6$7 26 g 6Sa26 (Lel s&a 6&a to g QOl' 45 48 60 10 . W7.876" 98" (4) 46 46 94 10 sex 46 46 16 to lM760" 411.9 4&9 24 to .U_wr AB" (sl 8S5 6S6 is 10 75.5 53.4 66.4id 10 IY8' or 5&5 64 a(L6) 64.E 64.E 10 Na/ W PARENTS WDICAM PANEL ME M FEET. HZE WIDTH WOOD SHIM MOWN) � TYP• JAMB. SECTION OR MUDD TRACK AS REQUIRED I BY 2 BY BUCK (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. +* NOTES: STEEL REW. LL 10' PANELS be 60.0 D.P. 1/4* SHIM MAX 1j SHIM AS REQUIRED,MAX SHIM STACK 1/4". 3 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5• 4 4 3 OR T6 WITH TYPICAL WAIL THICKNESS OF - 0,62" .4 USE HIGH ALITY -CAULK BEHIND WMDOW FLANGE. X X a 4; QUGLASS THICKNESS BASED ON T mnwc Me. OP I Nd OF II a6.7 $9.4 Zm e (4) 66.7 69.4 24 8 $6.7 69.4 to a 66.7 77.4 24 6 as' 6a.7 636 I6 a (31 5&7 68a to a so' 6&7. 7&8 20 a (2-5) 6&7 76.3 to e a0 a0 f10 to 96' (4) a0 g0 Rs to so 60 Is to .65.3 65.3 24 10 9a' 66.7 71s 1a 10 (3) 68.7 736 16 t0 g6• 68.9 6&9 20 to 'Zs) 6 &Z-2 to to (2) 3/16"0 x 2-3/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR d e ANCHOR SPACING. a: .zoo E t ��� • z" U Qr' o ���w qEoW � rn 0 4 h h r_ y rA��e Ie3 1,g; tiff ,m1h4� a � Eq ABLE E1300 GLASS Iz P PANEL - FANEL JFANEL PANEL PANEL c CHARTS, AND MAY VARY DEPENDING ON SIZE. k 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE' LOCAL LAWS, gg BUILDING CODES, ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION RSSgqUIREMENIS REST SOLELY WITH THE ARCHITECT, /%� //// w x BUILDING OWNER OR CONTRACTOR. -4w IP. f BY BUCK 7} CONCRETE COMPRESSIVE STRENGTH a 3.00a PSI .n,� -( t- -4 "�,Q`9--f ci k AT 28 DAYS. (2BY2) niya IIi4A1W9 (4BY2) ca etsvuton a h a �Yv1tiH�VLt,ti ^ PAGE 23 I n .6 (21110 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/6,0 x 2-3/4' TAPCON THRU 1 BY BUCK (SHO" WITH A 1-1/4' MIN. EMBEDMENT INTD MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPAcnar. 2 BY WOOD BUCK (2) 610 z 1 3/4' PH -BUS INTO 2 BY BUCK WITH 1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEICRT EXTERNAL INTERNAL XX XXX XXXX ALL 306" x 59Y/2" 53.3 55.8 10 16 18 6 36 fl6� x 591/2 " 49. B 49.8 12 18 22 g 30 �16" x 791/2 " 49.7 49. 7 10 16 20 8 361W x 791/2 " 45 45 12 .18 22 e SERIES 500 ALUMINUM SUDI NG GLASS DOOR OPERABLE PALS FASTENER CHART CENPI'&U ft-OPJDA B.O.A.F. (2) 3/16.0 z 2-3/4' TAPCON OR MIAMI � NDFANAME: i x WOOD BUCK DADFAS APPROVED CONC. Z WIDTH " SEE ELEVATION FOR ANCHOR SPACING. -SHIM AS RE UIRED HORIZI WOOD SHIM ?SHO OR MUDD TRACK REQUIRED 1 BY (2) 3/16"0 x 2-1/4' TAPCON OR '— SEE ELEVATIONPROVED FOR ANCHOR SPACR e NOTES. 2) SHIM AS REQUIRED, ALL ALUMINUM EMUS OSHIM STACK 1NS ARE ALLOY IN8063-T5 OR T6 WITH TYPICAL WALL THICKNESS OF 0,62' . 3) USE HIGH QUALITY CAULK BEHIND WINDOW gLAHGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON S12$ . n v 6) THE RESPONSIBILITY FOR SELECTION OF NORMEX S PRODUCTS TO MEET ANY APPLICABLE WCAJ .LA-M HEADED AND SILL SECTION BUILDING REMENTS RESTDSOLELY WITH THE.ARINANCES OR OTHER CHHrrMCT, TYP. 1 BUQAING OWNER OR CONTRACTOR. BY BUCK 6) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI AT 28 DAYS. Ion �w o � oC4 1-0 ti G ili (28Y2)Trnca ne u,o. (4BY2) TmcA, 3 pk=w I � 4,04 I � 4 PAGE 22 1 10 X 1-3/4' P.H. S.M.S ( 10 X 1-3/4" P.H. S:M.S: W/1-1/2" MIN. EMBEDMENT W/1-1/2` MIN. EMBEDMENT, SEE ELEVATION FOR SEE ELEVATION FOR ANCHOR SPACING. .ANCHOR SPACING. 0 r U U NOTES: 1) :SHIM AS REQUIRED, MAX $HIM STACK 1/4'. 2) ALL ALUMINUX.ErMUSIONS ARE ALLOY 6063-T5 3 USE IIIGH .Q IAIyI'y CAJU iTYPICAL B0WINDOW FLANGE. 41 GLASS. THICKNESS .BASED ON TABLE E1300 GLASS CHARTS; AND-3[AYVARY DEPENDING ON SIZE. 5) TH& :$ESPONSIBIb Y.:POR 9E=0N OF NORANDEX PRODUC BUIIZEN REQUIRI o�q BiTIIOiN a e) NOn HEAD'A �w 0 Q ALT. FIN ATTACHMENT UNDER SHEATHING CENTp.AL rwRWA B:O:A.F. MAWACTtMM NAW.— oiPgNDfX MASTER FILE # 3 HEADER AND SILL SECTION Wj1o1/2! MIN. EMBEDMENT SEE. ELEVATION WOOD FRAME ANCHOR SPACIINGOR ANY APPLICABLE LOCAL LAWS, DINANdES OR OTHER SAFETY SOLELY WITH THE ARCHITECT, "CONTRACTOR HAT EEL FASTENERS AT I-10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE BLBVATION FOR ANCHOR SPACING. i WINDOW DIMENSIONS WINDOW FASTENER -SCHEDULE WIDTH (INCHES) HEIGHT INCHES NO. ANCHORS HEAD/SILL SEE NOTE 6 35 45 60 PS PS SF NO. ANCHORS JAMB 35 45 60 PSF PSg pS 16-0. 2 2• 2 2 2 _ 52-1 B" 25' _2 2 2` 2 2 � �3 3• 2 2 4• � 2 2 8=8_ 5-1L2 - 37-1/4 2 _ - _2 2• 2 3 3 _2 _3 2• 2 3 3 3 3 3 4• 3 3 5- ZL6- 2 49-6/8 2 _2 2 2 2 3 3 2. 2• 3• 3 3 3 3 3 3 3 3 3 4• 3 3 3 r52-1 _ 52- 82` 2 2 2 3 g 2• 2' 3• 4• S S- 4 4 4 4 4 4 4' 18_�8• 5-II' �• 52-1 8' 6-3/4" 2 2 � 2 2 3 .3 2• 2• 3•F'g- 4• 3 3 4 4 4 _5 6 5 5 4 D ?TAM -A IAMB SECTION D O D F-RAME SMax i (TOP AND BOTTOM) $ P"—DLITAIL-C i o DE1 AIL -B CHARI'S;.1 p;E a FL REG:•. ENG. 49121 DATE:, 3/27/0? se to Q oA w- .•v1�tyJv 1JL' Li PAGE 10 if 10 X 1-3/4" P.H S.M.S. W/1-1/2" MIN. EMBEDMENT 10 X 1-3/4" P.H. S.M.S. SEE ELEVATION FOR ANCHOR SPACING. FW.I/S NIN. EMBEDMENT SEE O x Ch d x' �. VH ra.� fJ U .750 TYP 0 NATION FOR ANCHOR SPACI UFACTNU M IgAM: rip. ° fx � # -40 ALT. FIN ATTACHMENT f 10 X 1-3/4" P.H. S.M.S. 415/416 W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR UNDER SHEATHING FOR ANCHOR SPACING. 1.500 `'CALL SIZE WDYPHI / - 1 I HEADER AND SILL SECTION WOOD FRAME TYP. JAMB SECTION WOOD FRAME 1/4" MAX -- SHIM (BOTH X 1-3/4" P.fi S.M.S. 1/2' MIN. EMBEDMENT ELEVATION FOR [OR SPACING. CHARLES A PA 'P.E FL REG. ENG. 1. ,49121 DATE: 3/Z7/OZ WINDOW DIMENSIONS - DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS WIDTH HEIGHT HEAD/SILL JAMB INCHES INCHES E NOTE 6 PS S PSF PS 5-!Z 25.22 * �32 fPSFPSF)_22 2 2• 2 36' _ 3 3• 2 3 9 5- 8" 3 3• 'F 3 3 18=�8" 2 2• 3 3 3 5-�2" 49-5/8 _2 2 2 2 - 3 3 3 38" _ 3 3 3 3 3 52-i 8" 3 3 3•' u 3 3 18=1�8" 2 2 2. 3 s 4 36" _ 3 3 ' '� 3 4 52- 8" 9 g 3 4 18--1/8, 2 2 .' 4 4 5 5-12 8-3/4" _2 2 2• 4 5 52-1 8" 9 3 4 5 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUUIKuu EXTRU3TONS ARE ALLOY 8063-T5 OR Tfi WITH TYPICAL WALL, THICKNESS OF 0.62" . 3) USE HIGH ,QUALITY CAULK BEHIND WINDOW FLANGE. 4) GLASS THICKNESS BASED ON TABLE B1300 GLASS CHARTS. AND -MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDF.X PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING :CODES; 'ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING -OWNER OR CONTRACTOR 6) NOTE • INDICATES-; THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. 2e D.C. AIL -A RkSASH DETAIL-B . PAGE 21 Zx"TAPCON WITH A 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. —7 a, / 10 F.H. S.M.S. MIN. EMBEDMENT NOTES: NOTES: SEE ELEVATION ' SEE ELEVATION FOR ANCHOR SPACING. SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMINUM 'EXTRUSIONS ARE ALLOY BD63-15 OR T6 WITH TYPICAL WALL THICKNESS OF 0.62" . 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE, 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS v ' • a , CHARTS; AND MAY VARY DEPENDING ON SIZE. 6) THE 'RESPONSIBIiM FOR SELECTION OF NORANDRY PRODUCTS TO M= ANY APPLICABLE LOCAL LAWS, BUILDING CODES; ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, SS BUILDING OWNER OR CONTRACTOR. 8) A PRESSURE TREATED WOODEN BUCK :OR MARBLE SILL �I SHALL BE ADDED UNDER THE PRODUCT TO rLL FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). . 7) CONCRETE COMPRESSIVE STRENGTH, 3.000 PSI ALT. HEADER SECTION AT 28 DAYS. 8) NOTE ` INDICATES THAT" EQUAL FASTENERS AT TYP. 2 BY BUCK SAS" TAPCON w(A�7�W�'oEp.MB"O.A.F.• a"�A ul ACTIM�g1 NAM: W/1-1/4" MIN. EMBEDMENT—A-6.P4it AF (SEE ELEVATION FOR ANCHOR SPACING) MASTER FIDE # v• u "]A 1 BY BUCK O 2 BY BUCK SHIM TYP. JAMB SECTION )TH JAMBs) I BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLES A :P .F FL REG. EKG. ,491?1 DATE: 12/lr/o1 wo # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEAD SILL JAMB WIDTH HEIGHT SEE N TE 8 (INCHES) (INCHES) 35 45-60 35 45-60 PSF) (PSF) (PSF) (PSF 2 2• — 2 2 26-Y'2 26' 2 2.— 2 — 2 37. 2 2 53-1 8" 3 3• 2 3 18-1 8" 2 2'_ 26-1 2' 38-1/4' 2 _ 2' 2 3 _ _ 3 53-1 8" 3 4- Z 3 19-�8' 2 2'_ 3 3 26-!Z2 50-5/8- 2 _ 2- 3 _ 3 _ 53-1 8' 3 4• 3 3 37 _ 3� 3 4 53-1 8" 3 _ 4' 3 _ 4 19-8" 2 2• 3 4 28-i 2' 76-3/4" 2 _ 2- 3 _ —4,- _ 3: 3 _ 4 53-i 8" 3 _ HAY tlNR ■UMf f1. HBAD SIIL tr !F'1 24' O.G 9A:Z --DETAIL-C DETAIIrB IMF OF E ..v art-11 "ALL' f1 PAGE 9 3/16' TAPCON WITH A IN. 1-1/4' bUN. ® EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. I 750 Typ 10 F.H. S. M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING.— � a 9 1.940 T rn NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 3 USE HIGH QUALITY AC CAULK BEHIND WINDOW WALL THICKNESS Or OFLANGE. 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE REPONsIBUM. FOR SSLECi70N OF NORANpp( PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALT, BE ADDED UNDER THE PRODUCT TD FULLY SUPPORT UNM THIS SUPPORT SHALT, BE FIRMLY DUCT V INTO MASONARY AND SUPPORT BY PRODUCT DYER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH a 3,000 PSI HEAR SECTION AT 28 DAYS. DE ['n'. 2 BY BUCK 3/16' TAPCON W/1-1/4' MIN EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a. d. OENTRAI, nORIDA B• O.A.F. MWRTAC TER NAME: MASH bX # CALL SIZE W[DTN o — ' FIBY BUCK O 1/4" SLIM MAX (BOTH JAMBS) 3 D D D D p SEE NOTE 6 SECTION CF1H HEADER AND SILL SEON . REG.�A.PkG P.E. Tvp, I BY K BUC0 49121 DATE: 3/21/Q2 # 10 F.H. S.M.S. MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX UM 7M-M T SASH A/, DETAIIrB A 4 M i A M I -MADE MIAMI-DARE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEi''I'ANCI; Prenidor Entry Systems 911 E. Jefersoii, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE -COMPLIANCE OFFICE Ml-1120-DADS Fi.AGLHIZ 13U11.1)INC; 140 WEST' FLAGLEA S'l'ltfit i', sUi'fl: 1603 MIAMI, FLOIZIDA 33130-1563 (305) 375-2901 FAX (305) 375-290S cc)�rrc.�c-rorz Iac:tayst�asr:c rIoN (JUS) 375.33�7 l�:1.\ (1U5)175-? t tg c:c)�rlt�«-rolt t•:.�t�c)ttc•ratt�� r t>Ivtslc)N PUS)17S•2')4C, FAX (30) 375.21)us 11HODt:CT CUti l'itol. n1vis1U N )'our application for Notice of Acceptance (NO.A) Of: (1U3)375.290: VAN (3U3)372•6339 Entergy 6-8 S-W/E Inswing 01)adue Double w/siciclitcs Residential Insulated Steel Uoor under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Mtiterills and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South if Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 `r EXPI RES: 04/02/2006 Raul KQar'r�ucz Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDiTIONAL P,tQES FOR SPECIFIC AND GENERAL CO,ND1TiO,NS BUILDING CODE &_-•PRODUCT' REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. Francisco J. Quintana. R.A. Director Miami -Dade COUnt)' APPROVED: 06/05l2001 I3uildin't, Code Compliance OI•ficc 1\s04S0001\pc2000\\tempiates\notice accepwnce comer pagc.dot , Internet mail adtJress: tiostmastcr�u;builtlin;�cnt(egnlinc.cum � Itnmcn;r��c: httliah� �ti•\ti•.buiidin��cocicunlinc.ccim Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 'At)ril02 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 Notice of'Aceeptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chaptcr 23, do not exceed the Design Pressure Rating Muds indicated in the approved drawings. 2. 1 PRODUCT DESCRIPTION 2.1 The Series Entered• 6-8 S-tiV/E Inswinb Opaque Double Residential Insulated Steel Doors witli SideIites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-1, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper ,Threshold (Insxving)," prepared by manufacturer, dated 7/29/97 with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only, as shout-n in approved drawings. Single door units shall indlu.de all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitable areas where the unit and the area arc designed to accept %vatcr infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will rectuire a hurricane protection system. S. LABELING a.I Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Appi-uvcd". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of" tI following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Scction 2 of this Notice of Acceptance, cicarfy marked to show the components scicct(-d for the proposed installation. 6.1.3 Any other documents required by the Building 0 Kcial or d-ic South Florid 3uilding Codc (SFBC) in order to properly cvaluatc the installation o if Manuel crcz, P.C. Product Con xamincr Product ntr of Division 2 . Prenidor Entr Systems ACCEPTANCE No.: 014314.24 APPROVED ; JUN Q 2001 EXPIRES AnriIO2 �006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) _years. ?. Any and all approved products shall be perniancntly labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the corrcct installation of the product. d. Thc_ cnginccr who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in ttic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. Any of the following shall also be grounds for removal or this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this :acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entircty. 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 distr ioutors and shall be available for inspection aC the job site at all time. The engineer needs n : t-reseal the copies. 5.• Failure to comply with any section of this Acceptance shal I be cause for termination and removal of Acccptaticc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. EiND OF THIS ACCEI'T.ANCE Ivy : to -1 ercz, P.E., Product ontro - . arnincr 3 Pr r'ontrol Division , PREMDDR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) •['X //� IICA�MI���n6�' M/CPQYt M% 46 1/Y 77 1/4• MAX • MAX 74• 77 1/4• I�r � e• �wc aunu ..r _MAX MAX SEC ICrC a . 4• MAX MAX MAX S• MAX a MAX a • MAX Is* at IB• G. MAY Is' O. IS• D. _ IB' dC. IT Dt !s• IB' D.t MAX MAX MAX MAX PAX MAX MAX 1 091.11 Aottivs 1 W1.1 .w�c 1/ •MAX D.C. SPACING i IB' D.C. • C or MIN )M f11C[ 47 1 n6 -- 17 1/ • MAX Is' Uc. TOP OF COOK M1 e� y,C W pr Cod WalaC A D.L. SPACING r0 4 LOCK -.11 tA' 64• .MAX OLD s0 1 ' 17 1/ MAX dt SPACI++G IB' •w4tr suar 1L .eK�Wi w Kati . ` 0.7L•.1/ s'ACIAX NGG js'1at <Nt/Cl •n liv Neu4M CMC[eICAT ;—I f--• MAX y'•1—r MAX C [�'ImAoxc-4—J�AOC 17' O C _�_13 O C R Mnx MnzMnx MAX ,.. _ 4• NAx S .ux w. •MAX w . ve• . e• L0133.,a .orc a ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO THE HEADER 18 x i' LONG IN ALL REMAINING AND THRESHOLD WiTH 110 x 1 3/4' HiLES FLATHEAD SCREWS' NOTESI 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED PROPERLY, T0'TRANSFER.LOADS 18 x 1 3/4- LONG 'FLATHEAD TO THE STRUCTURE. 2J THE PRECEDING DRAWINGS ARE INTENDED TO SCREWS QUALIFY THE FOLLOWING INSTALLATIONS. LJi INSVING Rx INSVING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED iO A MINIMUM TWO BY WOOD' OPENING• B. MASONRY OR CONCRETE CONSTRUCTION WHERE ASTRAGAL DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY STRUCTURAL WOOD BUCK C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED +�'PR?;sDAsccvrrnsD.u1M r„L soum FL(j�j{j+ I Nc coo¢ DIRECTLY TO CONCRETE )R MASONRY WrTH OR WITHOUT A NON-STRUCTURAL ]NE BY WOOD BUCK WATER RSB fRAf[�1 WIti;RE WATLR I►6iLTRAiIONIITI DUB�NEXT IS NEEDED X REQJIREIIfMI IS NOT NEEDED er Y. ALL ANCHORING SCREWS ip BE 110 WITH v x t CONiaCR Grn510N TINiMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE eu4tFAODU m.,. c^I x-�t1A7'CEOF • r D2 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT ACCEPrANCERO 1•v 3111 t4 Nr0 MASONRY. . UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY x UNITS SHALL BE INSTALLED DNLY AT LOCATIONS PROrECrEO BY A CANOPY OR OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG .PROVED' SHUTTERS VHEREE�iHE . THREE STAPLES PER SIDE JAMB INTO HEADER ON NTDBN,HABITABLESAREIASS UNITTAANDSTHE AREAIARRE DESIGNED TD DOENIIES NO DOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON ACCEPT WATER INFILTRATION. ' IDELITES AND DOOR. . LATEX SEALANT TO BE APPLIED AT SiDE BY SIDE AMBS AND SiDELiTES. (,Mrs u�tss C aee mor(r 1X111IBACICNS • 1 is f 111dG76DUSS�1 DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SiDEIITE Sr , PLT ADD alMc soon cow Ntraeunl BASE ]RNERS ARE COPED AND BUTT JOiNEd DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST ' y IHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.B r0 1.2 FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER NIL. M M lU C 1—I(]C'C�_EW_i -BASED/ ATER•REDUCIBLE WHITE PRIMER Wi7H A DRY FILM THICKNESS OF 0.8 TO IZ NIL. SHEET I OF S RIVIL'711iii2 r GLAZING DETAIL 112, ULASS to -IF D WAM INTERIOR INSWING OTHER CONFIGURATIONS AP PPAMDAS COUKYM gjIM THE SOUTH r-LywWtO MM CODE w ��J� PROOU � OMS10N CDDECOMMAM{CE DFM ACCEpnu,'CE HD Cr-�3rY.2y 1-1029-EV-1 S► 1 2 W 6 rt— tan 1/4' SHIM MAX r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX t SECTION B-B 2 BY WOOD BUCK 1 1/4' EXTERIOR MAILKIALS LIST ITEM NO. DESCRIPi10N PAR NmBER CDMiQNTS - 1 2O VOOD T$AD JA COHPRESSIDN VEATHERSTRIP 1 EV-14 1 I/4' X 4 9/16' HTL, ID BE PINE [IR CDUIVALCNi 3 4 ALL011NUN ASTRAGAL ALUMINUM-DIMER THRED V- - R N AN X R ) PRENDOR BRAND OR EDUIVALENT- 5/8' ALUMINUM ASTRA[ TiP CHANNEL EV-15 PRENDTIit 1RtANB DR EDUIVkLENT - 11/4'.x 4 9/16' 6 EV-08 PRCMDOR BRAND - 1 11/16' - 20 GA STEEL 7 T K THA � iRI1 a l kX3 t@ [R t HIM 11 e DTT1D4 CHAI�L BASF FOAM - NSITY 2A TD 2.5 lbs./Ft' 9 EV-07 PREMBOR BRAND - 1 11/16' - 20 GA STEEL iD D LOCK [ICK STRIKE STILE EV-Oq 4' X 9 1/2' NiL TD BE PINE DR EOVIVALENi — - 11 HINGE ST1L EV-06 15/16, X 1 IV16' HTL. TO BE PINE OR EQUIVAL[Ni EV-05 iS/16' X 1 I1/16' NTL LOCK PREP FILLER PLATE • TD BE PNE DR EDUIV"'; , EV-10 PREHOOR BRAND - THICK- 4'x4' HINGE .050' NT V- 6 HAGFR RDAun ---... YEIII+. VIIDD HINGE JANB `" "`>`' rI'rvL UR EOUIVALENT - D97 THICK tSTE( i10 x 3/4' FH.Y.S. - 1 1/4' X 4 9/16' NIL. TD BE PINE CRI EDUiVALEMi Rio X 2' rims. t4> SCREVS PER HINW ►NTO DOOR - J I% II' C. T"[RR[[AF iER L J'w • R • IN SCRC c THEREA1 STRIKE JAMB P'TO SIKI-IrE JWH. +• BBVN FRO" B' i1C. iN[REAFTCR t SLRCvs THRDIlAi EACH SIBMIJE _%no [MID SID[LlrL 15' OL +• pL� FapN DP, NAu H[R[AFTER. iix ➢iN LAAn, vAmex,K 1 f KrI RD 10 — V 110 X 3/4- F.H.V $ Jum vIEV, FOR t OF SCREVS USED AND LOCATIDNS 19 ID x 2' FHV.S. t2) SCREYS PER HINGE INTO JAMB LDLKSET (2) SCREVS AT EACH STRIKE PLATE R10 X 1 3/4' FHY,S. KVIKSET BRAND 2D0 LOCK DR 14ARLEUC BRAND 100 LOCK VOUD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 22'X 64' SINGLE PANEL GLASS EV-19 1 1/4' X 4 9/16' NTL ID BE PINE OR EOUIVALENi T SIDELITE TRIM (VQQD> EV-20 GLASS N PpLYPRppYL N l�D—LL=AR TEHPEREA C1 ASS - Dr) +3 - tODL 1 1/4• WDD CASING EV-21 EY-22 5/16 x 1/,,HTL. TD BE PINE DR EDUIVALEN r :slip"e 'staDc VQDD SIDELITE IAD JAMB CV-23 w+ar A�5 L�wisNl i Ens A HIVALs u VTYTD SIDELITE BASE 1 1/4' X 4 9/16' NTL. 70 BE PINE DR EDUIVALENi POLYPY ROPLENE LUTE fRAUUE EV-24 1 1/4' X 4 9/16' HTL IQ BE PIN[ Ill? EDUiVALENI -1643. DDL-2 HP Polypropylene by R6 X 1 1/2' PAN HEAD SCREVS ODL 8 PER FRAME E A MR i S10ELiTE STILES PIN NAIL EV-26 10 u 0 H t AEI R INIF I 15/16' X I !illf` HTL. TD BE PINE [1P F17' ., r. 2 �1' LAG RA0., 1' D1 FtBx rXO, Nat Ir BL I3ERVIER, USEI M RUM A;. . DOW SILICONE #995 [ 1NROSIR6`OILx its Wily S11 MR. In NC' B DADE COUNTY MODIFICATIONS 17 APPNDVEDAS COMPLYRIG WITH THE A DDED PAGE 5 (DN1R OPTIQNS) LTL' R[VIS1t➢ti rot/c RD i1( "' lUli - AIRi BAN[: Y vfm I, it; sail RT 9Y PREMDDR E I SYST MS �� 911 L .ITT[RDRI 31-1029-EW-I WAW:GCLIDECN'.Pl XEERFiC£ ACCEPTANCEND. 0 1-031'(. Zy PBTSBf1�,, KS 66762 . A SHEET 3 Of 6 REvlsmH LEIi[R B 2 By WOOD BUCK 1/4' SHIM MAX 3/4' T-7—n NTERIOR I 79MAX16` 80 11/16' MAX 2 BY WOOD BUCK SECTInN PLEASE SEE 'GLAZING DETAIL' DRAWING #_31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 ;.IPFM Eo x5 CMIKYN.V %" nm 1-1029-EW-I SHEET 4 OF 6 TRIYISIfICITER 0 OTHER Door cor��,�uRarI�Ns ir'r W t•� r ...V YW e`. rric .ic r• °.: t:.. �W"+ '„ nrur 1 1 d• •c • r ��C � w v rr M1te W I t + 1 W sw• OL Wc•4 1 V '( nor •[ rrw _ o D ✓r t Lz K �( � • (. fln' b n • �C Dwpy O •[ ✓Ds 1 1 1 1 - t 1 1 1 1 ... _tL � 1 1 f 1 � k ✓� W rr� Yr W law •�r W�r, ra('m''11 W V Cy 1 1 1 1 ! 1 '.. r "' W .d '• y�� L W r W Y. W DyK..lrr r.KJ"�W , 1 w°c"'t�'w ... L-�11.1 xxn AFPRCA/ED AS COMpLynir N57H 7HE SDUtH ft(+ —Wr-rDDE DAi2 JIJPj N BY �!�y p�KfP r_TSdW7ROtDMSON I 9H BUM:DIIIG C0� CDISPIIAI-"=- OFF PII ACCEPTAWE qD. a_- 036 xx x 31-1029-EW-I S14EET 5 OF 6 i ffVlSlPi tlfiCY i 3 OTHER DOOR PANEL STYLES 36v t MAX °° n66 oocan ofla103 s'7941,6"00 �! a°MAgo a ❑ °° a❑ °° ti BLANK TIP 6-PANEL 4-PANEL 9-PANEL to-P&WL l8-PAWL 4-PANEL .OTHER SIDELITE STYLES a -I rMAX 79 M X o SL-10 SL-20 SL-30 1 SL-60 SL-50 ` SL-509 SL-69A SL-690 an A - 0a pC go oa as 9"9 oa �n PD-1 PB-3 PD-4 PD-5 PD-6 PD-7 PD-8 130 00 i H QQ i1Q Q a00 �, aicQ Q d��q oa all as as FLUSH B-PANEL CR°SSIL" 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PANEL 5-PANEL ETCBRI)V V/SCRIILL EYEBR°V C7EBRDV V/SCROLL SL-69C SL-25 SL-55 SL-32D SL-40 ao AA APD-9 SL-909 PD-14 UH50 11 it II `.� (! li 11 �!Lii� �►1 !il u� 111 ' it! �1� u II i Itl in tlt i'lll t!1 fIt IaQ a❑ as �d 1] -gU OOC1 Ot)t) a a a a PO-35 PO-36 PD-37 PD-30 PD-39 PO-40 PO-41 PD-42 ' � I SL-90C SL-300 SL-30C SL-70 SL-8 QQ as a❑ PD-15 PO-16 PD-17 4r1 UJ Ft F O z w: o u; O. iu a U` 0 3 $ C) PO-32 PD-33 PD-34 31-1029-EW-1 SHEET 6 OF 6 Rl—mim LITIIk a .. M I A M 1 DADE PRODUCT CONTROL NO'rICE Or ACCEPTANCE' Prcnrdor Entry Systerns 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of 'AHAPY11-DADS COUNTY, FLORIDA METRO -DADS FLAGLER BUILDING BUILDING CODE COMPLIANCE oFF10E MI71'RO-DAI)r FI.AGLER 13Uu.DING 1401Vlis'rF1.AG1.1:It S'17tIs1:I', �lJP1'l: 1GU3 MIAMI, 1"1.OJUDA 33130-1563 (305) 375-2901 FAX (303) 375-3908 c:o�tltacaoit IACI Nsi,Nr. �Lc-ru�x (3rlSj375-25271'r>.x(',1U5)37t._sts CUB1,1W7roltFSPORCEM111.\rINVISJ )v (3US)37s-2°EGG r',1,\'(.1Ut) 37S.�yU� I'ItUUi:C-I' (:0-NTROL DIVISION (305) 375.:!VU2 Fr\.\ (305) 372.6.1.19 Enter-gy G-8 S-W/E Outswinb Opaque Single w/sidelitcs Reside"ChIl Insulated Stec] Door under Chapter 8 of the Code of Miami -Dade County governing mthe use of Alternate Materials and Types of Construction, and copletely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. 13CCO 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 revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the; right to revoke this .approval, if it is determined by BCCO that this product or material Fails to meet the requirements of the Building Code. South Florida The expense ofsuch testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 ✓. EXPIRES: 0.3/02/2006 Raul Koonguez Chicf Product Control Division TI-11S IS TILE C41'ERSIiEI:T SEEION.-1PGEO'ECC1iN DGEl NRI,.0)TN 1010,NS BiIILDINC; CODE fi PRODUCT Rr�'iE11' C011,11ITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. -A I'll ROVED; 0LI05/2001 Francisco J. Quintana, R.A. Director Miami-Dac-lu County l3uilding Code Compliance O1T)ce 1\s0450001\pc2000\\templates\notic e acceptance cc yr page.dot Internet moil'Iddr•css: I)ostm:Istcr'%`l)r, 1dillhr_odcollIilie. com Ilon)cna��c:: httn l/tttt Premdor Entry Svstenis ACCEPTANCE No.: L01-03 i4.2 1 APPROVED JUN EXPIRES EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, •2000. It approves a residential insulatcd door, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building CodC (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinald Residential Insulated Steel Door with Sidelites- Impact Resistant Door Slab Onlv and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood Frames v.-ill, Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/91 with revision C dated 01115101, bearin; the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These .documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsinglc door only, as shown in approved drawings. 4. INSTALLATION •4.1 The residential insulatcd steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.I Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's nanz(; or logo, city, .state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthe approved drawings, ns identified in 61.etion 2 of this Notice of Acccptancc, clearly marked. to show the con-lponents selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manucl Pcrcf, P.E. Product Con rol •xaminer Product onto )l Division Premdor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN 0 EXPIRES _ :4oril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD COS\'DITIONS Renewal of this Acceptance (approval) shall be considered after renewal application has been fled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled «•ith the manufacturer's name, city, state, and the follo�vin; statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renetivals of Acceptance will not be considered if: a. There has been a change in the South Florida Buildina. Code a£fccting the evaluation of this product and the product is not in compliance Nvith 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, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 5. Any of the followin, shall also be grounds for rcmoval of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any Other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in .advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teriiiination and rcmoval of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF'I HIS ACCEPTANCE'_ lizz Manuelt_ntroi ez, P.E., Product Co tro Examiner Produc Division 3 4' MAA IS' MAS ❑.C. 15' MAX OTC. 15- 'MAX O.C. 1 15' MAX O.C. j— 15' MAX I I\LI IJJLJI\ - \L.141 LF\U 1 DTCHiVUI WUUU L JUL SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD pip. 14) PEh MD MILL.00' MtERNAT3/16' PF1 1 flE 1/2• MINIMUM EMBER - 4' MAX MAX 3' MAX 4' MAX — MAX t5l3' MAX 3' MAX MAX C 14' 3' MAX 22 Sg I, MAX 4' MAX I EE NOTEIS LES �eTn6'S 14• . 1 1 DI IsL NlT Mnx--` M`7L• I9• .... 1 15. J roan MAX 431 /16' ' TOP OF DOOR 8 3J6• :' TO 4 O LOCP DI HDTTFS' KVRKSET DEA"'LT xODft 660 SCRICS 2 MAX I OLD 1 I�woE� e-'t°�SOC Ev2 I_ �D[HMtW IIx:KiLt a m1Axs •, A 130 t1/16' I MAXI II 6' AX nax--1--MAx j4 . MAX 14 MAX—� ' M I 4' MAX --' MAX MAX ' MAX MAX �J3' WOOB UCKS BY OTHERS. MUST BE ANCHORED 43•MAX I MAX 4- MAXZ7' 'ROPERLT TO TRANSFER LOADS TO THE STRUCtURE ) THE PRECEDING DRAWINGS ARE INTENDED TO 8 8 x l 3/4' F.H.W.S UALIFY THE FOLLOWING INSTALLATIONS. PER SIDE FROM YST B FRAME CONSTRUCTION WHERE OtmR JAMB INTO THRESHOLD EN IS ANCHORED TO A MINIMUM TWO BY WOOD PENING. . MASONRY OR CONCRETE CONSTRUCTION WHERE R)t. OUTSVING L.H. O1IISWTNG DOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE )OR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE RC VAT RItILiRAt1011 VIE VA�CRcDi IRnfION TEMBY�I/ROOD �UCKR WITHOUT A NON-STRLICil1RAL ODIREMERf IS REEDCI ■ 001,E11ENI IS N& IEEOED ALL ANCHORING SCREWS TO BE 110 WITH F 4 NIHUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE 0�1X ' 3/16' PFM TAPC13NS'VITH 1 1/2' Minimum EMBEDMENT TO MASMMY, t U1115 SHALL BE BISIALLEI ONLY At LDCAtlORS PROTECICp tY A CmWY OR UN HOST BC INSTALLED WITH 'MIAMI-BADE COUNTY OVERHANG SUCH Nut ME ANELE KIVCEN IlE EDGE Or- CANWT OR OVERIWIG PROVED' SHUTTERS ID SILL 11 LESS IAIN 45 tSCREES. tMCSS WIT IS INSTALLED IN IHREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NON-HAIIIABLE AREAS VfERC IIE UNIT AND THE AREA ARE 0fSIGNCD"t0 ' D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER INrtlRAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE NOS AND SIDELITES. DOOR/SIDELITE HEADER, DOOR/SIDELItE JANOS, AND SIDELHE BASE ZNERS ARE COPED AND BUtT JOINED. Ilia�m4 KD UQxL at DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST FRIAKS SHALL BE PRE-PAIwr NtEDOWITH AANN AACRYL�ICSLATTEEX VATE02 TO1.2 BAS D/ TER-RCDUCIDLC WHITE PRIMER WIN A CRY FILM THICKNESS OF BB TO 12 H1L. 1`�K� 1 Y Y to ,<r y fnn„K, a suer APPROVED AS COST-LYIN-G "I IIt JnE SWIM Yb1 BUILdRIO �1CL10-c BYJ PROOU T C ITAOL DrA=N BtALORT COO- t:OLIPLtANCI? CPF;:e ACCFJITAM-9 fjO 01- al /Y. Z I 1-1020—c"w F SHEET 1 (];. S cam ttly _ 1/2' ;LASS BITE SEC C` T I a N A -A �` MAX ---i GLAZING DETAIL O U T S W I N Cj OTHER CONFIGURATIONS ERYIN VILLIAMS T[ROR GRADE LATEX CAULK 6B 3/4- MAX 111 6a I/ If nnX EXTERIOR INTERTTR APPPaRI3 AS COW'LTN6 rAT TM Sam �By ""' • U J� IB• TEWERE® GLASS T 1fROE0PAgoN EIAIONTG CODE COHPLvJrE f C ARtmt ACCEPTANCE NO 0�_' G� 3 / V. L 1-1020-EW-0 DEET. 2 ur 6 [tUY UUpt � r 3/4' 80 11/16' Max EXTERIOR i 79 5/16' MAX 4 9 / 16' ---j SECTION B-B 1 1/4` INTERIOR ` — u^'r'fun WOOD PART NUMBER, COMMENTS © HEAD JAMB COMPRESSION VEATIERSTRIP EV-12 1 1/4' X 4 9/16' Mil. TO BE PINE OR EQUIVALEN, 4 WOOD STRIKE JAMB V- 4 N RAN X A R 0( - I V4' X 4 9/16' MiL TO BE PINE ALUMINUM -BUMPER iHRC$1(plp OR EQUIVALENT EV-13 PREMDDRBRAND OR EQUIVALENi 5 6 TiIQ CHANNEL - 1 i/4' x 4 9/16' EV-05 IN BRAND - 1 11/16' 7 T K N 2 - 0 GA STEEL 25 (DU ipM Y NAN »tII lE[ l60 Q)— 8 BASF FOAM - DENSITY 2.0 TO 2.51bs/ft) 90 BOTTDM CHANNEL V D OCK BLOCK EV-04 PREMDEIR BRAND - I I1/16' - 20 G4 STEEL ID STRIKE STILE ' MTL ip EV-00 4' IT 9.1/2BE PINE OR COUIVALENf II HINGE $TILE EV-D7 15/16' X 1 11/16' MTL TO BE PINE OR EQUIVALENT EV-06 12 PREP COCK FILLER. PLATE 15/16, X 1 11/16' MIL TO BE PiNE OR EWIVAL ENT EV-D9 i7 4'x4' HINGE" PREMDDR BRAND - THICK- MIL TO BE POLY ETHYLENi 14 V�D HINGE JAMB V-15 HALER BRAND HINGE OR EQUIVALENi - .097 iN{CK (STEEL 15 x AID 3/4' FHL7S. - 1 1/4' X 4 9/16' MTL TO BE PINE OR EQUIVALENT 6 IID X 2' FHV.S. (4) SCREVS PER HINGE I14T0 DODR 7 Prx K" W SCRtvS ii EACH SIOEUE J4N1 W10 SIOELIiE 4 aWN rRDM E NAX IS' RC TAMEAF)ER t� �A1Pm1it I Iq i SIDELITE V()OD STILE REFER TO ELEVAITON VIEV, Ffpt 1 rF EV-07 SCREVS USED AND LDtAI1DYi 9 AB' x'2' rims. 15/16' X 1 11/16' MTL TO BE PINE UR EQUIVALENT LOCKSET (2) SCREVS AT EACH STRIKE PLATE 110 x 1 3/4' F.H.V,S. S) SCR ET BRAND 2D0 L 5) CK OR HARLUC BRAND.100 LUCK ((REYS I"?Wo4 HINGE 'MR 1MT11 SIDOLUE JV It D' i1Ax ID' UL THEREAFTER UOYN FRfA4 iDP IOX S , 0. fliQMM ER iKE JAMp Info SlDELlTE IAMB. �' BOVN fRtRf IDT 4) SUNS Tim EACH MHU 0110 MW _Mp VDOD SiDELITE JAMB 1 1/4-' 22' X 64' SINGLE PANEL GLAS SIDELi1E TRiM (VDOO) VDOD CASING WOOD SiDELITE HEAD JAMB WOOD SIDELITE BASE P�YPROPYLENE UTE FRAME 0 96 X 1 1/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE #995 APPPArf; AS CCMJ tym YdAT Ti$ FOUTH ftp711j{ gA(IIi� qa j(Jfi D IJ 2 rp e ...�,.,.. wm Ct]LTnWCCE OFi N E ACCEPTANCENO Di-0314.at cr-iti 11 1/4"X 4 9/16- MTL TO EV-19 H • LAs N BE PINE DR EOtTiVA164 f)LT�YC � F - -164 - (01SL• EV-20 5/16 x 1/2' MTL TO BE PINE OR EOl1lVALENi EV-21 f� SIOE BT S19E .YW9S' ✓•5 )41lESN - IENS EV-22 1 1/4' X 4 9/16' HTL Tp BE PINE III? EQUIVALENT EV-23 i 1/4' X 4 9/16' MTL. TO iE PINE OR EQUIVALENT -1643, DDL-2 HP Pal propytene by ODL ID PER FRAME TD xIIEO I4. 0c t ATE n (' LOiL MAIL 4' IM FRpI pip MAx p• TIt IIIRIVilk 110 Q1 MILLIDIS AtiO to 31-1020-EW-0 A\ SHEET � OF 6 REYm 111 u v¢ B 1/4` SHIM MAX WERIOR I 79M "" RO 11/16" MAX j 2 BY WOOD BUCK . FFFTTnNl f'-F\ EXTERIOR PLEASE SEE °GLAZING DETAIL" DRAWING 431-1020-EW-0 SHEET 2 OF 6 BOW SILICONE 4995 APFROWPD ra C06P' YWG t,jT, 7w IL►\ -.UuuI\ uuvr IUUKH I luIN\ ..nx, o- � 17' mAX r ac is,MAr 13, MI I,r iS- root U HLK DUUK PANEL STYLE L E S [ —MAX 130 ace. Dr, MAX a q°� 00°00 00 0© ®oa QUIT D O UE DLNw( If0' Goa [tt7 (-PANEL 6-PANEL 4-PANEL 9 PANEL 10 PAryEL OTHER (jam (\� j IB-PANEL FLUSH 8-PANCL CROS58tXK ©❑ ❑ ❑ Q ❑ U T 1 1 E \ V I I� E L 1 T E �2-PANEL 4-PANEL 5-PAIL 5-PANEL STYLES E V/SCROLL CYCOROV 5-PANEL 5-PANCL ViSCRQL CYCBRpV 30' M A X 79 M X sL-10 sL-20 SL-30 SL-60 SL-sD SC-500 SL-69A SL-699 SL-69C SL-25 SL-55 SL-39p � � a49h SL-40 SL-90A S(.-9pg SL-90C pp S1-308 Sl-JOC SL-70go • SL-OO aa, as oa oa aa �� � as as Qo aQ - PII-2 PD-3 Pp-4 PO"g. P8-5 pD-7 PD-8 4 U D Q Q D P0-9 PO-{0 PO-Il PO-12 PO-13 PO-14 PO-15 PI-16 PO-fT Da° PO-18 PO-19 PO-ZO PD ZI pp_ O 22 PD-23 P11-24 Pg-Z5 PO-26 PO-27 PO-30 PO-28 PD-29 . tools Elk PO-3l PO-J2 p It I PREi7iCS5 I'm � � 3 � If as 'g0 11n0 ��ll aoar+ uuss m sti mn las are ❑ D D D 01 �00 UQ� as n j(/}�� Q D D Q N EIPiiON PO-35 PO-36 PO-37. PD-38 P11-39 PD-40 PO-41 PO-42 y/ N y YST 31-1020_EV-0 pp-430 Ptrr Ez Ks 6Wdt SHEET 6 OF 6 Irvin ana Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO3201 32 104 DOMINION CT ORLN-CRC ARLK4 LEFT 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 loading is in accordance with ASCF 7-9R Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 10-7-02 0 10-4-02 Roof Loads - VT 4-11-01 01 10-4-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 10-4-02 A 10-4-02 j, P 10-4-02 B 10-4-02 P1 10-4-02 C 10-4-02 Q 10-4-02 Total 33.0 psf C 1 10-4-02 R 10-4-02 D 10-4-02 R1 10-4-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: : 24.0" D1 10-4-02 S 10-4-02 E 10-4-02 S1 10-4-02 El 10-4-02 T 10-4-02 F 10-4-02 U 10-4-02 F1 10-4-02 V 10-4-02 G 10-4-02 W 10-4-02 G 1 10-4-02 X 10-4-02 H 10-4-02 X 1 10-4-02 I 10-4-02 Y 10-4-02 J 10-4-02 Z 10-4-02 K 10-4-02 Z1 10-4-02 L 10-4-02 L 1 10-4-02 L2 10-4-02 M 10-4-02 N 10-4-02 N 1 10-4-02 INV # DESC QNTY APR 7 2003 DATE: 18331 EHUH26 2 18330 EHUH28 18360 1 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 18336 EHUH28-2 1 SEAT PLATES 128 40-0 19-4 6-0 i 14-8 APR 7 2003 --"--&ATE: 10-7-02 NUMBER: ARLK DRAWN Wf- STOMER: REVERSED PITCH:6/12 & 4112 OH V-0 1-6" 3 JOB NAME: ARLINGTON K 3 & 4 BDRM BEARING: 8" AD� iere•sponsibility offhe installer (builder, bulldina contra �}ter licensedcontra for cr or erection contractor) to orooedv receive clpi�ad crnra hancf1e in tall and _metal plate connected wood infsTgs to protect OP. and _r___ i The installer exercise the same high degree of safety awareness as with any otherstructuraI 'ial, TP) does not intend these recommendations to be interpreted as superior project Architect's or Engineer's design specification for handling, installing -acing wood trusses for a particular roof or floor. These recommendations are upon the collective experience of leading technical personnel in tha wnnrl TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)933.5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe 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 pan thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE 111-N bawl�,�� ,,mW W ,i�#erratn=o"ui7 v" eYei3YS1I GenS ng�rc�uld eatl5e#. 2-�,�� °��i�Q�: �ii � .rc �@U ��n�.,,�..rn �+•a ,y' +a. r,.,r�� r.1 Y{ x•At�is[Crro �?F �nfalr7il;, it7' jai t � a . . -n�ati�, . ; eg1n Cars lc s , b R, ' tit 'tca `�`` q ;}�i � 1+ ' b�tiT � .6; , "1i'i�in.�" N r�-V.���P��'n�r�� . , ' 051, ' c a i3" �YNReb`0 v �: a' !t�"��r�..v-,say .t EE�I,,r 44 ��nn,,.,br'� y ��•:'si d °;` sia 'ri)�S!''�i'!^'T'A J , ., s; 1u, ,.I' � _ r '.'^'T"^" fl`� a, q '4Y t ��``''f�'� � CF'�"1: t'1�4�fJ �afi 'ya ��r r r: a 3+ �3`•, ll 4.l�.i .ir7 0� �v 1 { a7(i b�l';s Z!'r� $ `t...-'r �J t.. t 1 a - ';ri�,: i r..?' y;, 1�+, Eli . �1:��� )w1�.nr ii, �. c ', 4 Vf t. Il; t�'�f, ��',r 1 a- r i c �., .i i 1`. �I t y �1. j 1 } M (i i i { � f tl �t .4 �t1'1� 7i� F.q. � �-.ni i� }i }.: ,!� 7ki!, Y-r �. � � 14 ,�r � � i �ur. .t.t�� Y•: I��rt� ! j ll{ �! r r r ry..,. I rh,?tj r c J J1n+'.. I „�'��, r 4 �. � h 1 I'.f C..• � tr.4 d I747,.}ia d r .� t '+ 1 1 1`a i y ,rI I� 4, 7 ih'%.1 I y1 r { " � Y u�•�tt I�.,d(�'.�P�-�P) t�bt IJ'il Cf Cfr �.��1��rlr, y u ,a' rk tlr -i41a- r � t J L Pr I) t�s 1 "�: i.�'� { Tag line S �Rw.Nlh M,�I, di'I dlM�pnlIll9Mr ),hnly yanWl l)IpII IIiIY+Kt MrIIINMPd�LhM6NMO SrIpI11G11,aAra?M1 �IHAFIyryr�lla —OVU B6��iCING,®UI. DII\d'C Ids 'ERtOf r w.w �R®f�M�DB{B�ILD9�Ri�E� ERPE d7 Typica! vertical End Wall attachment Plan :5 :finr" t af��. d''r✓ ),;F ing round Brac�erticals (GBV) ..Ytruss of bra, oup of truaee (ES) Typical horizontal tim member wHh multiple atakea (HT) I MI-1M711 -1 W [del 12 13 or \, greater. \ 8' sl JF- Douglas Fir -Larch -IF- Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. op chord that are laterally braced can buckle ognYherand cause collapse Inhere iano diago- .nlbracing. Din oonal braving should ben& tied _ the underside of the top chord when purling r. attached to the topaide of the top chord. 90N.(?...TRUSS„ f' All lateral braces lapped at least 2 trusses. l!NST LA Tid :TDLERA GExSjll BOW I T lacemeni r—IUMW Line L(in) n nrn ax 4u vct L fl 50" 1 4" 4.2' 100" 1 2" 8.3' 150" 3/4" 112.5' Length L(in) Lesser of L/200 or 2" L(in) Lesser of L/200 or 2" 200" 1 " 16.7' 250" 1-1 /4" 20.8' 1'\ A.:t onda 5 stems MtARONDA SYSTEMS 4005 Marontda way Sanford, FL 32771 (407) 381.0064 Fax (407) 321-3913 Date: March 5, 2003 To: Building Department eD From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valleytrusses labeled VT -I 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 general sheet. If you have any questions please feel free to call at 407-321-0064. -Sit ereh, Tom s Ponce, P.JE. Date: 31 5f, , DESIGN INFORMATION This desig0 is for an ludNidnai bulid(ng eumPoaent and has bees based on 6afonoatlon provkied by the cfieeL The dolgnv dkd&j s aRy rmponsfbdlty for damages as a ttsult of faulty or te'n+7rrt l d_.tko - afxcalafloos and/or desfgns Itmrt hed W the trnsw desf a b y the diwf and the rozzatnlss ar accsua-y of this Wfov=bm as a may relate to a cute pmjecL and accepts m—P...Ibl ty or etce[ses no central malt regard W fabrta- tsog handaog,. sbipmmt arw k-Mgation of tRis;es. Thta truss has 6n drd&M as an ANSI/Tpi i iddfag e95 and `°` p—_t m a.�a, ..m UDS-97 to he b,corpont.d as part of a- wadding deaigu by a enndmg Do1gnQ begistexed axcldtcc(. or prur slonat eogareert. wbea rrvteored foe .ppaoeal gl-Ibe bu0dbg dyer, the desPg,L tasdfngg to wo must be ehedced to be sure that the data shown aieW agrcemm( With the locO bnaderr toaL a=- -- rmsrds tar wtodocanowlo ds . [t om ah Hops or special aPPUct load&. mnh tr»sa has net been dolgxd Inr orrdmprcalotr ddi — bads. The design assumes Rep or balomb are contfau- � r Iaae d by `-`tmg macs nth__,se aP«Qled. what bottom chords k. to &_ am Rot. Alay br o d 6rtera0y by a Properly appa�d to ed(ing, prey e1Wwd be b-cad at a. maidmma s{netog of 1 V-o" e.c Cmwadw platen ehatl. he mane a -hued f eso 20 S_ge hot dipped gafir+Rhed steel m Ahlg ASIM A tSS. C-nzde 40. miles odw wbe shown FABRICATION NOTES Prior W fob rl4ftoq the f-hdcster:ban reslew this drawing to vedfy that this dmwtng is in IOOC-ma with the f bd-lors pl._ _d to "'C" . Any Ding raPoufhday for s h var- y dh cepanc[n are Io be put Cu wtahlg lxfore ehttL gar 6Edj_U_. PhIcs &ban not be PastaUed wer imotbolea, m dlsforted gr+tn- afemb— ahaf be cut for n� p es ln� L �tr d — both Cmt- me truss wuh naffs dR udtn faeea of fwy brbq,bem and alkali he sym- about the Joint miless otherwise shown A Sxt piste b S- *Me x 4' bang. A ex8 p6ic is 6. w(da x It" bog. Slots (holes) nm P-ad to ,be p6te length speciaed. Dondde cols on wch members shall meet at the ceutt." o(,be webs unless etbenvLe shown. Connector phr^ zur are -d-k— sfres based on the fords shown Had wry Deed to t.e t.w-_ti for c rtam hand. ling and/ar... cnoo steareuThb tnhss 6 not to he hbrtated math bm rntmda L treated b nbcr mttcss oUtesmese sbow,, Foe adtlM.,W. -r u '-inn on 0uatay C-At" rein to ANSIrM L-t995 PRECAUTIONARY NOTES III b f�"d°gaaoo,edC_amn rernoammdarlaos aae in a arrdanee wdth -111 ndllRg 'ostatling & Pracroc. Illfl_eI. Thum are go dhhrmdtbg- del"dlcd web — n�s+=de.v�nR gt. a a 6xeage. TemPmarY and Permanent b or It.kh g [news W a straight snot � - Um and for retspng 6ten1 fotees shall be L"�«L and Cost— by others. c;arerw ha w- � is t'sseLtUat and arciioll Messing k always egolrw. Nnemal Prmntfo-ly aetlun for ""'Sses "W"s such temPOEWT braclag dnring sshRatWn beta y passes no -lot toppimg not dR -b . me argL><avf:wR of etecbeo R f wse+ hall II bb undo the mntr i of Persons m the Wsmmtlnn of Trusses. hd.ssimw .&I« sham It. sought ff needed. aRetntrattnn of construction hinds grata U. the dc(gn load, shaU n4I be appiled to ussea at any time No toads other tbao the . vWU of nhs er-I— sbaU be appbed to lasso onto after all fulcuill snot braeing l e mpletcd, MONO VALLEY VALLEY TRUE COMMON VALLEY VALLEY TRUsi (TYP.) MARONDA SYSTEMS � � � I IUPPORTING TRUSSES II 11 Ij (TYP.) 11 it VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES(TYR) 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. s _ DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28.0-0 3r6 2x4 0-0-4 2x4 3x6 2,4 2z4 3x6 f 2x4 OR 516 416 2x4 OR t 4X6 ax 2r4 OR 316 4x6 4110 214 3x6 3x6 OR aR t 4z6 1r4 TI: VC QTY:1 (+I WHEN OIGAONAL WEB PRESENT USE 4X6 PLATE 11) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLA VAttEY MEMBERS AT 24.O.C. (TYP) 1[4 Sz8 2x4 VAPoES 11 UP i0 i 2x4 2X4 316 MAX 6.0-0 O.C. (TYP) a 2x4 VA%. 6-0-0 O.C. (TYpt ` MAX TRUSS SPACING BELOW is • O.C. Id SPANS UP TO 60-0-0 t�1 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET, VALLEY MEMBERS WEBS: .2X4 SP #3 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 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT B' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8r O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 84 LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS S11OWN PLATES.AnE TI.20 GA EMD PER ANSMI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #MS0068 Cant. Support --- .a�arraasx Va KCAU ALL I IOIES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bwhufr [s .hPtut'.a o tthis he tu-wt d1Ra eredlon bracing- wind bmcwg. Pont bmcing or slm0ar 6ne(ng shown 6 fur Metal s0 g and which must be considered by the bulldlog de lgucr. Bmclug made to PPmt Of truss members oa1Y to reduce buckitog length, ftm[sWm must be Ad"nal 6trnP hracing at cads end s(ait'ud loatlons ddttfml0ed by the bugding destgtrer. sing of Ube mend simchus mar be mpdred. (Sc. HTB-GL or TPI). tlYuss !Hatt In;tY.ufc, IT-1. Is latcatei al =Al n•n....n,,........ ,.. ,. Sinds 0 6-0-0 ox. Eng. Jab: � WO: VALLEY MY Dwg: Truss ID: VT Dsgnr: TLY Ctlk: Date: 4-11-01 _ TC Live 16.0 psr Dur' ic - Lbr. 1-25 TC Dead 7.0 psf i DurFac - P1t: 1.25 BC Iive 0.0 psf O.C. SpaCIIIg:- 24.0" BC Dead 2.0 nsr Design Criteria: TPI HIP BLOCKING DESIGN INFORMATION This d sfglt 1s for an kidhidual buiklhig -.ponent and has been Lased on WaIro.b.. provided by the ehent. The designer disclaims �. any n=I,po, IIbuhy to, dams#;. w cult or I faulty or Incorrect btforrmUon. speclik flans and/-, designs lumished to IJ a tn,ss dolpmr by the client and the cunecuress or amnaey e[ tl, is b —1.1an - n nny rciale ra a apa- ti to prgcc( and accepts u. te,ponsib(in or Iucrcise no -A-1 with regard to rabnca- Itun. Imndl4rg. Alt. -A and Irohlb,tlon of I—. Th6 troxa Iva uses daa.1ne4 as an btdkldtlal building arulroneld for accordance wilt ANSIM I-IM and NOS-97 to be irmorpotated ae part or the bo0dmg deign fy a fluUdI g lie fgner (registered arehReel ,x prvfealo„al enetnced, when r-i- d for nppr. -al by the b.4dtng destgne,, the dear•. k.dinga ah_ must Im d,eded la t. au,e U-t Ure data sham, are In agreement with the local buthfing cod, fool ettmaUe records Jar -1nd or aaow loads. p,q--t sfmcoal— or sp-bl appilcd bads. Unles shown. t— Ins not been dolglred for storage or eccupaner loads. The design assetnes comp —lot, a ionds trap a bottnml are cvnunu- 'k braced by sheaurbrg unless oU,etube speeded. lVhera bottom cbon6 In kn.fon are 1 not fully br cod hlenity by a properly applied r/gld ,e g. thry should be b.:,eed al a 'Ina_[bnWn spacing of IW-(r 0- C... ectnr plates shall be mallla-1-d horn 10 gauge hot dipped;16 1red steel menth,g AS -MI A 653. :Grade 40. unla oti.-Jse slmon. ',FABRICATION NOTES !Prior to fabrl-Uan, the fabdarx shall M.Icm thb dmok,g to sentry If.( th6 d,a.i,rg I. in �mnformanee w10r lire (abrlah,rs plans and. to �reaa<e • c:.nunaH,g .eponsibruty !or ouch vert- Illalbn- Any dboepancfea are to be put In YtrRing before eutling m fabrfml6n ;Plata a1-11 not be b.talled Deer knotholo, 'knots or dill-ted pal.- 1.1 n ben shall be cut for light Oltgtg wood to aaod bearing, COW 'arcane pinto shall he healed on t-il, races of 'lire truss wUh mils fully Imbedded and shall be sysn. about the Joint unless oiherelse sl.own, A 5x4 plate Is 5" wide x 4" long. A 6s9 r .te 6 6• 'wide x it long. Slots (holes) ••n parallel to tire plate kngth sp-tri d. 0o 1,lc e,.,1, on web +Hunt.- shall meet at the -"(,.Id of the webs aid- oth-lab a1,-, Con.,._elnr plate strn are m(111muni sire_. Insed oa the fnrcn sltm.n 'and May neol. la be In x-ed for certain Irand- Wg avdlor e,ecllon abeaea. TIrB trans 6 hid !o be faMaratcd ulur fire rNanlant bested hnnbr utrlw other-i" A m Fur addUlonal e,rom arts on guauty Coobui ,der la AIs5t/TPI 1-19.15 PRECAUTIONARY 140TES Ni braerng and aeon.. rccon,mrndalbna are to be Wk0 d In._da.ce ith "Ifandib,g kastafW,g A 0_cI.g-. fna.91. Trusses are to ac I, died wtlh p-ILI-Ian are d-Ing banding Ind bundling, ddleery and Installation la asvtd tame(+. T-"P--.,7• and perH. nt bacing or hAllog tn,sae In a A-Ir d and plumb po U.n. and for kithag literal I—shall be let(ved and I-WItd by othc-. Cardin hand. Ing is nsenflal and ereetbn bracing Is always :cquircd. Nolnlal prccattltJllal7 action [or bvsse regales such temporary baclog dmin( ns414,Uun behreen trusses t arvld toppling ,n3 dornf.atng. The sapmba n of eaecuon of raw- shallbe undo the cur tn,t of persons 'perk-4 In the "'talfau., or truss-. 1r 11.slo..I ado- a11-11 be .aught d needed. -tnum, of co t-ofon loads ii-t- han the deep, I- J, slra0 not fr. appli<d l,r ns t aay Ib tin i ds 11 . flan the Igl t r th< . sto s M.11 1 I { lt- l to rocs _ onui Itc, ail la.knt y; and baring s cmupkkd. HIP GIRDER MARONDA SYSTEMS 2x OF WO: IIIPDETAIL TI: HIP QT(:I BLOCKING ADDED 1-0 TOP CHORD STEP HIP TRUSSES TO SI-IORTEN. OSB NOT TO EXCEED 24 "O_C. -0 BE NAILED TO TRUSSES w/ @ 12" ON CEN_ STAGGERED TYPICAL BLOCKING 1--fm si- PRE-ENG'D TR TOP WALL OF BUILDING WARNING: PEAL) ALL NOTES ON THIS SHEE-r. J'wlg. Job: tMaronda Systems A COPY OF MIS DRAWING TO BE GIVEN TO ERECTING Divg: W : HIPDETA Truss ID; tilp CONTRACTOR- Dsgtll-: TLY chh: . Date: 10-20-00 4005 MARONDA WAY f3RACING WARNING: iJ f.'C Live 16.0 psE DurFac - Lb1: SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Ing rtro yr U H dra•eb,g Is Hot erection b,aep,a, wend b aetr,q. po tat b+adng or.knlhr boring ashkh la a pa,t f fh building de-slgn and ,rfild, n,us t. b< evnaldered bf U,e buUdui dr-1 'I C Dead 7.0 115F 1.25 _ 7 Dui F(jC III: 1 f ' I TOMAS PONCE P.E. sh n to far 6k-I aupfn.t of tru.a mo„h<- a.ir h ,<dn« bu<kling IengUa f rargish,na�iaaatbt <<h g wade to anchor IaleraJ brarb,p at c„da and spec04� laeatlana d<to IT BC Live U•l) psf -iJ f� O-C. SI-7a .,11i(�: 211.0" UCFIISE AO(!St(i68 nb•<d 111e buUding desleu,-r, adluanalbrsea,�anhea<e-ualivewrernar•Lr,e,ubed. lseefn6-Jrarrwl. (eras. plate tr i Jut<, 1r1, to b shed At O'Onad,la q,t E1C llearl 1 11A 115E Design Critencr. Tilt I090 GREEN6ROOH Cr.OVIE00.FL31166 .S.iJ a hMdlarn vatxonsb, 517L1. Code Dose_: l�TA1, 33.0 nsI tf•nL rtn nn rr,. DESIGN INFORMATION This design is for an Iix"uai building component and has been based on Information provided by the client. The designer dhclaims any responsibility for damages es a result of faulty or Incorrect information. spect(ications 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 respos(bifity or e mises no control with regard to fabrics- tton . 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 engmeed. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specHkatbns or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or Iwttom) are corrunu- ously braced by sheathing unless otherwise spmffled. Where bottom chords In leslon arc not fully braced laterally by a properly applied algid ceding. they should be braced at a maxim= spacing of i0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel m"Ung ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing 15 in conformance with the fabricator's plans and to reallm a continuing responsibility (or such vert- fkation. Any discrepancies are to be put in wilting before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain.. Members shall be cut for light fitting wood to wood tearing. Con- nector plates stall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8' long. Skits (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sires 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 addfulnial information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with "Handling Installing & Bracing'. HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a. straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professstonal advice shard be sought If needed.. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the ereclors 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 #1 D 2x8 SP #1 D 2,3 HOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 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 at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L--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 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 4-PLY Hip Master designed to carry 11, 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1869# Support 2 1830# ..TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.17 4- 5 -20882 0.18 5- 6 -24952 0.21 6- 7 -24952 0.21 7- 8 -20881 0.18 8- 9 -20880 0.17 9-10 -16525 0.27 10-11 -13806 0.25 4-PLYS REQUIRED ..BC ... 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 TI: A ATY:4 ========== ===Joint Locations=============== 1) 0- 0 0 9) 32- 8- 0 17) 20- 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) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 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 Type 0- 4- 0 4660 -13 -1869 HOT PIN 39- 8- 0 4660 0 -1830 HOT H-ROLL 7-4-0 254-0 7-4-0 1 Z 4 5 6 7 814 10 11 6.00 8X10 3X6 6X8 L0X10 6X8 3X6 8X10 6.00 T 0-6-6 4-2-6 TT� I Face = 0-3-12 3.00 I 1 3 00 Face = 0-342 7-2-11 24-2-10 7-2-11 t2 21 10 19 18 17 16 15 4 13 2 4660# 8.00" 4660# 8.00" 1-" _ �I 40-0-0 1�0-0- (R0-110-1-0) 1475# 10 Ji 1475N (I RO-10 10) EXCEPT AS SHOWN PLATES ARE GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: 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: A y CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Cbk: Date: 10-04-02 TC Live 16.0 psf DurFAc - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Braclrmg shown inn this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf Durfae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members on to reduce buckling length. pP0 only g gbh. Provisions most be BC Live 0,0 ps f n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addluonal bracing of the overall structure maybe required. (See HIB-91 of TPI). BC Dead 1U.0 Psf Design Criteria: TPI ' LICENSE //0050%8 (Truss Plate institute. TPI. is located at 5" D'Onofdo Drive. Madison, Wisconsin 5371% Cade Desc: FLA 1005VANNESSA DRAv16t OXI-32766 TOTAL 33.0 psf V'09.05.02- 6788- 70 Design: Mainz Analysis JOB PATH., CATEE-LOKtIOBSUXLK HCS: 09.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 ® Continuous lateral bracing attached to =======_======Joint Locations=======_====-z This design is for an Individual building component and has been based on information BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 prwklcd by the client. The �gneardi lam 2x4 SP #2 2,6 positioned to provide equal unbraced 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 anyresponcorrity for dams faulty or Incorrect lnfarmation. specifications MULTIPLE LOADS -- This design is the 9n segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- and/or designsfurrushedtothetrust,designer composite result of multiple loads. Brace must extend at least 90% of web length 0 ----MAX, REACTIONS PER BEARING, LOCATION------ bythe client and the correctness or accuracy of this Information it to All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r - 0" . X-Loc Vert Horiz Uplift Y-Loc Type as may relate a spe- cific project and accepts no responsibility or continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, 0- 4- 0 1366 61 -1004 BOT PINAfAX exercises no control with regard to fabrics- LIVE LOAD DEFLECTION: MAX L at JOINT # 4 H= I5. 0 ft, I= 1. 00, Exp•Cat. B, Rzt= 1.0 39- 8- 0 1366 0 -1026 BOT H-ROLL tion. handling, shipment and Installation of trusses. TristrussI.- beendesignedasan L=-0.49" D--0.50" T=-0.99" Bld Type. Encl L- 58.0 ft Wes 40.0 ft Truss in INT zone, TCDL= 4.2 sf, BCDL= 6.0 p PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLHCTION: psi Resistant Cover ImpactCovering and/or Glazing Req 1004# Support 2 1026# ANSI[rml 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional T- 0.47^ MAX HORIZONTAL LIVE LOAD DEFLECTION: .-TC... FORCE ... CSI ..BC ... FORCE ... CSI engineer). When reviewed for approval by the = . T023" 1- 2 -4073 0.62 12-11 3664 0.76 building designer, the design loadings shown RMB = 1.15 2- 3 -5333 0.61 11-10 3665 0.64 must be checked to be sure that the data shown 3- 4 - 5387 0.51 10- 9 5402 0.83 are In agreement with the local building codes. local climatic records for wind or snow loads. 4- 5 -5372 0. 61 9- 8 3664 0. 65 project specifications orspecial applied loads. 5- 6 -4072 0.64 8- 7 3663 0.76 Unless shown., truss has not been designed for storage or occupancy loads. The design assumes cwnpresston chords (top or bottom) are mnunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by. property applied rigid ceding. they should be braced at a. maximum spacing of ItY-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASiM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain.. Members shall be cut for tight ffttirng wood to wood bearing. Con- nector plates shall be located on loth 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 Ls 6` wide x 8- king Slots (holesl run parallelto the plate length. specified. Double cuts on web members shall meet at the mntrold of the webs unless otherwise shown. Connector plate sties are minimum sties based on the forces shown and may need to be increased for certain hand - Ong and/or erection stresses. This truss is not to be fabricated with fire retardant treated er lumber unless otherwise show. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AD bracing and erection mcomenendatiotrs are to be followed in accordance with -Handling Installing & Bracing,'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and instai(ation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb Pos nton and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing Is atwan required. Normal precautionary action for tnMs requires such temporary bracing during Installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welglit of the emtors shall be applied to trusses until after all fastening and bracing Is completed. 8-8-0 22-8-0 11 8-8-0 1 3 4 6 66.00 T 5-1-12 0-6,-6 6X8 4X6 8X10 6X}i 5X6 T 0-6-6 4-10-6 T7� I Face = 0-3-12 3.00 I 1 3 00 Face = 0-3-12 ail 8-3-11 22-0-10 8-3-11 11 10 9 13661i 8.00" (Ra10-10) I le 40-0-0 1366# 8.00" �1-0---0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (i R0-10-10) scale = 0.1595 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Mar011(isl Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 10-04-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: L25 SAN FORD. FL. 32711 g acing shown on this drawing is not erection bracing, wind bracing, portal bracing or slmilar brae which is a part of the building design and which must be considered by the building designer. Brach TC Dead 7.0 f DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling 1-0h. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPII BC Dead 10.0 Psi Design Criteria: TPI 9 LICENSE.-, #0050068 (truss Plate Institute. Tut. Is located at 583 D'Onufrto Drive. Madison. Wisconsin 537191 Code Desc: FLA 1005 VANNESSA DROVIEDMM327ne - TOTAL 33.0 psi 02- 9- 71 na n. VGL LVr VVn3V1IQA 11CS. 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPUFT D.L. WO: ARLK WE: TI: C BTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 continuous lateral bracing attached to =___ _========Joint Locations-=====_==_===== This design is for an lndWiduai building BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-li component and has been based on Information WEBS: 2x4 SP #3 positioned to provide al unbraeed 2 ) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #2 2,4 segments OR 2x4 T-brace flat to edge 3) 20- 0- 0 7) 29- 8- 5 faulty orIncorrect mfommatton.specircauons MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.e 4) 30- 0- 0 8) 20- 0- 0 and/or designs furnished to the tmas designer composite result of antltiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION----- by the client and the correctness or accuracy information All COMPRESSION Chords are assumed to be 2x6 Brace rehired on any web over 14 n - 0" . X-Loc Vert Horiz Uplift Y-Loc Type of this as a may relate toa spe- continuously braced unless noted otherwise. WhdLod per ASCE 7-98, CRC, V= 125mph, 0- 4- 0 1366 64 -1008 BOT PIN PIN cHic project. and accepts no responsibility or exerewes no control with regard to fabrics- MAX LIVE LOAD DEFLECTION: H= 15.0 ft, I= 1.00, Cat. B, Rzt- 1.0 '�� 39- 8- 0 1365 0 -1030 BOT ..hang shipment and Installation of L/999 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE:firing trusses. This truss has been designed as an Lo-0.42" D=-0.44" T=-0.86" in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 1 1008# individual buMng component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSI/TPI 1.1995 and NDS-97 to be Incorporated T- 0. 44" as part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC ... FORCE... CSI ..BC ... FORCE... CSI engineer]. When. reviewed for approval by the T= • 22" 1- 2 -4019 0.66 10- 9 3615 0.72 building designer, the design loadings shown RMg = 1.15 2- 3 -4925 0.60 9- 8 3597 0.64 must be checked to be sure that the data shown. 3- 4 -4925 0.60 8- 7 3596 0.64 arc in agreement with the local budding codes, 4- 5 -4018 0.67 7- 6 3614 0.72 local chmnaUc records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not beendesigned for storage or occupancy bads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottoms chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS ?4 A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fllnng wood to wood bearing. Con- nector plates shall be located onboth faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A. 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6' wide x 8- long. Slots (holes] tun parallel to the plate Length specified. Double cuts on web members shaltmeet at the centroid of the webs urdess otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may neeto 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/7P1 I-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations ale to be followedin accordance with "Handling installing & Bracing', HIS-91. Trusses am to be handled with particular rare 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 force, shall be designedand installed by others. Careful hand- ling Is essentialand erecllon bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during tstadatlon between trusses to avoid toppling and dominomg The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Pmfessional advice shall be sought U needed. Concentmtion of construction bads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses unW after all fastening and bmcmg Is cornplcted. 10-0-0 20-0-0 10-M 1 3 Q T 6X8 8X10 6X8 5-9-12 0-6-6 Face = 0-3-12 3.00 I 0-8 Q ZAO 13 00 Face = 0-3-12 T 9-7-11 19-4-10 9-7-11 t 8 i1 1366# 8.00" 6 1366/f 8.00" (RO-10-10) 1 1. 40-0-0 (I RO-10-10) EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1595 Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR0V1Fn0.F1_327W, WAKNIN4! 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 creclion bracing. wind bracing, portal bratlng. 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 requited. (See HIS-91 of TPI). frmw Plate Institute. TPI. Is located at 583 D'Onofrfo Drive. Madison. Wisconsin 537191. Eng. lob: WO: ARLK D'g: Truss ID: C Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09-05-02- A790- 72 ,.cargo. mmna nnarayaua Juts rA.IH: t:Uhl-1,UKUU8WKLK HCS: 08.21.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. spectflcatbns and/or designs furnished to the truss designer by the clientand the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or uerctses 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 Budding Designer (registered architect or professional engineer). When reviewer( for approval by the building designer, the design loadings sham 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 speculcatfons Orspecial applied loads. Unless shown, truss has no been designed for storage or occupancy leads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be bracedat a maximum spacing of 10'-G" 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 shall mvtew this drawing to verify that this drawing is in conformance with the fabricators plans and to realize s continuing responsibility for such verl- fieation. Any discmpancles are to be put In writing before cutting or fabricatfon. Plates shall not be Installed over knotholes, knots or distorted. grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym- about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holeal run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations art to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during larding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and ptumb pos. ition and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation hetw trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons Cxperfeneed in the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction bads greater than the design loads shad no be applied to trusses at b any time. No ads 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 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 6,8 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 We: 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/945 at JOINT # 5 L=-0.49" D=-0.51" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.51" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.25" RMB = 1.00 i 5-9-4 0-6-6 WO: ARLK WE: MULTIPLE LOADS -- This design is the cocIposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 520# Support 2 511# .TC ... FORCE ... CSI 1- 2 -8922 0.47 2- 3 -10313 0.51 3- 4 -12330 0.13 4- 5 -14511 0.47 5- 6 -14509 0.43 6- 7 -9431 0.45 7- 8 -8183 0.42 2-PLYS REQUIRED ..BC ... FORCE...CSI 16-15 7973 0.97 15-14 8166 0.95 14-13 9561 0.61 13-12 12493 0.91 12-11 8760 0.71 11-10 7500 0.89 10- 9 7311 0.89 TI: C 1 9TY:2 ==----===:e ===Joint Locations=======_======r 1) 0- 0- 0 7) 34- 5-10 13) 13- 1- 8 2) 5- 6- 6 8) 40- 0- 0 14) 10- 3-11 3) 9-11- 0 9) 40- 0- 0 15) 5- 6- 6 4) 13- 1- 8 10) 34- 5-10 16) 0- 0- 0 5) 21- 1- 8 11) 29- 8- 5 6) 30- 1- 0 12) 21- 1- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From 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 2906 36 -520 BOT PIN 39- 8- 0 2689 0 -511 BOT H-ROLL 9-11-0 11 20-2-0 9-11-0 1 2 4 5 7 �6.0- 0 U 8X10 6X8 1OX10 Face = 0-3h-7 3 0013-10-8 -0. 0-8-0 RX10 5X6 ie 1033� 10Eace = 0-3-12 L=- r 9-7-I1 19-4-10 9-7-11 1 15 14 13 12 11 10 9 2907# 8.00" 1-0-0 2690# 8.00" 40-0-0 1� Cd%fY,W) PLA S (24) 2X4 930# j 1934# (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK !!aronda systems)i A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cott: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 $ANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members uss mbers only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p - TOMAS PONCE P.E. made to anchor lateral bracing at ends and specffied locations determined by the building designer. Additional bracing of the overall required.. structure may be (.See HIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, Is located at 583 D'Onofno Drive, Madison, Wisconsin 537191. Code Desc: FLA 1005 VANNESSA DR.OVIEDO.FI-32766 TOTAL 33.0 psf 792- - 6ZL HCS: 08. 20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the _=== _=====Joint Locations======____=____ This design IsforanIndividual buumng BOT CHORDS: 2x6 SP #2 ccinposite result of im>ltiple loads. 1) 0 0- 0 6) 33- 9- 2 11) 20- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 provided by the client. The designer dlsGalms any respomstbtbty for damages as a result of 2x4 SP #2 4,6 continuous! braced unless noted otherwise. y 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 faulty or incorrect information, specifications WndLod per ASCE 7-98, C&C, V= 125irph, 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECRION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 5) 28- 8- 0 10) 28- 4- 5 bytheclientand the correctness or accuracy Support 1 989# Bld Type- EnCl L- 58.0 ft W= 40.0 ft Truss - ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as It may relate to a spe- chic project and accepts no responsibility- Support 2 1028# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regiud to fabrka- MAX LIVE LOAD DEFLECTION: t Resistant Cover and Glazing et; = Covering and/or Glaz' R 0- 4- 0 1365 97 -989 HOT PIN tion. handling. shipment and Installation of L/999 39- 8- 0 1366 0 -1028 BOT H-ROLL trusses. This truss hasbeen designed as an L=-0.35" D=-0.36" T=-0.71" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3949 0.53 14-13 3535 0.78 ANSI/TPI I-19%and NDS-97 to be Incorporated T. 0.42" 2- 3 -3824 0.50 13-12 3584 0.71 as part of the building design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4342 0.54 12-11 3483 0.58 Designer Iregstered architect or professional engineer). When reviewed for approval by the T= 0.21" 4- 5 -4342 0.54 11-10 3484 0.58 building designer. the design loadings shown jjMg = 1.15 5- 6 -3825 0.51 10- 9 3584 0.71 must be checked to be sure that the data. shown 6- 7 -3949 0.55 9- 8 3536 0.78 are in agreement with the local building codes. local climatic records for wind or snow bads, projectspecifications or spe dal applied bads. 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. Whore bottom chords in tension are not fully braced Intensity by a property applied rigid ce ling, they should be braced at a maximum spacing of lo'-0' o.c. Connector plates shall be manufactured from. 20 gauge hot dippedgalvanized steel meeting ASiM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fkatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shaft not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood hearing Con- nector plates shall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' kumg. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specilled. Double cuts on web members shall meet at the centroid of the webs udess otherwise shown. Connector plate sties are inlnlmwn 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 Infortnatbn on Quality Control refer to ANSIn'PI I-1995 PRECAUTIONARY NOTES Ali bating and erection recommendations are to be followed in accord- with "Handling Installing & Bracing'. HiB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bating for holding trusses In a straight and plumb pes- 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 requbcs such temporary bradq during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the conuol of persons experfenced in the Installation of Trusses. Professional advice sham be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erect.. sham be applied to trusses until after all fastening and bracing 1s completed. T 11-4-0 17-4-0 114-0 1 2 4 6 6 00 -6.00� 6X8 8X10 6X8 DAD 6-2-6 0-6-6 Face = 0-3-12 3.00 I 1 3 00 Face = 0-3-12 0-8-0 10-11-11 16-8-10 �1 10-11-11 112 13 11 1 9 8 1366/! 8.00" 1366# 8.00" �I (RO 10-10) I �e-0-0 I (I RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 scale = 0.1595 WARNING: 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: D CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SAN FORD, FL. 32771 Racing shown on this drawing is not emetlon bracing, wind bracing portal bracing or similar bmetng which is a part of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0" P (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to md- buckling length. Provisions must be psf g' - TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding destgur. Additional bracing of the ovemill structure may be requited. (See HIB-91 of TP1). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 fihrss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) Code Desc: FLA 1005 VANNYSSA DROVIEDO.R-327rG TOTAL 33.0 Psf 9.05.02- 6793- 74 --,N : -- nrmysrr JUH rnrn: t.:11h&4UAvuH3,L4X.Ic HCS: 08.20A2 JB: ARLINGTON K 3&4 AC,: i 0# UPLIFT D.L. WO: WE: DESIGN INFORMATION This design. Is for an individual building component and has been based on bdonnatbn provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclikaUens and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnformation as 8 may relate to a spe- cific project and accepts no responsibility or exercises no contmi with regard to fabrin- 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 Lobe incorporated as part of the building design by a Building Designer (registered architect or professional. engfneert. 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 kcalbuilding codes, kical climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are ocn tinu- ousiy braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 10'-(- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance withthe fabricators plans and to reallu a continuing responsibility for such vert- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates 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 W long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increasedfor certain. hand- ling and/or erection stresses. 'this truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendaUons are to be followed in accordance with "Handling Installing @ Bracing. HIB-91. Trusses are to be handled withparticular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal Precautionary action for ([asses 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 bads greater than the design bads shall not be applied to trusses a[ any time. No loads other than the "lot of the erectors shad be applled 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 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 989# Support 2 1028# MAX LIVE LOAD DEFLECTION: L/999 L--0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 T 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= 1258ph, 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 -3949 0.53 14-13 3535 0.78 2- 3 -3824 0.50 13-12 3584 0.71 3- 4 -4342 0.54 12-11 3483 0.58 4- 5 -4342 0.54 11-10 3484 0.58 5- 6 -3825 0.51 10- 9 3584 0.71 6- 7 -3949 0.55 9- 8 3536 0.78 TI: DI QTY:1 =-=-=-=--=====Joint Locations== ===_ a:==== 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0r 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 Type 0- 4- 0 1365 97 -989 BOT PIN 39- 8- 0 1366 0 -1028 BOT H-ROLL 11 11-4-0 11 17-4-0 11-4 0 1 2 4 6 6 0000 -6 00 6X8 8X10 6X8 Face = 0 3 M-10-8 0-8 r9 JAI# 5X6 is -L � 4-0 - ace = 0-3-12 i 10-11-11 16-8-10 10-11-11 1 13 11 1 9 g 1366# 8.00" 1366M 8.0Arr 1-0 0 40-0-0 0.1� -0-0 C��Y1C'j PLA S (24) 2X4 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE g0050068 1005 VANNeSSA UitOVIEDOXI-32766 WAKNIN4: 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 sirrrilar bracing which is a part of the building design and which must be considered by the building destgrier. 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 HID-91 of TPI). fPnus Plate Institute, TPI, is located at 583 D'Onofdo Drive, Madison. Wisconsin 53719). Eng. Job: W0_'.ARLK Dwg: Truss ID: D1 Dsgar: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6794- 75 +tea rnrn. �,.,rcc-L,vnvvuanAiu-A HCS: 08.20.02 JB: ARLING70N K 3&4 AC: 10# UPLIFT D.L. WO. ARLK WE: TI: E ATYA DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the =_====_=======Joint Locations======___==== This design is for an individual building BOT CHORDS: 2x6 SP #2 ccvgosite result of multiple loads. F 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 component and has been based on information proany ided ihecdent. The designer WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 respon as aresdisclaims any responslbWty (or damages as a result a( 2x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 faulty or incorrect information. specifications WndLod per ASCE 7-98, C&C, V= 125rdph, 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or designs fumishedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Ecp.Cat. B, Rzt= 1.0 5) 27- 4- 0 10) 27- 0- 5 - bytheclientandthe—mectnessor accuracy Support 1 988# Bld Type= Encl L= 58.0 ft W- 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as it may relate to a spe- and accepts ro Support 2 1027# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exeproject and to fib rly - exercises no control with regard to fabrica.- MAX LIVE LOAD DEFLECTION: L/999 et Resistant Covering and/or Glazing R �a g rag eq 0- 4- 0 1365 100 -988 BOT PIN lion. handlin shipment and Installation of trusses. Thistruss has been designed asan L=-0.32" D=-0.33" T--0.65" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 0 1365 0 -1027 BOT H-ROLL individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4002 0.54 14-13 3591 0.79 ANSI/TPI F 1995 and NOS-97 to be Incorporated T- 0.42" _ as part of the budding design by a Budding Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3 - 4 -3880 0.45 12-11 3343 0.53 engineerl. When reviewed for approval by the T= 0 . 21" 4- 5 -3880 0.45 11-10 3342 0.53 building designer. the design loadings shown RMB = 115 5- 6 -3689 0.52 10- 9 3629 0.69 must be checked to be sure that the data shown . 6- 7 -4002 0.56 9- 8 3590 0.79 are in agreement with the local building codes. local climatic records for wind or stow loads. project specifications or special applied loads. Unless shown.. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottmnl am continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanized seed meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such wri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shad be looted on both faces of the truss with nabs fully imbedded and shall be sym, about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shadmeetat the centrod of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional tnformaton 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 & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to amid damage. Temporary and permanent bracing for holding muses 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 dung installation between trusses to amid toppling and domincing. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater thanthe design bads shall nor be applied to trusses at any thee. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing is completed. 12-8-0 11 14-8-0 12-8-0 1 2 4 6 66-00 6X8 3X4 6X8 -6 0000 JXS 6-10-6 0-" —TrL 1 Face = 0-3-12 3.00j � 3 00 Face = 0-3-12 0-8 12-3-11 14-0-10 12-3-11 I 1366# 13 1 11 8.00" 10 9 181 1-" 1366# 8.00" 0-0 L,1 (RO-10-10) I 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 j (R�0-10-10) scale = 0.1595 �Haironda Systems 4005 MARONDA WAY SANFORD, FL.. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVWDO.FL327n WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing or sfmdar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral .support of truss members only to reduce buckling length.. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HUB-9 i of TPI). rRm s Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191, Eng. Job: WO: ARLK - Dµ'g: Truss ID: E Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" , BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf : 9.05.02- 6795- 76 I— 1n r n. 11.11 _-a.va vvaawnt,il HCS: 08.20.01 JB: ARLINGTON K 3&4 Ale,: WO: ARLK WE: TI: E1 ATY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 0 : Plate(s) OFFSET from joint center. The =__ _=0_=======Joint Locations=====______ This design is for an brdividual building BOT CHORDS: 2X6 SP #2 Joint Detail Report !mist be included 17 - 0- 0 6) 33- 1- 2 11} 20- 0= 6__ component and has been based orr Information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 provided by the client The designer disclaims any for damages as result of 2x4 SP #2 4,6 fabrication documentation. 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 y or incorrect faulty ormmrrectlnfonnadon.stxdficatlons a All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or designs furnished to the truss designer continuously braced unless noted otherwise. composite result of multiple loads. 5) 27- 4- 0 10) 27- 0- 5 by the client and the correctness - aec cy WndLod per ASCE 7 - 98 , C&C, V. 12 5mph, - - - -MAX. REACTIONS PER BEARING L40CATION------ of this information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1. 00, E cp. Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type ctfic prgect and accepts no responsibility or exercises control with regard Support 1 988# Bld Type- Encl L- 58.0 ft W= 40.0 ft Truss 0- 4- 0 1365 100 - 988 BOT PIN li t labon- tlon. handling, shipment and installation of SuPPo rt 2 1027# in INT zone, TCDL= 4.2 sf, BCDL- 6.0 sf p p 39- 8- 0 1365 0 -1027 BOT H-ROLL trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Individual building component In accordance with L/999 ANSI/TPI 1-1995 and NDS-97 to be Incorporated L=-0.32" D=-0.33" T=-0.65" .. • FORCE3591 .1- as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2 -4002 0.54 14-13.. • 0.79 Designer (registered architect orprofessionai engineer). When reviewed for approval by the T= 0.42" 2- 3 -3689 0.51 13-12 3629 0.69 building designer. the design loadmgs shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3880 0.45 12-11 3343 0.53 must be checked to be sort that the data shown T- 0.21" 4- 5 -3880 0.45 11-10 3342 0.53 are in agreement with the loot building codes. 5- 6 -3689 0.52 10- 9 3629 0.69 local climatic records for wind orsnow loads, RMB - 1.15 6- 7 -4002 0.56 9- 8 3590 project specifications or special applied bads. 0.79 Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compresston chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied 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 gahanUed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mahm a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shall notbe installed over knotholes. knots or distorted grain. Members shall be cut for tightfitting wood to wood bearing. Con- nector plates shall be located on both faces of the Wss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate 15 5' wide x 4' long. A 6x8 plate. u 6' wide x 8" long Stars (holes) tun parallel to the plate length specified. Double cuss on web members shall meet at the cenWid of the webs unless otherwise shown. Connector plate alms are minimumsizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to befabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSUTPI 1-1995 PRECAUTIONARY NOTES A9 bracing and erection recommendations are to be followed In accordance with 'Handling Instating & Bracing. HIB-91. Trussea are to be handled with particular rare during banding and bundling. delivery and Installation to avoid damage. Temporary andpermanent bracing for holding [misses 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. Normalprecautionary action for !tosses mVitres such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervisionof erection of lasses stall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to lasses at. any time. No Inds other than the weight of the erectors shall be applied to musses until after an fastening and bracing is completed.. Ilk 12-8-0 11 14-8-0 12-8-0 1 2 4 6 6 0000 7-1-12 0-6-6 6X8 3X4 6X8 Face = W-111IZ I33 018 -�I 0.8 6.00 6.10-6 0-6-6 3.00 Face = 0-3-12 12-3-11 144-10 12-3-11 13 1 11 i 9 1366# 8.00" 1366k18.00" �1 0 0 40-0-0 � 1� CCS@) P4 A S (12) 2X4 I (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Marondtd SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown -,his 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 is for lateral TC Dead 7.0 psf BC Live DurFae - Pit: 1.25 l ae O.C. Spacing: 24,Orr p (407) 321-0064 Fax (407) 321-3913 shown suptxat of truss members only to reduce buckling length. Pruvislons must be 0.0 psi g• 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-9t of TPl). BC Dead 10.0 f PS Design Criteria: TPI LICENSE #0050068 (Truss plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. Code Dese: FLA 1005 vANNESSA DROVIEW.Ft-32766 I TOTAL 33.0 Psf V:09.05.02- 6796- T uufgn: Mara Analysis JOB PATH: C:ITEE-LOKU08SURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 1(om UPLIFT D.L. WO: ARLK WE: TI: F QTYA DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the =_==_= - ===_=joint Locations=====_=__=_==_= This design is for an individual buikding BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0' component and has been based onWomution Providedby the client. The designer disciaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 any responsfb8ity for damages as a result of 2x4 SP #2 2,4,6,8 continuous) braced unless noted otherwise. Y 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faulty orinwnvctinformation. specifications WndLod per ASCE 7-98, C&C, V= 125mph, 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or designs furnished to the truss design- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client and the correctness oraccuracy Support 1 987# Bld Type= EnCl L= 58.0 ft W= 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- - of this Information as it may relate ova spe- ctfk project and accepts no respomibf ftyor Support 2 1026# in IKT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type exerctses no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 4- 0 1365 103 -987 BOT PIN tion, handling. shipment and Installation of truss trusses. This has been designed as an L/999 L--0.30" D--0.31" T--O. 61" ,.TC,,,FORCE...CSI ..BC...FORCE...CSI 39- 8- 0 1365 0 -1026 BOT H-ROLL individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.42" 2- 3 -3545 0.52 13-12 3656 0.68 as part of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48 erg(need. When reviewed for approval by the = . T021" 4- 5 -3503 0.40 11-10 3195 0.48 building designer. the design loadings shown gl4B = 115 5- 6 -3544 0.53 10- 9 3656 0.68 must be checked to be sun that the data shown . 6- 7 -4036 0.58 9- 8 3626 0.80 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 bads. The design assumes compression chords (top or bottom} an 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 194r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed 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 fabricator's plans andto realize a continuing responsibility for such ven- f)cation. Any discrepancies an 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 tearing. Con- nector plates shall be located on both faces d the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 8x8 plate is 8" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes ate minimum size based on the forces shown and may need to be Increased for certain hand- Wig and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-199s PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing. H113-91. Trusses arc to be handledwith particular care duringbanding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral shall be designed and Installed by others. Careful hand- ling le essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In. the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any the. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. Ilk 14-0-0 k 12-0-0 k14-0-0 1 2 4 6 .00 -6 0000 6X8 3X4 6X8 7-9-12 0-6-6 TT� 1 Rio Face = 0-3-12 3.00 I t 3 00 Face = 0-3-12 0-8 i 13-7-11 11-4-10 13-7-11 1 13 1 11 1 9 8 1366# 8.00" (Ra10-10) i �e ao-o-o 1366# 8.00" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 a10) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: F CONTRACTOR. BRACING WARNING: 113racingshowrt Dsgnr: TLY Chk: Date: 10-04-02 4005 MARON DA WAY TC Live 16.0 psf Durfac - Lbr: 1.25 SANFORD, FL. 32771 321-0064 Fax on this drawing tq not erection bracing, wind bracing, portal bracing or sindlar bracing which is a par of (he building design and which must be considered by the building designer. Bracing shown is for lateral support truss TC Dead 7.0 BC Live 0.0 psf DurFac - Pit: 1.25 O.C.Spacing: 24.Or 13 g• (407) (407) 321-3913 TOMAS PONCE P.E. of 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 hdB-91 of TPi). BC Dead 10.0 psf ps f Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D`Onofno Drive. Madison. Wisconsin 53719) 1 �t Code Desc: FLA 1005 VANNESSA DROVIEDO.M32766 TOTAL 33.0 Psf :09.05.02- 6797- 78 -5.. - .,.roar, IUD rnrn: t1:Ur-r_-LVAUUbF3urtLA. I1CS: 08.20.02 JB: ARLiNGTON K 3&4 AC: 10# UPLIFT v.L. WO: ARLK WE: TI: Fi QTY:i DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=====_========= This design is for an individual bu8dtng BOT CHORDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0- component and has been based on inlormation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 provided by the client. The designer disclaims any responsili ty for damages as a result of 2x4 SP #2 2,4,6,8 continuous) braced unless noted otherwise. Y 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 faulty or incorrect Information. specifications WndLod per ASCE 7-98, C&C, V. 125mph, 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client And the correctness oraccuracy Support 1 987# Bid Type= Enel L= 58.0 ft W= 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information As it may relate to a spe- Support 2 1026# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type c.c project and accepts no responsibility or exercises no control with regard to fabrics- MAX LIVE LOAD DEFLECTION: Impact rig ntj eQ et Resistant Covering and/or Glazing R 0- 4- 0 1365 103 -987 BOT PIN tion, handling, shipment and Installation of L/999 39- 8- 0 1365 0 -1026 BOT H-ROLL trusses. This truss has been designed as an L=-0.30" D=-0.31" T=-0.61" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component Inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80 ANSf/TPI 1-1995 and NDS-97 to be incorporated T= 0.42" 2- 3 -3545 0.52 13-12 3656 0.68 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48 Designer (registered architect or professional engineer). When reviewed for approval by the T- 0.21" 4- 5 -3503 0.40 11-10 3195 0.48 building designer. the design loadings shown RMB a 115 5- 6 -3544 0.53 10- 9 3656 0.68 must be checked to be sure that the data shown . 6- 7 -4036 0.58 9- 8 3626 0.80 are in agreement with the local building codes, local climatic records for wind or snow loads. project spectficalbns or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a. properly applied rigid ceiling. they should be braced ata maximum spacing of 10-0- o.c. Connector plates shall be manufactured from 20 gauge hot dippedgalvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibWty, for such ven- ficatfon. 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 not fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unhss otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall no at the cec cold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown. and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing dt Bracing'. 1-118-91. 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 andplumb 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 lasses requites such temporary bracing during Installation between musses to avoid toppling and dominobtg. 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 desigJnbads shall not be applied In 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. Ilk 14-0-0 12-0-0 14-0-0 1 2 4 6 7 6 0000 6�-00 6X8 3X4 6X8 Face = 0- 13 V - - 0-S F� JAb 3.00 Face = 0-3-12 13-7-11 k114-10 11 13-7-11 IL 13 12 11 1 9 g 1366# 8.00" 136& 8.00" 1-0-0 40-0-0 {� 1-00 0� C�A ES (12) 2X4 11 (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 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 WAKNIN(jt 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 andwhich most 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 HI8-91 of TPI). (Truss Plate Institute. TPI. is located at 583 D'Onofrfo Drive. Madison. Wisconsin 537191. Eng. Job: WO: ARLK Dwg: Truss ID: Fi Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: 9. 5.02- 6798- 7! uesign: ,maze Andtysu JUH PAIR: C:ITF-E-LOKVOBSURLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10* "?LIFT D.L. WO: ARLK WE: TI: G 61TY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect informatfon, specBfcations cad/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as itmay relate to a spe- cRb project and accepts no responsibility or exercises no control with regard to fabrica- tlon., handling. shipment and installation of trusses. This truss has been designed as an individual building component fn accordance with ANSI/-IPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer Imill tered 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 (or wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in. conformance with the fabricator's plans and to realize a continuing responstbWly for such veri- ficatfon. Any discrepancies are to be putin writing before cutting or fabrication. Plates shall notbe installed over knotholes. knots - distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4" long. A 8x8 plate is G' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shwa. Connector plate sizes are minimum stus 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 withfire retardant treated lumber unless otherwise shown. For additional infomnatton 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 & 13-c:;. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installedby others. Careful hand- ling Is essential and erection bracing is always required. Normalprecautionary action for trusses requites such temporary bracing during Installation betweentrusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of tnsses. Professional advice shaft be sought if needed. Concentration of construction bads greater than the design loads sha8 not he applied to [noses at any time. No leads other than the weight of the erectors shall be applied to trusses Untilafter 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 1 986# Support 2 1025# 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 MULTIPLE LOADS -- This design is the =_ ===_======Joint Locations======_==__==__ ce�osite result of nultiple loads. 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 All COMPRESSION Chords are assumed to be 2) 8- 2-14 6) 40- 0- 0 10) IS- 7-11 continuously braced unless noted otherwise. 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 WndLod per ASCE 7-98, C&C, V- 125uph, 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION__--_ Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss X-Loc Vert Horiz _ Uplift Y-Loc Type in INN zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 1365 106 -986 BOT PIN Inipact Resistant Covering and/or Glazing Req 39- 8- 0 1365 0 -1025 BOT H-ROLL .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4046 0.57 12-11 3638 0.79 2- 3 -3417 0.51 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 15-4-0 9-4-0 154-0 1 2 5 6 600 - 06 0 6X8 6X8 —V 8-2-6 0-6-6 r�T L Face = 0-3-12 3.00 1 � 3 00 Face = 0-3-12 0-& P� �1 14-11-11 8-8-10 14-11-11 11 10 8 7 8.00" 1366# 8.00" ��1366# (RO-1-00-10) I 1e 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I RO-10-10) scale = 0.1595 r'- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Lmaronda Systems COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr. 1.25 $ANFORD, ax Bracing shown on this drawing is not erection bracing, wind brae l bracing is a part led ports g car similar bra<lrrg desigtruss and which must be considered I the building Bracing buildpport TC Dead 7.0 psf DurFac - Pit: 1.25 O•C. Spacing: 24.0" (407) 321-0(164 Pax (407) 321-3913 407) showwhic i er l s of ionsmdesigner' shown is for lateral support of truss members only to reduce buckling length. Provisions must be l BC Live 0.0 f p5 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specNbed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. BC Dead .f 100 ps Design Criteria: TPI LICENSE #0050068 rr'russ Plate Instkutc. TPI. is located at 583 D'Onofno Drive, Madison, Wisconsin 537191 Code Desc: FLA loos VANNESSA DR OVTEDOTI-3278fi TOTAL 33.0 psf V:09.05.02- 6799- 80 t,e,txn. romrtx —ysts n7v rAIH: Caltb-LfJAVVBJURLK HCS: 08.20.02 1 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Gi ATY:i DESIGN INFORMATION This design is for an indtvkival budding component . and has been based on information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. 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 responslbWty or exerclscs no control with regard to fabrka- .. 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 lmdtrigs shown must be checked to be sure thatthe data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown* truss has not been designed for storage ar occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specifed. Where bottom chords in tension are not fully braced laterally by a properly applied. rigidceiling, they should be braced at a maximum spacing of 10'-(" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shorn. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricatot's plans and to realize a continuing responsibility for such ven- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bah faces of the truss with nails fully Imbedded and shall be sym.. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the fortis shown andmay need to be Increased for certain hand- ling and/or erection stiesses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing $ Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a strali jit and plumb pm - Won and for resisting lateral forces shall be designed and installed by others. Careful hand- 8ng Is essential and erection bracing is always required. Normal precautionary action for tnmw regWfcs such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 986# Support 2 1025# 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 MULTIPLE LOADS -- This design is the ======_=======Joint Locations=========______ ccalposite result of multiple loads. 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5' All COMPRESSION Chords are assumed to be 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 continuously braced unless noted otherwise. 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 WndLod per ASCE 7-98, C&C, V- 125mph, 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 1365 106 -986 HOT PIN Impact Resistant Covering and/or Glazing Req 39- 8- 0 1365 0 -1025 HOT H-ROLL .TC ... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -4046 0.57 12-11 3638 0.79 2- 3 -3417 0.51 11-10 3662 0.67 3- 4 -3073 0.52 10- 9 3072 0.54 4- 5 -3418 0.51 9- 8 3661 0.66 5- 6 -4045 0.59 8- 7 3637 0.79 154-0 94-0 154-0 1 2 5 6 6 0000 -6�00 6X8 8-5-12 0-6-6 Face = 0J41T— 13-10310 0-8-0 I � 6X8 DAD 8-2-6 0-6-6 TT� 1 3.00 Face = 0-3-12 14-11-11 11 8-8-10 14-11-11 11 11 io8 1366# 8.00" 1366fi 8.00" 1-0-0 40-M Cif%M47 ) PLA ES (12) 2X4 (I RO 10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 -- Maronda Systems WAKNIING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 1 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not. erection bracing, wind bractng, Iwrtal bracing or similar bracing which is a Part of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckftig length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and sp-tfed. locations determined by the budding designer. Addinorai bracing of the wcrail structure may he required. (See HIB-91 of Tpf). LICENSE #0050068 frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719) lmnr VANNESSA DROVIED0.FL32766 Eng. Job: WO: DWg: Truss ID: G1 Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v-no ng n,3- aann- AI HCS: 019.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIrf D.L. WO: ARLK WE: TI: H ATY: DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to====__=__=====Joint Locations=========_===== This design is for an individual building BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5' coovided tand has b«hedesinerdislaimsn based on iVSBS; 2x4 SP #3 positioned to provide equal embraced 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 provided dry the client. The designer disclaims � 2x4 SP #2 2, 4, 6 segments OR 2x4 T-brace nailed flat to any responsibthty for damages as result of edge 3) 16- 8- 0 7} 40- 0- 0 11) 9- 0-12 faulty or incorrect Information.specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 and/or designs furnished to the truss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAR. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy All COMPRESSION Chorus are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loc Vert Horiz Uplift Y-Loc Type of this Intorrnatbn as k may relate to a spe• continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, 0- 4- 0 1366 73 -976 BOT PIN ctfk project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: H= 15.0 ft, I- 1.00, Cat. B, Rzt= 1.0 39- 8- 0 1365 0 -1014 BOT H-ROLL exercises fro control with regard to fabrtw- L/999 58.0 ft W= tlon. handitng shipment and installation of Bld Type= Encl L= 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: arises. This truss has been designed as an L=-0.28" D--0.29" T=-0.57" in IN'1 zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 976# individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Fact Resistant Covering and/or Glazing Req Support 2 1014# ANSI/'M 1-1995 and NDS-97 (o be incorporated T= 0. 42" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Desipter (registered architect or professional T= 0.21" ..TC • ' •FORCE • • •CSI ..BC ... FORCE ...CSI enginmr). When reviewed for approval by the 1- 2 -4060 0.57 12-11 3655 0.79 budding designer. the designloadings shown RMB = 115 2- 3 -3246 0.53 11-10 3672 0.66 . must be checked to be sure that the data shown 3- 4 -2899 0.37 10- 9 2899 0.45 are in agreement with the local building codes. 4- 5 -3246 0.54 9- 8 3671 0.66 local climatic records for wind or snow bads. project specifications orspecial applied loads. 5- 6 -4059 0.59 8- 7 3654 0.79 Unless shown, truss has not beendesigned for storage or occupancy loads. The designassumes compression chords (top or bottomd are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 16-8-0 6-8-0 16-8-0 FABRICATION NOTES 1 2 5 6 Prior to fabrication, the fabricator shall review �- this drawing to verify that this drawing is in 6.(� conformance with the fabricator's plans and to 6X8 6X8 realize a continuing responsibWty for such veri- f1cauon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Membersshallbe cut for tight fitting wool to wood hearing. Con- nector plates shall be located on both (aces of 8X10 the truss with nails fully imbedded and shall be 8X10 sym. about the joint unless otherwise shown. A 5x4 plate k 5' wide x 4' long A f it plate is 6• 9-1-12 ZZ48-10-6 wide x to long. slots fed. d ram a cuts n 8X14 the plate length sptY�Ified. Double cuts on web 8X14 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes 0-6-6 0-6-6in are minimum sous based se the forces shown 8X10 and may need to be creased for certain nano- 8X1U ling and/or erection stresses. This truss Is not to be with fire retardant treated lumberr unless unless otherwise shown. For additional5X8 4-0-15 5X8 Information on quality Control refer to ANsuTPi I-Isss Face = 0-3-12 3.00 1 I 3•00 Face = 0-3-12 0-8-0 PRECAUTIONARY NOTES -�- u a o All bracing and erection recommendations arc to be followed in accordance with 'Handling 16-3-11 6-0-10 instalitng R Bracing'- HIB-91. Trusses am to I 16-3-11 be handled with particular care during banding 1 11 1 8 7 and bundling, delivery and bnstallatbn to avoid 1366N S.00rr damage. Temporary and straight and bracing 1-0-0 1366# 8.00 for holding trusses in a straigtrt and plumb pos- Won and for resisting lateral forces shall be 40-0-0 1-0-LO-10) designed and installed by others. Careful hand- (R0-10-1.0) ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 scale = 0.1595 reyubed. Normal precautionary action for trusses ionbrequires such ussestary bracing opping WARNIN : READ ALL NOTES ON THIS SHEET. Eng. Job: Installation between Trusses to avoid topping ARLK and dominohng The. supervision of erection of ' trusses shard be under the control of personsA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H experienced In the Installation of trusses. CMa:ronda Systems Professional advice shall be sought 9 needed.ConCONTRACTOR. Dsgnr: TLtr Chic: Date: 10-04-02 than the or construction bads greater TC Live 16.0 f DurFae - lbr. 1.25 than the design loads o to not. other applied to 4005 MARONDA WAY BRACING WARNING: trusses f any time, s lands applied than the Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sinW r bracing TC Dead 7.0 psf DurFae - Pit: 1 .25 weight of the erectors shall in applied to SA I (FORD, FL. 32771 which is a part at the bull<Ifnq design and which must be con sidered by the building designer. Bracing O.C.aeon 24.On trusses until after all fastening and brachtg (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling kngth. Provisions must be BC Live 0.0 psf Spacing: k completed. made to anchor lateral bracing at ends and specified locations detemdned by the building designer. l Desn Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall strnctum may be required. (See HIB-91 of TPq. BC Dead 10.0 psf 9 LICENSE #0050068 (truss Plate Institute. 7". Ls located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719d. Code Desc: FLA 1005 VANNESSA DROVIP,D0,F1.32766 TOTAL 33.0 psf V:0 0 2- 6801- HCS: 08.20.02 V JB: ARLINGTON K 3&4 AC: WO: ARLK Wt: TI: I 91TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Continuous lateral bracing attached to ==== _=_ = e:Joint Locations============___ This design is for an individual building HOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 5) 30- 8-10 9) 22- 2- 0' component and has been based on information WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 9- 3- 6 6) 40- 0- 0 10) 17-10- 0 provided by the client. The designer disclabns 2x4 SP #2 2 , 4, 6 segments OR 2x4 T-brace nailed flat to any responslbWly for damages as a result of MULTIPLE LOADS -- This deal is the of .b with w/3"x 0.120" nails s edge 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-14 fauky or Incorrect information- specifications design paced 8 o.c 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 and/or designs furnished to the truss designer ccuposite result of multiple loads. Brace -11;t extend at least 90% of web length ----MAR. REACTIONS PER BEARING LOC'ATION__--_ _ by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r -0" . X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Vic125uph, 0- 4- 0 1366 73 -968 HOT PIN ciBc protect and accepts no responsibility or MAX LIVE LOAD DEFLECTION: H- 15.0 ft, I= 1. 00, MKp.Cat. B, Kzt- 1.0 39- 8- 0 1366 0 -1007 BOT H-ROLL exerebes no corhwl wlth regard W fabuica- tion, handling, shipment and installation of L/999 Bld Type. EnCl L- 58.0 ft W= 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: trusses. This truss has been designed as an L=-0.28" D=-0.29" T--O. 58" in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 968# (rA Wdual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Inapact Resistant Covering and/or Glazing Req Support 2 1007# ANSI/TP1 1-1995 and NDS-97 to be incorporated T= 0.42" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Destgner(registered architect orProfessional TC...FORCE...CSI BC...FORCE...CSI enghrcerl. when revtewed for approval by the T- 0. 21" 1- 2 -4063 0.57 12-11 3659 0.78 building designer, the design loadings shown Rl•ID = 1. 15 2- 3 -3143 0.54 11-10 3673 0.66 must be checked to be sure that the data shown 3- 4 -2826 0.36 10- 9 2825 0.41 are in agreement with the local building codes. 4- 5 -3143 0.54 9- 8 3672 0.66 local climatic records for wind or snow bads, protect specifications or special applied loads. 5- 6 -4062 0.59 8- 7 3658 0.78 Unless shown, truss has notbeen designedfor storage or occupancy leads. 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 appiied. rigid celling, they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge trot dipped gaivanimd steel meeting ASTM A 653. 17-5-0 5-2-0 17-5-0 Grade 40, unless otherwise shown.. 1 2 5 6 FABRICATION NOTES r-- Prior to fabrication, the fabricator shall review 6.00 00 this drawing to verify that this drawing is in conformance with the fabricator's plans and to 6X8 6X8 realize a continuing responsibility for such ven- fleation. Any discrepancies ate to be put in writing before cutting or fabrcation. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates stall be located on both faces of 8XI0 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- 9-6-4 9-2-14 wide x $' long. Slots (holes) run parallel to 8X14 the plate length. specified. Double cuts on web 8X14 members shall meet at the centro0 of the webs unless otherwise shown. Connector plate sizes "-6 0-6-6 are minimum sues based on the forces shown 8XI0 and may need to be increasedfor certain hand- 8X10 ling and/orerection stresses. This truss Isnot to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal information on Quality Control refer to $XS 4-3-8 SX8 ANSI/TPI1-1995 Face = 0-3-12 3.00 I( 3•00 Face = 0-3-12 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing B Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dornmomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professionat advice shall be sought if needed. Concentration of constru Von bads greater than the design bads shall not be applied to trusses at any time. No toads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 0-8 17-2-0 k 44-0 k 17-2-0 i 1 11 1 g 4,71 1366# 8.00" 1-0-0 1366iV 8.00" 40-0-0 1-0-0 (RO-10-10) � (( RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 IIUAKNIN(iS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Mdl'Oltda systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SAN VV KV, M. 32771 B2ckug shown on this drawing is not a tton 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. Bra � for lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 n O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321.-3913 shown is support of truss members only to reduce buckling Length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified location determined by the building designer. Additional bracing of the averafi structure may be, required. ISee HIB-9I of TP0. BC Dead 10.0 f Design Criteria: TPI LICENSE #0050068 rr" Plate Institute, TPI, Is located at 583 D'Onofrto Drive, Madison. Wisconsin 537191. ,.f Code Dese: FLA 1005 VANNFSSA DP.ov1EDO.FL32766 I TOTAL 33.0 psf V:09.05.02- 6802- 8. Design: Marnr Analysis JOB PA77i. C:ITEE-LOWOBSURLK HCS: 0&20.02 I ' JB: ARLINGTO v K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: J QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cdk project and accepts no responsibility or exerclses no control with regard to fabrics- tion, hand}inq. 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 specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified.. When bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal anired 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 msponsibthty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut. for tight fitting wood to wood bearing. Con- nector plates shalt be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6' wide x 8" tong. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need. to be increased for certain hand. Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated tumber unless otherwise shown. For additional Informatln on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES Ail bracing and erection mcnnunendatians are to be followed in accordance with "Handling Installing & Bracing-, HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always re9ulned, Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominaing. 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 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: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WED(MS: 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" RMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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= 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 0.37 7- 6 649 0.26 2- 3 -1539 0.48 6- 5 639 0.41 5- 4 1319 0.50 __ == _=======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 LBS 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 7-4-0 Ilk 7-0-0 11 1 3 6 0000 -6 4X6 4-5-15 4-2-6 0-6-6 LU 0-8-6 SX6 3X6 Z7{q �- 2X4 6X8 PNq M 14-4-0 7 6 5 4 620# 8.00" 13081i 3.62" Le 1-1-9 r 14-4-0 930# EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 state = 0.4333 WAKNINGi READ ALL NOTES ON THIS SHEET. Eng. Job: . ARLK Martin a Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chi{: Date: 10-04-02 4005 MARONDA WAY TIC Live 16.0 psf DurFac - Lbr: 1.25 ANFORD, FL. 327) 1 407 321-0064 Fax Bracing shown an this drawing is not erection bracing, wbid bracing. portal bracing or similar bracing hi which is a part of the building design and which must ba considered by the building designer. Bracing shown Is for lateral truss TIC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0" ( )� 407 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be t 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 TPli. psi' g(` Dead d 1U.0 psf Design Criteria: TPi ' LICENSE #0050068 (l7uss Plate Institute. TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNEWA DROVIEDO.M327G6 I TOTAL 33.0 psf V:09.05-02- 69nA- RA 5m: -., ..rrrmry,rr ♦vm ruin: t : ubt-LOK LIUMMARLK ACS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: K QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=== _== ===Joint Locations===========___= This design is for an, Individual building BOT CHORDS: 2x4 SP #2 cengosite result of ma tiple loads. 1) 0- Oa 0 4) 10-10-15 7) 7- 4- 0' component and has been based on information provided by the client. The designer disclaims WEBS: 2x4 SP #3 All COMIPRE.SSION Chords are assumed to be 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 any responsibility for damages as a result of WEDGES: 2x4 SP #2 continuous) braced unless noted otherwise. Y 3) 7- 4- 0 6) 13- 0- 0 faulty or Incorrect information. specifications WndLod per ASCE 7-98, C&C, V= 1251nph, ----MAX. REACTIONS PER BEARING LOCATION ----- and/ordesigns furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy Support 1 458# Bld Type. Enel L. 58.0 ft W= 13.0 ft Truss 0- 4- 0 487 42 -458 BOT PIN - of this information as tt may relate to a spe- cific project and accepts no responstbWty or Support 2 413# in INT zone, TCDL= 4.2 psf, BC.DL= 6.0 psf 12-10-12 422 0 -413 BOT H-ROLL exerctses no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: L/999� t Resistant Cover' log and/Or G1aZ1nCJ Reg installation of bons handling, shipment and designed trusses. This truss has been designed as an L=-O.Ol" D=-0.01" T=-0.02" .. TC.. , FORC:E... CSI ..BC ... FORCE... CSI Individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -571 0.22 8- 7 477 0.21 ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building T= 0.01" 2- 3 -431 0.19 7- 6 -327 0.18 Destgncr (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 448 0.20 engineer). When reviewed for approval by the T- 0.01" 4- 5 27 0.13 building designer. the design loadhip shown RMB 1.15 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 bads. The design assumes compressbn chords (top or bottom) are continu- 7-4-0 ousty braced by sheathing unless otherwise 5-8-0 specified. Where bottom chords In tension are ] 2 4 not fully braced laterally by a properly applied 5 rigid ceding, they should be braced at a maxtmm uspacing of 10'-0- o.c Connector 6 —� -6.00 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, 4X6 Grade 40. unless otherwise shown. FABRICATION NOTES - Prior to fabricaton, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans andto realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In ZX4 writing before cutting or fabrication. 3X4 Plates shall not be Installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting woodto wood bearing. Con- 4-5-15 4-2-6 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 2X4 sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate 1s 6" wide x 8" long. Slots (holes) run parallel to 0-" the plate length specified. Double cuts on web members shall meet at the centmkl of the webs unless otherwise shown. Connector plate sizes 1 4-6 ate minimum sizes based on the foray shown and may need to be Increasedfor certain hand- - - _-- — --- ling and/or election stresses. This truss is not to be fabricated with fire retardant treated SX6 lumber unless otherwise shown. For 3X8 3X4 additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES AI) bracing and erection recommendations are W be followed in accordance with "Handling Installing & Bracing'. HIB-9I. Trusses are to be handled with particular care during banding and bundling. delivery and Instaliaton to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ttlonand for resisting Lateral forces shall be designed. and Installedby others. Careful hand - Ling is essential and erection bracing is always required. Normal precautk n ry action for trrusses requires such temporary bracing during installation between trusses to avoid topplingand dominokng. The supervision of erection of trusses stall be under the control of persons experienced in the Installation of trusses. Pn#essional advice shall be sought if [seeded. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tune. No bads other than the weight of the erectors shall be applied to trusses until afler all fastening and bracing is completed.. M Ilk 13-0-0 8 7 6 487# 8.00" 1-1-9 -`- 423k 2.50" (R1-1-7) '( EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1"5 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Di WEDOXI-32766 13-0-0 WAKNlN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg- CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not election 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 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing atends and specified locations detennbted by the building designer. Additional bracing of the overall structure may be required. ISee HIS-9I of TPI). BC Dead 10.0 psf rrruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf scale = 0.4674 Truss ID: K Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA .run rn/n: t.: n/cr..-[,[/A UVIrJ1ir/l1rC HCS: 08.20-02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: L ATY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = _== = = =====Joint Locations=============== This design is for an individual buUdtng BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0_ 0- 0 4) 13- 0- 0 7) 0- 0- 0• component and has been based on information provided by me elxntdamages disclaims WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 9- 1 5) 13- 0- 0 n any responsibility for damages as a result of as of 2x4 SP #2 3 continuouslybraced unless noted otherwise. 3) 7- 4- 0 6) 7- 4- 0 faulty or Incorrect wormation.speaficanoes WBDC$3, 2x4 SP #2 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION ----- and/ordesigns furnished to the truss designer to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V- 125mph, 0- 4- 0 487 172 -406 BOT PIN " of this Information as n may relate to a spe- cdlc project. and accepts no responsllydtty or Support 1 406# Support 2 346# H= 15.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1. 0 12-10-12 422 0 -346 BOT H-ROTS. exercises no control with regard to fabrics- Bld Type- Ertel L= 58.0 ft W= 13.0 ft Truss tion, handling, shipment and Installation of MAX LIVE LOAD DEFLECTION: in INl zone, TCDL= 4.2 psf, BCDL= 6.0 psf tresses. This truss has been designedas an L/999 Impact Resistant Covering and/or Glazing Req individual building component inaccordanccwith L--0.01" D=-0.01" T=-0.02" ANSfrM 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LARD DEFLECTION: .. TC... FORCE... CSI FORCE... CSI as part of the building designby a Building Designer (registered. architect or professional T= 0 . 01" ..BC ... 1- 2 -566 0.17 7- 6 -483 0.21 engineers. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -432 0.18 6- 5 0 0.17 budding designer. the design loadings shown T- 0.00" 3- 4 -359 0.30 must be checked to be sure that the data shown arc in agreement with the khcW building codes, �� = 1.15 local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been destgned for storage or occupancy bads. The design assumes compression chords (top or botipnt are continu- 7-4� 5-8-0 ously braced by sheathing unless otherwise 1 Z specified. Where bottom chords In tension are not fully braced laterally by a property applied 4 rigd ceding. they should be braced at a 6 maxanum spacing of 10'-0" o.c. Connector tshall dipped galvanized steel meeting ASTM AA 653.hot 4X6 3X4 trade ao, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify, that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- fkattion. Any discrepancies are to be put in ZX4 writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted gain.. Members shall be cut ZZ ZZI for tight fitting wood to wood bearing Con- 4-5-15 42-6 rector plates shall be located on both Cates of the truss with nails fully Embedded and shallbe sym. about the joint unless otherwise shown. A. 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" Iong. Slots (holed run parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at the mmmki of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown Fil and may needto be increased for certain hand- -- Itng and/or erection stresses. This truss is not, to be fabricated with fire retardant treated r � SX6 lumber unless otherwise shown. For additional 3X8 2X4 information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with"Handling Installing At Bracing', HIB-91. Trusses are to be handled with particular cam during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb pos. Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and. domtinoing. The supervisionof erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. I I M Ilk 13-" 7 6 48{7# 8.00" 423N 2.50rr L 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 DROVIEDO.F1.92766 13-0-0 VVAKNINgj: 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 erectton bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be consldemd 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. I.See HIB-91 of TPII. r1russ Plate institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). scale = 0.4674 Eng. Job: WO: ARLK Dwg: Truss ID: L Dsgnr: TLY Chk: Date: 10-04-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: . 5.02- 6806- 86 �r�rsr• ,"�,� scour:r, JUH rnin: t:ilr.ft-WKI.JO6S RLK HCS: 09.20.02 JB: ARLINGTON :: 3&4 AC: 10# UPLIFT D.L. WO: AkLK WE: TI: L1 QTY:I DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 ❑ : Plate(s) OFFSET from joint center. The ====_=========Joint Locations=============== This design is for an individual building BOT CHORDS: 2x8 SP #2 Joint Detail Report IIfiist be included 1) 0- 0- 0 4) 8-10- 8 7) 1- 4-14' component and has been based on Information provided bytheclient.esasaresult WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 any amagThe any for damages as a result of f MULTIPLE LOADS -- This designis the fabrication documentation. 3 7- 2-12 6) 7- 2-12 ) y or incorrect rauny or Incorrect information, specifications c site result of multie loads. �° P All COMPRESSION Chords are assumed to be and/or designs furnished to the truss designer tgn This lMyr_ truss designed to C gin arty continuously braced unless noted otherwise. ---____--___------------ TOTAL DESIGN LOADS by the client and the correctness or accuracy 131 0" span framed to BC one face Wndbod per ASCE 7-98, C&C, V= 125nph, Uniform PLF From PLF To of this information as It may relate to a spe- 0 r 0" span framed to TC opposite face H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 TC Vert L+D -23 0- 0- 0 8-10- cl. project and accepts no responsibility or exeroises no control with regard I. fabrka- Bld Encl L= 40.0 ft W= 8.9 ft Truss �'Pe= -23 8 BC Vert L+D -186 0- 0- 0 -186 8-10- 8 uon. handling, shipment and Installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION ----- trusses. This truss has been designed as an Support 1 382# Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift lift Y-Loe Individual building component In accordance with Support 2 417# 0- 1-12 930 9 382 BOT PIIN ANSI/TF1 I -19% and NDS-97 to be Incorporated as part of the building design by a Building MAX LIVE LOAD DEFLECTION: -.TC... FORCE ... CSI ..BC ... FORCE ... CSI 8- 8-12 930 0 -417 BUT H-ROLL Designerlregwesedarchitect orprofeistonal L/999 1- 2 -761 0.04 8- 7 -9 0.39 engineer)..,." reviewed for approval by the L=-0.07" D=-0.07" T=-0.14" 2- 3 -734 0.06 7- 6 41 0.76 building designer. the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3 - 4 0 0.03 6- 5 0 0.70 must be checked to be sure thatthe data sham T= 0.04" am in agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local climatic records for wind or snow bads. T= 0 . 02" project specifications or special applied bads. Unless shown. truss has not been designed for RMB = 1.00 storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- 14-14 1, 7-5-10 ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are 1 3 4 not fully braced laterally by a property appled rigid ceiling, they should be braced at a O maximum spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot 6X12 dipped galvanized steel meeting ASTM A 653, SX6 Grade 40. unless otherwise shown. FABRICATION NOTES SX 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 verb- ficallon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- 3-0-0 nector plates shall be located on both faces of 3-0-0 the truss with nath fully imbedded and shall be 2-6-6 sym. about the joint unless otherwise sham. A 5x4 plate Is 5' wide x 4" long. A 6x8 plate is 6" wife x 8" long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs 11 unless otherwise shown. Connector plate sizes IF ace minimumsizes based on the forces shown LUI 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 Control to 3X6 ISX81 Quality refer ANSI/TPI 1-1995 3X6 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing la always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing Thesupervision 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. ri 1-6-0 FT 7-4-8 Ilk 8 930 3.50" 7 6 5 930# 3.50" fe 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING fig= Truss ID: Ll CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax 321.-3913 Bracing shown on this drawing is noterection 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 truss TC Dead BC Live 7.0 psf 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.0" (407) support of members only to reduce buckling length. Provisions trust be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcbng of the overall structure maybe required. (,See I-bIB-91 of MI. BC Dead 10.0 f Design Criteria: TPI ` LICENSE- #0050068 Cause Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 537191. Code Desc: FLA 1005 VANNFSSA DROVIEDO.FL32766 I TOTAL 33.0 Psf_ V:09.05.02- 6807- 87 ---�•s••- ••••-••- .......y.., ova 'Airy: t.:ucr-rurtvunawrcc.A HCS: 08.20.02 'I JB: ARLINGTON K 3&4 AC. -00# UPLIFT D.L. WO: ARLK WE: TI: L2 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 MULTIPLE LOADS -- This design is the = = ==_= _====Joint Locations=============== This design is for an individual budding HOT CHORDS: 2x8 SP #1 D composite result of multiple loads. 1)== 0- 0- 0 3) 8-10- 8 5) 6- 8-12' component and has been based. on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed. to be 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 provided by the Tien[. The designer disclaims any responsibility damages aresult of 2x4 SP #2 2 continuously braced unless noted otherwise. correctInfo faulty or incorrect tnformalbn. specllicatbns tion.s 2-PLY TRUSS! fasten w/3"X 0.120" nails in This 2-PLY truss designed to carry ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer staggered pattern per nailing schedule: 191 0" span framed to TC one face Uniform PLF From PLF To by the client and the cm—cinessoracct,rary TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft 8' 0" span framed to TC opposite face TC Vert L+D -435 O- 0- 0 -435 8-10- 8 of thism inforationasItmayrelatetoaspe- ficprojectaontrol nor"tofbric- Distribute loads equally to each ply. WndLod per ASCE 7-98, MWFRS/C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- exercises no control with regard to fabrics- it PROVIDE UPLIFT CONNECTION PER SCHEDULE: �i7 • H- 15.0 ft, I= 1.00, Cat. B, Rzt= 1.0 X-Loe Vert Horiz lift Y-Loc UP 17rPe 110", handling, shipment and installation of lot BType= Encl L= 0.0 ft W. 8.9 ft Truss 0- 4- 0 1934 0 -750 HOT PIN trusses. This truss It" been designed as an Support 1 750# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 8- 8-12 1934 0 -750 HOT H-ROLL individual building component in accordance with Support 2 750# Impact Resistant Covering and/or Glazing Req This truss has not been designed for ROOF ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design a Budding MAX LIVE LOAD DEFLECTION: L/715 JOINT # 3 PONDING. Building designer must provide red architect or at L=-0.14" D=-0.14" T=-0.28" ..TC ... FORCE... CSI ..BC ... FORCE... CSI 1- 2 280 0.59 6- 5 0 0.97 adequate drainage to prevent pondi ng. (0.25 engineDesigrieti. Wenreiewedforarprovalbytl engineM. When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 0 0.31 5- 4 0 0.97 in. ft. min. slope to drain). Truss mist be marked to prevent UPSIDE DOWN erection. must be checked to be sure that the data shown T= 0.09" are in agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: local climatic records for wind or snow bads. T= 0.04" project specifications or special applied loads. Unless shown. truss has not been designed for Rum = 1.00 2-PLYS REQUIRED storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- 8-10-8 ously braced by sheathing unless otherwise specified. When bottom chords In tension are 1 2 3 not fully braced laterally by a property applied rigid ceiling, they should be braced ata maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot 5X6 dipped galvanized steel meeting ASTM A 653. 3X6 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 ver- ticatlon.. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shall be located on both faces of 3-0-0 the Gnus 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 B 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shallmeet at the centroid of the webs - unless otherwise shown. Connector plate sizes arc minimum sI <s 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 mated lumber unless otherwise shown. For additional 3X6 information on Quality Control refer to ANSI/TPI 1-1995 SX6 PRECAUTIONARY NOTES All bracing and erection recur mnendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporaryand permanent bracing for holding trusses In a straight and plumb pos- Ilon and for resisting lateralforces shall be designed and installed 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 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 b of construction ads 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. 1934# 8.00" 8-10-8 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 VANNFSSA DROVIEDO.1`I.32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. windbracing, portal bracing or similar bracing which is a part of the building design and whichmust 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 lorations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91. of TPII. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. 1 4 1934# 3.50" scale = 0.7000 Eng. Job: WO: ARLK Dwg: Truss ID: L2 Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbf: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6808- 81 -gin. m.,u —y— /UH YAIH: C:I1 L-LUKUGHSIARLK 11CS: 08 20 02 JB: ARLINGTON K L&4 AC: 10# UPLIFT D.L. WO: ARM WE: TI: M ATY: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 clientand the correctness or accnuacy of this information as it may relate to a spe- ctfic project and accepts no responsibility or exercises no control with regard to fabrlra- tlon, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-19% and NDS-97 to be incorporated as partof the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown. are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, buss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of IU-(r o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. TOP CHORDS: 2x4 SP #2 HOT 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= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 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 mssponsibdtty for such veri- fication. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 4-5-15 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 (hotesl run parallel to 0-6-6 the plate Length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not T to be fabricated with fire retardant treated T lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are I* be followed In accordance with -Handling Installing & Bracing'. fflB-91. Trusses arc to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- ttion and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Nominal 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 bads stall not be applied to trusses at any time. No loads other than the weight of the erectors shallbe appliedto trusses until after all fastening and bracing Is completed. 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= 14.3 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 0.27 8- 7 599 0.27 2- 3 -537 0.18 7- 0 570 0.22 3- 4 -534 0.20 0- 6 385 0.15 4- 5 -675 0.26 __ ===_ = =====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 HOT PIN 14- 2- 3 476 0 -425 HOT H-ROLL 74-0 7-0-0 1 2 4 5 11 Q 18 522# 8.00" 1-1-9 I (R1-1-7) 1 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 #0050%8 tmO5 VANNESSA DROVIEDO.FI-32766 4X6 14-4-0 WARNING! READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Cbk: TIC Live 16.0 psf BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or strnllar bracing TIC Dead. 7.0 psf which is a part of the building design and which must be considered by the building designer. Bracing shown rims is for lateral support of tto buckling Live BC Li 0f members only reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead .0 ps 10.0 f Additional bracing of the overall structure may be requbed. (See HID-91 of TPI]. ps fltuss Plate Institute. TPI, is locatml at 583 D Onofrlo Drive, Madison. Wisconsin 53719). TOTAL 33.0 6 476X 3.62" scale = 0.4333 Truss ID: M Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:ITEF.-LOKUOBSURLK HCS: 08.20.02 JB: ARL' iNGTON K 3&4 AC: 10# UPLIFT D.L. - WO: ARLK WE: TI: N ATYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==__=_=_======Joint Locations=============__ This design is for an lndlvidual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0' component and has been based onlnfonnation MMS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 prwtdedbythcclient. Thedesigner disclaims any responsibility for damages as a result of WEDGES: 2x4 SP #2 continuously braced unless noted otherwise. 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 faulty or incorrect informauon.specifications WhdLod per ASCE 7-98, C&C, V= 125mph, 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 and/or designs furnished to thetrissdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 9- 4- 0 11) 9- 4- 0 by the client and the comectness or accuracy Support 1 566# Bld Type. Enel L= 58.0 ft We 14.7 ft Truss 6) 11-10-15 12) 7- 4- 0 of this information as tt may relate to a spe- cffk project andaccepts no responsibility or Support 2 564# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: L/999 t Resistant Cover' Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type lion, handling. shipment and Installation of trusses. This truss has been designed as an L=-0.03" D=-0.03" T=-0.06" --TC... FORCE ... CSI ..BC ... FORCE ... CSI 2- 12- 8- 0 0- 0 535 535 -26 -566 BOT 0 -564 BOT PIN H-ROLL Individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -616 0.21 16-15 513 0.23 ANSI/TPI 1-1995 and NDS-97 to be incorporated T- 0.04" 2- 3 -965 0.22 15-14 49 0.10 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -827 0.17 14-13 56 0.07 Designer (registered architect or professional engineer). When reviewed for approval by the T= 0.02" 4- 5 -827 0.17 13-12 883 0.21 building designer. the design loadings shown Ring = 1.15 5- 6 -965 0.22 12-11 883 0.21 must be checked to be sure that the data shown 6- 7 -616 0.21 11-10 56 0.07 are in agreement with the local building codes, 10- 9 49 0.10 local climatic records for wind or snow bads. '.. 9- 8 513 project specifications or special applied loads. 0.23 Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are conBnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a 74-0 7 4-0 maximumspacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 3 5 6 7 dippedgalvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. O FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatoYs plans and to realize a continuing responsibility for such vert- Bcation. 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 wool to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate is 6' wide x 6" long. Sills (holes) run parallel to the plate length. spectfied. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated. lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectionmconunendations are to be followed in accordance with "Handling Installing R Bracing". HI8-9 t. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent btactng for holding trusses in a straight and plumb pos- ftlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid topping and domtnohtg. The supervision of erection of trusses shall be under the control of persons experienced In the "'taftation of trusses. Prof -sternal advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4-5-15 0-6-6 __ 4X6 3.00j 1 3.00 5-4-0 2-0-0 2-0-0 54-0 16 15 1413 12 1110 9 8 536# 64.0011 5360 6d On" 1-1-9 14-8-0 GABLE STW WA (20) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-WA Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNESSA DROVIEDO.F1.32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Btacing shown on this drawing La. not erection bracing wind bracing. portal bracing or similar bracing which is a par of the building design and which most be considered by the building designer. Bracing shown is for lot ml support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1l l6-9 i of 7PI). (Russ Plate hvstltute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). 4-2-6 0-6-6 1-1-9 (R1-1-7) scale = 0.3958 Eng. Job: WO: ARLK Dwg: Truss ID: N Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6810- 90 uesign: ,Writ AllarySIS JOB PATH: C:tTEE-L0KU08SL K HCS: 08.10.02 JB: ARLINGTON K W AC: 10# UPLIFT D.L. WO: ARLK WE: TI: NI QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__ ==== =====Joint Locations=======___== This design is for at individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)==Os¢0- 0 3) 14- 8- 0 5) 7- 4- 0- component and has been basedoninformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 provided by the client. The designer disclahns any responsibility for damages as a result of SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- faukyor incorrect Ns atlothe WndI.od r ASCE 7 - 98 , C&C, V= 12 h, 1.00 X0- V535 ert �r48 iz -5568ftBOTLOC designations funishetr tau and/or desists furnished to to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I= 1.00, .Cat. B, Kzt= EXp 4- 0 PIN by the client and the correctness or accuracy Support 1 568# Bld Type= Enel L. 58.0 ft W= 14.7 ft Truss 14- 4- 0 535 0 -615 BOT H-ROLL ' of this information as It may relate to a spe- Support 2 615# in END zone, TCDL= 4.2 pSf, BCDL= 6.0 psf cmc project and accepts no responsibility or exercises no cont-t with regard to fabri a- MAX LIVE LOAD DEFLECTION: Impat Resistant Cover c ins and/or Glazing Req handling,shipment and Insgnof L/999 t trusses. this truss ties been designed a. an L=-0.03" D=-0.03" T=-0.07" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -953 0.49 6- 0 -677 0.18 ANSIrM 1-1995 and NDS-97 to be Incorporated T= 0.05" 2- 3 976 0.50 0- 5 829 0.21 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 0 829 0.21 Designer (registered archltect or professional engineer). When reviewed for approval by the T= 0.02" 0- 4 - 662 0.18 building designer. the design loadings shown MO 1. 15 must be checked to be sure that the data shown - art in agreement with the local building codes. local chmatic records for wind or snow loads. d pmjespecifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ous)y 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 74-0 7-4-0 maximum. spacing of lg-0" o.c. Connector Ilk plates shall be manufactured from 20 gauge hot 1 3 dipped galvanized steel meeting ASTM A 653. 40. unless otherwise shown. Q QGrade FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriators plans and to ver maltze a continuing responsibility for such f- timUm. 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 hearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wile 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 shallmeet at the centrold of the wets unless otherwise shown. Connector plate sizes arc minimum sires based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI: 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling installing a Bracing". 1`118-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a. straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between tmsses to avoid topplingand dominoing. The supervision of e=n of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads the, than the weight of the erectors shag be applied to I. until after all fastening and bractg is cornpieted. 4-5-15 0-6-6 4X6 io 3-8-0 D i0 3-8-0 10 3.00 1 3.00 0-6-6 I 4-2-6 0.8 6-" 6-8-0 16 4 536N 8.00" 536# 8.00" 1. 1-1-9 14-8-0 1 1-1-9 COSMETIC kAtAS7) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.3958 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must he. considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pnnisions must be made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 1115-91 of TPq. (buss Plate Institute, TPI. Is located at 583 D'Onofno Drive. Madison. Wisconsin 537191, Eng. Job: WO: ARLK Dwg: Truss ID: N 1 Dsgnr: TLY Chk: Date: 10-04-02 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"t BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 681 1- 91 uesign: M19rtr Analysis JOB PATH: C: iTEE-LOKVOBSURLK HCS: 08.20-02 1 •• 1 1 JB: ARLINGTON K 3&4 AC: 10# :WLIFT D.L. WO: ARLK 'WE: TI: O 6ITY:1 DESIGN INFORMATION Thts design Is for an individual budding component and has been basedon information provided by the client. The designer disclaim any responsibility for damages as a resultof faulty or incorrect bdormation. specifications and/or designs furnished to the truss designer by the client andthe correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility - exercises no control with regard to fabrtaa- tion. handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSUTPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer(reglstered architect or professional englneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are inagreement with the local budding codes. local climatic records for wind or snow loads. project specffkatfons - special ppied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously bmced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a p-pe+ly applied rigid ceiling, they should be braced at a maximum spacing of Ity-lY o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlaed steel meeting AS77A 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 responstbLLity for such veri- fication- Any discrepancies are to be put in writing before cutting w fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut. for tight f lung wood to wood bearingcon- nector plates shall be located on both faces of the truss with nads fully imbedded and shall be sym. about. the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4• long. A 6xS plate Is 6- wide x S' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate stwi, are aminimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erec . stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional W.-Um on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dombnoing. 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 toads shad not be applied to trusses at any tune. 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 CWRDS: 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, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl 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/999 L=-0.05" D--O MAX HORIZONT T= 0.07" MAX HORIZONT T- 0.04" RMB = 1.15 0-6-6 T 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 1 367# Support 2 663# Support 3 755# _ ==__ = ===Joint Locations====___==== =1) 0 0- 0 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) 3-11- 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- 1-12 277 -66 -367 BOT PIN 6-11- 0 843 0 -663 BOT E-ROLL 25- 7- 0 693 0 -755 BOT H-ROLL AL AL 05" T=-0.09" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI TOTAL LOAD DEFLECTION: 1- 2 165 0.26 16-15 69 0.24 2- 3 198 0.15 15-14 68 0.24 LIVE LOAD DEFLECTION: 3- 4 243 0.25 14-13 66 0.31 4- 5 491 0.30 13-12 78 0.31 5- 6 508 0.42 12-11 677 0.22 6- 7 745 0.46 11-10 767 0.24 7- 8 929 0.44 10- 9 769 0.30 Ilk 9-11-8 k15-11-8 1 2 3 4 6 7 g 6.00 -6 0000 4X6 277# 3.50" 844# 8.00" 1-1-9 GABI PL TES (0) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T'PI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNESSA DROVIEDO.FL32766 VAa LXY 02ko 25-11-0 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind braring. portal bracing or similar brarbrg whichis a part of the building design andwhich must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing atends and specifted locations detennined by the building designer. AddfUonal bracing of the overall structure may be required. (,See HIB-91 of TPI). RTuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 8-6-2 0-6-6 i LO 693# 8.00" 119 (RL-1-7) scale = 0.2378 Eng. Job: WO: ARLK Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:0 .0 2- - 98 Design: Marra Analysis 108 PAIN: C UFT LOKUOBSIARLK HCS: 08.20.02 DESIGN INFORMATION This dstgn is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, 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- ctfk project and accepts no rsponsibddy or exercises no control with regard to fabrica- tion. handling, shipmentand instadadon 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 Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the Weal budding codes. local climatic records for wind or snow bads. project specdkations or special applied bads. unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes cwnpression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottomchords 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 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 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 ved- Ikatien. Any discrepancies are to be put In writing Were cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection mcormnendations arc to be followed in accordance with "Handling Installing & Bracing. HIB-9 L T nisses are to be handled with particular cart during banding and bundling, delivery and Installation to avoid. damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forts 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 1 stallatbn between trusses to avoid toppling and dommofng. The supervlsion of erection of trusses shalt. be under the control of persons experienced in the installation of trusses. Professlomd advice shall be sought if needed. Concentration of construction leads greater than lire design loads shall not be applied to trusses at any time. No toads other than the weightof 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, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Eacl L= 58.0 ft W= 25.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" 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 0-6-6 1 T 3-0-0 1 WO: ARLK WE: MULTIPLE LOADS -- This design is the composite result of nultiple 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 0.28 12-11 81 0.22 2- 3 -390 0.30 11-10 31 0.21 3- 4 -405 0.31 10- 9 668 0.21 4- 5 -672 0.31 9- 8 762 0.24 5- 6 -916 0.26 8- 7 763 0.30 TI: 01 QTY:3 ___ = __ __ ===-- Joint Locations============ 1) =0- 0-=0 5) 19- 9-12 9) 15- 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 HOT H-ROLL 25- 7- 0 689 0 -508 BUT H-ROLL 9-11-8 15-11-8 1 2 4 5 Q 4X6 9-0-12 -�I 6.00 Q n � � 283# 3.50" 842# 8.00" 1-1-9 1. C 0 S LM (-7) AT76 (12) 2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050G68 1005 VANNFSSA 01Z0V1EO0.F1-32- 25-11-0 1-1"5 Over 3 Supports WARNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss memhem only to reduce buckling length. Provisions must be made to anchor lateralbracing at ends and specified Inations determinedby the building designer. Additional bracing of the overall structure may be required. (See HI13-9I of TPI). {muss Plate institute, TPI, is located at 583 D'Omfrio Drive. Madison. Wisconsin 53719). 8-6-2 0-" _4 8 690# 8.00" 119 scale = 0.2378 Eng. Job: WO: ARLK Dwg: Truss ID: 01 Dsgtw: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6823-10 ucT19": Manz Analysts JOB PATH: C:ITU-LOKUOBSURLK HCs_ 0820 02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 02 ATY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [] : Plate(s) OFFSET from joint center. The ==== _=-joint Locations======___=_____ _) This design bfor anIndividual budding BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1_ 0- 0- 0 5) 19- 9-12 9) 15- 9-17 component and has been based on information WEBS: 2x4 SP #3 with submittal, ins any petition, and/or 2) 6- 7- 0 6) 25-11- 0 11) 9- 9-12 provided by the client The designer disclaims any responsibility for damages asaresult of 2x4 SP #2 4 fabrication documentation. 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 faulty or incorrect Information. specl(ications WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design is the 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 and/or designs furnished to the truss designer All COMPRESSION Chords are assumed to be coagosite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type of this Information- It may relate tow spe- H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 6- 9-12 1194 -44 -1007 BOT PIN tlBc project and accepts no responsibility or exercises no control with regard to fabrics- PROVIDE UPLIFT COMU=ON PER SCHEDULE: Bld Type- Encl L- 58.0 ft W= 25.9 ft Truss 25- 7- 0 612 0 -437 BOT H-ROLL (fort. handling shipment and Installation of Support 1 1007# in INP zone, TCDL= 4.2 psf, BCDL= 6.0 psf trusses. This truss has been designed as an Support 2 437# Impact Resistant Covering and/or Glazing Req individual building component In accordance with MAX LIVE LOAD DEFLECTION: ANSI/TPI 1-19% and NDS-97 to be incorporated L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by. Building L=-0.04" D=-0. 04" T--0.09" 1- 2 440 0.42 12-11 -322 0.32 professional DesignenginerlrWhenoviewet ct for engtneerj. When reviewed for approval by th< MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -128 0.34 11-10 -366 0.33 building designer, the design loadings shown T- 0.04" 3- 4 -144 0.26 10- 9 508 0.20 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -512 0.28 9- 8 632 0.21 are in agreement with the local building codes. T= 0.02" 5- 6 -768 0.22 8- 7 633 0.24 local climatic records for windor snow loads, project specifications or special applied loads. RMB = 1. 15 Unless shown. truss has notbeen designed for storage or occupancy loads. The designassumes compression chords (top or bottom) are continu- 9-11-8 15-11-$ ously braced by sheathing unless otherwise specified.. Where bottom chords in tendon are 1. 2 4 5 6 not fully braced laterally by a properly applied rigid ceding, they should be braced at a 0 Q maximum spacing of IO'-0" o.e. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 3X4 Prior to fabricatire on. the fabricator shall view this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- 3X4 fi atfon. 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 0-G-6 for tight fitting woad to wood bearing. Con- Becton plates shall be located on both. faces of $-9-1 L 6X8 8-6-2 the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wlde x 4' long. A 6x6 plate is 6" 5X6 [2X4I wide x 9* long. Slots (holes) run parallel to 5XIO the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs 3-0-0 unless otherwise shown. Connector plate sizes an mintmtmr sizes based on the forces shown and may need fn be Increased for certain hand- 0-6-6 ling and/or pection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 6X8 Information on Quality Control refer to 2X4 $X6 ANSI/TPII-1995 8-8-12 PRECAUTIONARY NOTES All bracing anderection recommendation are to be followed in accordance with "Handling installing & Bracing". HIB-91. Trusses are to be handled with particukrr care during banding and Minding. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essentlal anderection bracing is always required.. Normal precautionary action for trusses requires such temporary bracing dining Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons cxpedenced M the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shallnot be applied to trusses atany time. No loads other than the weight of the erectors shall be applied to lasses until after all fastening and bracing is completed. I -6•00 n P09 9-9-12 6-0-0 10-14 12 11 1 $ CANT: 6-8-0 1195# 3.50" 612# 8.00" 0-11-8 25-11-0 �1-1-99 COA S (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2385 WAKNIN(s: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Mtdl'0nda SyStemS )] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 02 CONTRACTOR. BRACING WARNING: DsgFw: TLY Chk: Date: 10-04-02 ' 4005 MARONDA WAY TICLive 16.0 psf DurFae - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing or similar bracing whtrh Is a part of (he building design and which must be consldemd by the building designer. Bracutg TC Dead 7.0 psf DurFae - Plt:. 1.25 O.C. Spacing: 24.On (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions m must be BC Live 0.0 psf .. p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing or the overall structure may be required. (see HIB-91 of TPn BC Dead 10.0 psf f Design Criteria: TPI LICENSE #0050068 frmas Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). f �t Code Desc: FLA 1005 VANNESSA MOVIEOO.FL32766 TOTAL 33.0 psf V:09.05.02- 6822- 99 ��•s•=- ,"a,u -y--m JUn rAlrr: L:uCL-L(/l VU&Nt41(LA HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge ====_____=====Joint Locations=====_____=____ This design is for an individual building BOT CHORDS: 2x4 SP #2 ® of web with 12d nails at 8" o.c. or a SCAB 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0' component and has been based on information CABLE STUD: 2x4 SP #3 of the same dimension and grade as web 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 Providedby the client. The designer disclaims any responsibility for damages as a result of WED(M:S: 2x4 SP #2 nailed to face(s) of web with 10d nails 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 faulty or incorrect information, specifications 2X4 TRANSVERSE BRACING nailed flat to edge staggered 8" o.c. SCAB or TRANSVERSE 4) 5- 8- 0 12} 19- 4- 0 20) 3- 8- 0 and/or designs furnished to the truss designer of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for 80% of web length. 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 by the client and the correctness or accuracy BRACING to extend for center 80% of length. 2X6 BRACE req'd on any web exceeding 14' 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 - of this Information as it may relate to a spe- Analysis based on Simplified Analog Model. "*" denotes ONE edge or ONE face 7) 11- 8- 0 15) 13- 8- 0 'Like project and accepts no responsibility or exercises no control with regard to fabrics- MULTIPLE LOADS - - This design is the n ** w denotes BOTH edges or BOTH faces 8) 13- 8- 0 16) 11- 8- 0 lion, handling, shipment and installation of composite result of multiple loads. All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- trusses. This truss has been designed as an continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type individual building component In accordance with ..TC... FORCE ... CSI ..BC ... FORCE ... CSI WndLod per ASCS 7-98, C&C, V= 125zaph, 0- 4- 0 0 0 0 BOT PIN ANSI/TPII-1995and NDS-97tobeIncorporated H= 15.0 ft, I= 1.00, EXp.Cat. B, Rzt= 1.0 19- 0- 0 0 0 -2 BOT H-ROLL as pan of the building design by a Building Designer (registered architect or professional Bld = Ertel L. 19.3 ft W= 19.3 f t Truss Type engineer). when reviewed for approval by the in END zone, TCDL= 4.2 pSf, BCDL= 6.0 psf building designer. the design loadings shown Impact Resistant Covering and/or Glazing Req must be checked to be sure that the data shown are in agreement with the local building codes, local cl mauc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be bracedat a 9-8-0 9-8-0 maximum. spacing of l0'-0" o.c. Connector lk 1 2 3 4 5 7 8 9 10 11 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 6.00 {l p0 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are W be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be iated on both faces of the truss with nails fully imbedded and shall be 5-7-15 sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wile x 8' long. Slots (holes} run parallel to the plate length sped ned. Double cuts on web members shall meet at the centroidof the webs 0-6-6 unless otherwise shown.. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing, HI8-91. Trusses are to be handled with particular cam during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and kistalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing doting installation between trusses to avoid toppling and dornirioing. The supervision of erection of trusses shad be under the control of persons experienced in the installation 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 welght of the erectors shall be applied to trusses unW after an fastening and bracing is completed. 4X6 19-4-0 22 21 20 19 18 17 16 15 14 13 12 O# 8.00'e _ Otf 8.001t 119 (R1-1-7) 19-4-0 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 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown. on this drawing is not erection bracing, wind bracing. portal b—mg or .1mHar 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 mess members only to reduce buckling length. Provisi ns mustbe made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of Till), (Truss Plate [statute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconshr 53719). Studs a 2-" o.c. 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 psf T 5-4-6 0-6-6 119 scale = 0.3103 Truss ID: P Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: Matrix Analysis JOB PATH: CATEE4.0WOBSURLK HCS: 08.20.02 t I , - I JB: ARLINGTON K 3&4 AC: 10# UPLIFT u.i-. WO: ARLK WE: TI: P1 QTY:2 DESIGN INFORMATION This design Is for an individual building component and has been based oninformation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect idormatkm, specoic"W s and/ designs furnished to the truss designer by the client and the correctness or accuracy of this mlormation as it may relate to a spe- cdic project and accepts no responsibility or exercises no control with regard to fabrka- tfon, handling, shipment and installation of trusses. This truss has been designed as an IndtMual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. Local curnalic records for wind or snow bads. Protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rod ceding.. they should be braced at a maximum spacing of 10'-(' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT COMECTION 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 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 responsiblllty for such veri- fication. Any, discrepancies are to be put in writing before cutting or fabrication. Plates shall no be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 5-7-15 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 parallelto the plate length specifted. Double cuts on web 0-6-6members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with -Handling Installing & Bracing, HIB-91. Trusses are to be handled with particular cane during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses; in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing s always required. Normalprecautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and donimoing 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 stall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied 1n trusses until after all fastening and bracing is completed.. 11--1-99 19 4-0 (R1-1-'7) I EXCEPT AS SHOWN PLATES ARE T1.20 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 D20VIEDOSI.32766 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: TC Live 16.0 psf BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which is a part of the building design and which mustbe considered by the building designer. Bracing shown isruss for Lateral support of tmembers only to reduce buckling length. Provisions must be BC Live 0.0 f pis made to anchor Lateral bracing at ends and specified locations determined by the building designer. BC Dead 1U.0 f Additional bracing of the overall structure may be required. ISee HIB-91 of Top. pis rrruss Plate Institute. TPI, Is located at 583 D'Onofria Drive, Madison. Wsconstn 53719). TOTAL 33.0 psf MULTIPLE LOADS -- This design is the = __== _ .===,joint Locations==_____________ composite result of multiple loads. 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 ' All COMPRESSION Chords are assumed to be 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 9- 8- 0 6) 19- 4- 0 WndLod per ASCE 7-98, C&C, Ve, 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type= Encl L. 58.0 ft W= 19.3 ft Truss 0- 4- 0 689 74 -679 BOT PIN ` in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 19- 0- 0 689 0 -720 HOT H-ROLL Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -925 0.41 8- 7 784 0.38 2- 3 -725 0.29 7- 6 784 0.38 3- 4 -725 0.30 4- 5 959 0.46 9-8-0 9-8-0 1 2 4 5 Q 4X6 5-4-6 0-6-6 A- I 1 I I I 19-4-0 8 7 6 690# 8.00" 690# 8.00" 119 scale = 0.3103 Truss ID: P1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:ITF-F.-LOKVOBSIABLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: A QTY:1 DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrectinformation. 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- cffic project and accepts no responsibility or exercises no control with regard to fabrica- Isom handling. shipment and installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the budding design by a Budding. Designer (registered architect or profeselon tl engineerd. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown re m aagreement with the local budding codes. local ctbmtic 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 bracedlaterally by a pxopedy applied rigid ceding. they should be braced at a maximum spacing of 19-(Yo.c. Connector plates shall be mmiulactured 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- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed ever knotholes. knots or distorted gram. Members shall be cut for tight fining wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wile 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 stun arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unkss otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection meommendatfons are to be followed in accordance with "Handling Installing & Bracing% HIB-91. Tosses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for restating lateral farces shall be designed and installed by others. Careful hand- ling is essential and erM.tonbracing is always required. Normal precautionary action for trusses to fires such temporary bratdng during Installation between trusses to avoid toppling and domtnohtg. 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 tosses at any time. No bads other than the weight of the erectors shall be applied to tnusr_s until after allfastening and bracing is completed. 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. 1.25nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft War 13.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" 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 MULTIPLE LOADS -- This design is the ==__ __======Jo=int Locations ====___===== coaQosite result of multiple loads. 1)==0-0- 0 4) 13- 0- 0 7) 0- 0- 0 " All COMPRESSION Chords are assumed to be 2) 4- 5- 1 5) 13- 0- 0 continuously braced unless noted otherwise. 3) 8- 8- 0 6) 8- 8- 0 End vertical(s) not designed for exposure ----MAX. REACTIONS PER BEARING LOCATION----- tolateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 487 188 -379 BOT PIN Support 1 379# 12-10-12 422 0 -352 BOT H-ROLL Support 2 352# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -549 0.20 7- 6 459 0.24 2- 3 -356 0.19 6- 5 0 0.20 3- 4 -278 0.16 8-8-0 4-4-0 I 2 4 Q 4X6 3X4 2X4 5-1-15 4-10-6 0-6-6 5X6 3X8 2X4 13-0-0 7 6 487# 8.00" 423N 2.50" 1-1-9 13-0-0 r(R1-1-7� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4070 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: ARM Lmaronda S StemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dug' Truss ID: A i CONTRACTOR. BRACING WARNING: Dsgnr: TLY ITC Cbk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing building design Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions be BC Live 0.0 f Spacing: O.C. Sr1QCEnry 24.0" (407) 321-0064 Fax (407) 321-3913 mast made Lo anchor Literal at ends and specified orations determined by the building designer. gps BC Dead IO.0 f Desl n Criteria: TPI TOMA$ PONCE P.E. a merg Additional bracing of the wemll structure may he required. (see HIB-91 dTPp. (� Code DeSC: FLA LICENSE #0050068 rrruss Plate Institute, TPI, is located at 583 D'Onohto Drive, Madison. Wisconsin 5371% 100.9 VANNFMSA DR.OVIEDO.M32766 TOTAL 33.0 psf s04,05.02-._._6826-103 Design: Maait Analysis JOB PATH: C: dTCE-LOKUOBSURI-K HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10W JPLIFT D.L. WO: ARLK WE: TI: R ATY`:2 DESIGN INFORMATION This design Is for an Individual budding component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs ftu-ntshed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a. spe- cific project and accepts no responsibility or exerctsea 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 wit) ANSI/TPD 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional enginecti. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow toads. project specifications or special applied loads. Units shown, truss has not been designed for storage or occupancy loads. The design assumes cwmpresston chords are (top or bottom) acontinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced laterally by a property applied rigid milling. they should be braced at a nuo tmum spacing of 10'-0' o.c- Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- fica0on. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knothoks. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate Is 6" wide x 8" long, Slots (holes) run parallel to the plate kngth specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown- Connector plate sizes are minimum sites 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 infonnatbn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "HandUng Installing & Bracing', H1B-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- itlonand for resisting lateral forces shad be designed and installed by others. Careful hand - it" 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 shad 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 t.irtme. No loads other than the weipjrt of the erectors shall] be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to ===_==__======Joint Locations=============== BOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 ' WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLR: 2x8 SP #2 Brace moist extend at least 90% of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 WndLod per ASCE 7-98, C&C, V= 125nIph, bearing. TC Vert L+D -48 3- 9- 1 H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D -70 6- 1-15 Bld Type= Encl L= 58.0 ft W. 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 in END zone, TCDL= 4.2 psf, BCDL= 6-0 psf Support 2 591# TC Vert L+D -127 10-11-10 Impact Resistant Covering and/or Glazing Reg PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 L/577 at JOINT # 5 BC Vert L+D -44 6- 1-15 L=-0.25" D= 0.00" T=-0.25" ..TC...FORCE... CSI--BC... FORCE ... CSI BC Vert L+D -60 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECT I 2- 3 - 06 0.92 5- 167 0.47 ----MAX. REACT NS PER BEARING LOCATION----- Ver Uplift T= 0.06" 31N 48Jt 70N 9CLoc fipiz Y-Loc Type Z3- 0-10 71 0 -591 TOP H-ROLL RMB = 1.00 13-1-14 0- 4-13 678 263 -609 PIN 1 2 3 3.33 4-5-10 0-6-1 1 2-6-10 1.68 j 1-0-0 1 1 07-4 1 11-6-10 6 5 4 678# 9.56" 719# 2.50" 1-10-9 12rlO (R1-10-7) 811 —0--8-0 6y 19# 44# 60# 76# EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4437 WARNING: 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: R CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is noerection bracing. wind bracing, portal bradng or similar bracing vfiirh k a part o the bu kfing des pn and wh ch must be comslde ed Fry the building deslg mer. Bracing for TC Dead BC Live 7.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.0" (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 determinedby the building designer. Additional bracing of the overall structure may be required required.. (See HIB-91 of MI. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (ituss Plate Institute. TPI, is located at 583 D'Onofrmo Drive. Madison. Wisconsin 53719), Code Desc: FLA 1005 VANNESSA DP-OVIEDO.F•L327W TOTAL 33.0 psf V:09.05.02- 6828-104 —gn: mates A"atysts !UB l'Alll: (,Alit-LUKVUBJ-UHLK HCS.• 08.20.02 I I JB: ARLINGTON K3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: R1 ATY:2 DESIGN INFORMATION This design is for an tndtvidual 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 infannauon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional. engineerl. When [Mewed for approval by the building designer, the design loadings shown must be cbecked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied. rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES 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 ven- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood 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 8" long. Slots (holes) run parallel to the plate length specified- Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPl 1.1995 Ail bracing and erection recommendations are to be followed in accordance wkh "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional adv(" shall be sought if needed. Concentration of construction loads greater than the designloads shall not be appliedto trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bractng is completed. TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to =======_ =====Joint Locations==========__=== BOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-10 continuously braced unless noted otherwise. composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Shim or wedge if necessary to achieve full Concentrated LBS Location WndLod per ASCE 7-98, C&C, V= 125nph, bearing. TC Vert L+D -35 2- 0- 5 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D -87 5- 7-10 Bld Type= Encl L= 58.0 ft w= 12.6 ft Truss Support 1 609# TC Vert L+D -127 9- 2-14 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -202 12- 0- 1 Fact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONVECTION PER SCHEDULE BC Vert L+D -21 2- 0- 5 MAX LIVE LOAD DEFLECTION: Support 1 262# BC Vert L+D -53 5- 7-10 L/608 at JOINT # 5 BC Vert L+D -64 9- 2-14 L=-0.24" D= 0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -40 12- 0- 1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 1694 1.00 4 -203 0.30 X- Vert 1 546 Horiz Uplift Y-Loa 0 TOP Type H-ROLL T= 0.07" 35# 87# #`-i`3 366 2621 *34 BOT PIN RMB = 1.00 lk 13-1-14 �1 2 3 3.33 4-5-10 0-6-1 0-6-6 T 1-7-12 1 2-6-5 1.68 I 0-99 07-4 11-9-1 16 5 4 367# 9.56" 5471/ 2.50" 1-10-9 0,1.3 1 12-6-10 J 0-8-0 (111-10-7) 21N 5411 j 64# 40 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1 5 scale = 0.4437 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.Ft-32766 WAKNIN(a: 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 bulldlug 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 rnay be required. (See HIB-91 of TPn. (Truss Plate inslllule. TPI. Is located at 5&1 D'Onollfo Drtve, Madison, Wisconsin 53719). Eng. Job: WO: ARLK Dwg: Truss ID: R1 Dsgnr: TLY Chet: Date: 10-04-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psf V: ,05.02- 6830-105 Design: Matrix Analysis JOB PATH: CJTEE-LOKUOBSIARLK HCS: 09.20.02 I i JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: S 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 Informatkm, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may reiate to a spe. cific project and accepts no responsibility or exercises no control withregard 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 engineerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes.. Weal climatic records for wind or snow loads, project sp-ificatlons 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 bracedby sheathing unless otherwise specified. where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS rM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in corJornuance with the fabricator's plans and to —112. a continuing responsibility for such veri- fication. Any dixrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the ceritroid of the webs unless otherwise shown. Connector plate sins arc minimum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an (Duality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordanee with "Handling Instaling ik Bracing'. H1B-91. Trusses are to be handledwith particular cave 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 Instilled by others. Careful hand- ling is essential and erection bracing is always required. Nomrat precautionary action for trusses requlrcs such temporary bracing during Installation between truss- 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 Ir needed. Concentration of construction loads greater than the design bads shad] notbe applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed.. 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 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L~s-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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nultiple 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 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 == J====_ oint Locations===___==== 1) 0==••==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 HOT H-ROLL WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt- 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 L �1 2 0-6-6 2-2-8 1-4-2 1 3.00 I 80 OB� I I - 5-4-8 L I 4 3 248# 8.00" 127# 2.50" 1-1-9 � 6-0-8 76# .50" r (Rl-1-7) C/L: -114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DP_CMED0.FL.32766 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.5459 WARNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: S CONTRACTOR. Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr. 1.25 BRACING WARNING: Bracing shown on this drawing is not erectionbracing. wind bracing. portalbracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral. support of truss members to buckling length. Provisions BC Live 0.0 O.C.Spacing: 24.0" P g� only reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing psf ea.ps BC Dead 100 f Design Criteria: TPI of the overall structure may be required. (Sce li1B-9l of TPI). (Truss Plate institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). ,.1 Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6831-10 Design: Mardi Andysis JOB PATH: C:ITEE-LOKUOBSURLK HCS: 08.20.02 DESIGN INFORMATION This design is for an Individualbuilding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this h9ortrtetion as it may relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This thus 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 engitecr). When reviewed for approwal by the building designer, the design loadings shown must be checked to be sure that the datashown arc In agreement with the kcal building codes, local climatic records for windor stow loads, project spectflcations or special applied loads. Unless shown. truss has not been designedfor storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0' o- Connector plates shall be manufactured from 20 gauge hot dipped gaManlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrfta.Uon, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricatoi s plans and to re Wl a continuing responsibility for such verl- ❑cation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall no be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified.. Doubk cuts on web members shall mat at the centroki of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with foe retardant treated lumber unless otherwise shown. For additional infomnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recom-endallons are to be followed In accordance with "Handling Installing & Bracing`. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itl"n and for restating 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 topping and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT u.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assuaged to be continuously braced unless noted otherwise 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. 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 3-0-0 2X4 2X4 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 multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, L= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 6.7 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 0 0.56 4- 3 0 0.18 220# 8.00" L 6-8-0 GABLE STUD PLATES (12) 2X4r EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. LM srondd SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing SAN FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateralbracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be requited. (See HIB-91 of TPil. LICENSE #0050068 muss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNFSSA DROVIEDO.Fl.32766 TI: S 1 HTY:2 ==============Joint Locations=====__________ 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 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# 2X4 3-0-0 (2X4 I 1 3 220# 8.00" Studs @ 2-0-0 o.c. Eng. Job: Dwg: Dsgnr- TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.7000 Truss ID: S1 Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marr& Analysis JOB PATH: C.ITEE-LOKUOBSUKL.K TICS: 08.20.02 DESIGN INFORMATION This design Is for an ndividuat building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. cific project and accepts no responsibility or exemises no control with regard to fabrlce.- tion. handling, shipment and Installation of trusses. This thus has been designed as an Individual building component Inaccordance with ANSUTPI I-1995 and NDS-97 to be Incorporated as part of the [wilding design by a Building Designer (registered architect or professional engineer). when rcvlewed 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. ct specifications or special projeapplied 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 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 shalt 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 mvlew this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Arty disc -pain— are to be put to writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about. the Joint unless otherwise shown. A. 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrutd of the webs unless otherwise shown. Connector plate sizes arc minimumsins based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss B not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance with -Handling Installing & Bracing'. HIB-91. Trusses an to be handled with particular care during banding and bundling. delivery and installation to avoid. damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 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 trtisscs rt'guhes such temporary bractng 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 advkv shaft 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: 104 L;PLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on mtultiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# 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 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 0.54 4- 3 -269 0.26 TI: T QTY:2 __ ===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, Exp.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 L 4-8-8 L Ilk 2 6.00 3.00 I 0-8-0 L 4-0-8 43 3 205# 8.00" 98# 2.50" 1-1-9 4-8-8 60N 2 50" la j (111-1-7) C/L: -7-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/CPI 1-1995 Over 3 Supports Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDOXI-32766 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: T CONTRACTOR. Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf Dulfac - Lbr 1.25 BRACING WARNING: 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 part of the building dsign and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions mist be BC Live 0.0 psf O.C.Spacing: 24.0" p g• made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead L0.0 f _ Design Criteria: TPI of the overall structure may be required.. (See HIB-91. of TPq. (Truss Plate institute. TPI, is located at 583 D'Onofrlo Drive. Madison, Wisconsin. 53719). Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6833-108 Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSiARLK HCS: 08.20.02 I— I I JB: ARLINGTON K :;a�i AC: 10# UPLIFT D.L. WO: ARLK WE: Ti: U ATY:2 DESIGN INFORMATION This design is for an tndivdual building component and has been based on hdormation providedby the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spo- clflc protect and accepts no responsibility or exercises no control with regard to fabrica- tion,handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance writ 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 climatic records for wind or snow loads. protect specifications or specfsl applied loads. Unless shown, tress 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 specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced al a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot. dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fac` of the truss with nails hilly 6nbedded and shall be sym. about the joint runless otherwix shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and: may need to be Increased for certain hand- ing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations am, to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and. dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advIce shall be sought If needed. Concentration of construction loads greater than the design loads shall not be apphed 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 ls compiled. 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 I 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cemgosite 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 0.28 4- 3 -112 0.15 =_ ===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 SOT PIN 3- 3-12 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I= 1.00, Eap.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W. 3.4 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 Ilk 1 2 6 0000 1-&8 0-8-2 3.00 I 0-8-0 2-8-8- 3 161# 8.00" 70# 1.50" la 1-1-9 6 3-4-8 4!4! .50" r (R1-1-7) C/L: 3-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: 9�� Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: CONTRACTOR. gnr: TLY Chk: it 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is apart of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 32 t-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 TOMAS PONCE P.E. made to anchor lateral bracing. at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive, Madison. Wisconsin 537191 1005 VANNESSA Dn.OVIEDO.Fl.32766 TOTAL 33.0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Truss ID: U Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI ` Code Desc: FLA Uertgs: MOnr Ar"rfyS1S JU8 PATH: CATEE-LUKVUBSIARLK HCS- W20.02 i ( _ I JB: ARLINGTON r%_ 3&4 AC: 10# UPLIFT D.L. WO: AkLK WE: TI: V ATY:2 DESIGN INFORMATION This design Is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specfficauons and/or designs furnished to the truss deslgner by the client and the correctness or accuracy of this Information as it may relate to a spe- cint project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has beendesignedas an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer. the design laadinnp shown must be checked to be sure that the data shown are in agreement with the local budding codes. Local clEnatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Whem bottom chords intension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped 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 fabn®tor's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight ittting wood to wood bearing. Con- nector plates shad be tasted on both faces of the truss with nails Judy Embedded 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 tholes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimumsizes based on the forces shown and may need to be Increased for certain hand- dng and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing anderection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straightand plumb pos- Itlon and for restating 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 regtilres such temporary bracing during installation between trusses to avoid toppling and dorninotng. 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 tm.,— until after all fastening and bracing is completed. 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 Analysis based on Sisplified 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, CSC, 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 0.06 4- 3 -7 0.04 =_ ====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 -179 BOT PIN 1-11-12 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 179# Support 2 125# Support 3 4# -- --_ 2-0-8 b 1 2 6�.00 Face = 0-3-12 3.00 I 0-8-0 148 4 3 114# 8.00" 48# 1.50" 1-0-0 2-0-8 19# 1 50" (RO-10-10) C/L: 1-11-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda S StemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg` y CONTRACTOR. I Dsgnr: TLY Chk: 1ea2)0dToNils Attach with (1) 10d Toe -Nails scale = 1.1458 Truss ID: V Date: 10-04-02 BRACING WARNING: TIC Live 16.0 psf Durfae - Lbr. 1.25 4005 MARONDA WAY Bracing show,, on this drawing is not erection bracing, wind bracing portal br ci g or sbnilar br. ling TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is a part of the building design and whichmust be considered by the building designer. Bracing shown Is for lateral support of truss to buckling BC Live 0.0 f O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. members only reduce length. Provisions must be made to anchor lateral bracing at ends and specified bcatkrrs determined by the budding designer, Additional bracing of the overall structure may be required. (See HIB-91 of TT'd. BC Dead 10.0 pS psf ` Design Criteria: TPI LICENSE #0050068 fRuss Plate Institute. TPt. is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DROVIEDO.FT-32766 TOTAL 33.0 psf V.09 05.02- 6835-110 Design: Matrix Analysis JOB PATH: CATEE-L0KV08SIARLK HCS- 08.20.02 I I JB: ARL; JGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: W QTY:2 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specttications 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- etfle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has beendesigned as an IndWual building component in accordance with ANS11/I7PI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the 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 bads. Unless shown. truss has not beendesigned for storage or occupancy bads. The designassumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceflfi4 they should be braced at a maxlmum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel. meeting AS7M A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes, knots or distorted. grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both (aces of the truss with nad. fully Imbeddedand shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified.. Double cuts on web members shall meet at the central of the webs unless otherwise shown.. Connector plate sizes are minimum sires based on the forces shown and may need to be increased for certain hand- ling and/or ere lion stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In aocordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during bandtng and bundling, delivery and Installation to avod damage. Temporary and permanent bracing for holding trusses In a straight and plumb poe- Won and for reslstbrg lateral forces shall be designedand installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary actionfor trusses ltquLes such temporary bracing during installation between trusses to avoid toppling and dominodng. 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 loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after allfastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION. L/999 L- 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 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, Ecp.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 0.02 4- 3 0 0.01 1-1-9 i° (111-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 _ === =-Joint Locations=====__==___=_= 1) 0- 2- 1 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 k -1 2 6 00 0-9-0 4 3 77# 8.00" 17# 2.50" 0-9-0 8# 2.5 ' 0-0-1 C/L: 0-7-1P0-0-1) Over 3 Supports WARNING: READ ALL NOTES ON THiS SHEET. Mdr©ndd swc MS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bractng, portal bracing or similar bracing which Isa part of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI. LICENSE #0050068 Uruss Plate Institute. TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 537191 loos VANNESSA DWOVIEDOTI-32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 1.7484 Truss ID: W Date: 10-04-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI - Code Desc: FLA Design: Marcie Anafysis JOB PATH: C.ITEE-LOKUOBSURLK HC5: 0&20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: X ATY:12 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. === == ===Joint Locations=====___======_ This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1)=_ 0- 0 0 3) 10- 8- 8 5) 5- 4- 4 ' component and has been based ontnformation WEBS: 2x4 SP #3 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 provided by the client. The designer disclaims anyresponsibility for damages as a result of SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect information. specifications BEAR. BLK: 2x4 SP #3 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H-ROLL by the clientandthecorrectnessoraccuracy WndLod per ASCE 7-98, C&C, V= 125mph, bearing. 0- 4- 0 432 243 -448 BOT PIN of this information as It may relate to a spe- H= 15.0 ft, I= 1.00, Erzp. Cat. B, Rzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE cMc project and accepts no responsibility or Bld Type- EnCl L= 40.0 ft W= 10.7 ft Truss Support 1 448# Support 1 243# regard to fabrics - exer(ion. s s li g. shi l shiithpment lion. handling. shipment and Installatfom d (ion. In INT zone, TCDL= 4.2 sf, BCDL= 6. 0 psf Support 2 518# p p �� trusses. This truss has been designed as an Impact Resistant Covering and/or Glazing Req individual budding component in accordance with MAX LIVE LOAD DEFLECTION: ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI ANSI/TP11-19%and NDS-97tobe incorporated L/999 1- 2 -998 0.54 6- 5 920 0.22 as part of the building design by Building L=-0.09" D= 0.02" T=-0.07" 2- 3 -964 0.62 5- 4 55 0.17 Designer (registered archxect or professional engineer). when reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: building designer. the design loadings shown T= 0 . 03" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: arc in agreement with the local budding codes. T= 0. 03" local climatic records for wind or snow loads.project specifications or special applied loads. RMB = 1.15 Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 3 not fully braced laterally by a property applied rigid ceiting, they should be braced at a 4•l10 maximum spacing of la-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanizedsteel meeting ASTM A 653, 6X12 Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verily that this drawing is in confomtarce with the fabricator's plans and to reatim a continuing responsibility for such. veri- 2-6-5 ficadon. Any discrepancies an to be put in writing before cutting or fabrication. Plates shall not be installed met knotholes. 2X 0-1-8 knots or distorted grain. Members shall be cut for tight tilting woodto wood bearing. Con- 4-5-11 nector plates shall be located on both fads of and shalt be the truss with mails luny unless otherwise sym. about the joint unless ofhcwise shown. A 3X4 5x4 plate is 5" wide x 4" tong. A 6x8 plate is 6' 3X6 wide x 8" long. Slots (holes) nun parallel to _ "-6 " the plate Length specified. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sizes �.-- 3X4 are minimum slue based on the forces shown -� and may need to be increased for certain hand- ��- 3X4 Iing and/or erectionstresses. This truss is not to be fabricated with fire retardant treated � 3X4 5X8 lumber unless otherwise shown. For addltbural kd°mnation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES 0-8-0 All bracing and erection recommendations are to be followed in accordance wlth'Handling 10-0-8 Installing 8. Bracing". H115-91. Trusses are to I be handled with particular care during banding 6 5 4 andbundling, delivery and installation to avoid 433H B.00ur n 358# 2.50 damage. Temporary and permanent and lu mb trusses in a teralfor and plumb pos- for hold,,,and for resisting lay forces be Rion and Ee 1-7-2 1. 10-8-8 ( R1-7-0) 0-3-$ n of Careful designed and Instilled by others. CarefW hand- 1 (RO-2-1$) long is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1lTPI 1-1995 scale = 0.4694 required. Normal precautionary action for Irva cop nppling WARNING: Eng. Job: to avoid Installation between trusses to a roki toppling lliul—reqWrcseer,sucto READ ALL NOTES ON THIS SHEET. . and domh ling. under supervisionofofpersonsof trusses be °rider the Maronda systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X ced in. the inst l-it of uses. of hisses. Dsgnr: TLY Chk: Date: 10-04-02 1'ro(esslonai ad. -ire shau he sought if needed. Professional 11 be o CONTRACTOR. Concentration of construction bads greater design bads be to BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the shall not applied trusses at any time.No loads other than the 4005 MARONDA WAY .Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae -Pit: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SAN FORD, FL. 32771 whtrh 0 a part of the building design and which must be. considered by the building designer. Bracing is for lateral truss buckling BC Live 0.0 O.C.Spacing: 24.0" p �• is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of members only to reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the be psf ea.0 fps BC Dead 1Uf Design Criteria: TPI of overall structure may required. (See H1B-9l of TPl). Code Dese: FLA LICENSE #0050068 (Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191. 1;1 5 VANNESSA DROVIEDO.M.32766 I I TOTAL 33.0 psf - V: 9.0 26845-120 Design: Mdrriz Analysis JOB PATH: C:ITEE-LOKUOBSIARLK HCS: 08-20.02 { I I JB: ARLINGTOiv K 3&4 AC: 10# UPLIFT D.I. WO: AKLK WE: TI: X1 ATY:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the cbent. The designer disclaims any responsibdky for damages as a result of faulty or in con' information. specifications and/or designs furnished to the trues designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exerelses no control with regard to fabrfaa- tion. handling, shipment 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 a Bufldtng Designer (registered architect or professional engineers. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are inagreement with the local building codes. bead climatic records for wind or snow loads. project specifications or special applied bads. unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression. chords (top or bottom) are contfnu- ousdy braced by sheathing unless otherwise specified. where bottomchords in tension are not fully braced laterally by a property applied rtgd ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaWattzed 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 responslbWty for such veri- fication. Any discrepancies arc to be put in writing before culling or fabrication. Plates shalt not be insladled over knotholes. knots or distorted grain. Members shall be cut for tight fitting woad to wood beating. Con- nector plates shall be locatedon both faces of the truss with nabs 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 webs unless otherwise shown. Connector plate sizes are minimumsizes 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 fabricatedwith fire retardant treated lumber urd"s otherwise shown. For additional Womtation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Allbracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding misses in a straight andplumb poe- ItIon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration (if consttuctbn loads greater than the design bads shad 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 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 1 238# MAX LIVE LOAD DEFLECTION: L/427 at Kid -panel # 3 L=-0.29" D= 0.06" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 0-6-6 1 I 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, Rzt= 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 Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 1111 0.57 5- 4 -1238 0.40 2- 3 -94 0.46 __= ====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 -258 TOP H-ROLL 0- 4- 0 399 238 -427 BOT PIN 10- 1- 4 246 0 -243 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 427# Support 2 258# Support 3 243# 10-3-0 1 2 3 11 400 2.00 0-80 9-7-0 �' 5 4 400k 8.00" 80# 2.50" 1I-7- 0.1e 10-3-0 2471t 4.50n EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4971 r WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK LMaronda S Stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tnlss ID: X1 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-04-02 TIC Live 16.0 psf DurFae - Lbr. 1.25 4005 MARON DA WAY SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DufFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is apart of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.0" p g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified bcalions determined by the building designer. Additional bracing of the overall structure may be required. (See HI8-91 of Tin). BC Dead 10.0 f Design Criteria: TPI ' LICENSE #0050068 frruss Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison. Wi constn 53719). ,,f Cade Desc: FLA 1005 VANNESSA DP-OVIEDO.Fl-32766 I TOTAL 33.0 psf V:09.05.02- 6846-121 uesign: Mainz Analysis JOB PATH: C:ITEE-LOKUOBSLIRLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC. 93# UPLIFT D.L. WO: ARLK WE: TI: Y QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Analysis based on Simplified Analog Model. __ _ =====Joint Locations=====_________� This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 9-11 3) 7- 3- 0 - component and has been based on information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 7- 3- 0 4) 0- 9-11. provided by the chent. The designer disclaims anyresponsibilityfor damages aresultof continuously braced unless noted otherwise. This truss is designed to bear on multiple ---- MAX . REACTIONS PER BEARING LOCATION----- a specifications faultyy oror Ininformation. specifications Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer bearing• be marked on truss. Shim or wedge if 7- 1-12 172 0 -454 TOP H-ROLL by the client and the correctness or accuracy necessary to achieve full bearing. 0- 4- 0 308 253 -398 BOT PIN of thts information as it my relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 12 2HORI 6ZONTAL cuk project and accepts rro responsibility or exerch no control with redid fabrica- support: 1 398# H. 15.0 ft, I= 1. 00, Exp. Cat. B, Kzt= 1.0 PROVIDE CONNECTION PER SCHEDULE tion. t lion, handling, shipment and tnstalla.Uon of n 2 454# Bld = Encl L= 40. 0 ft W= 7 .2 ft Truss Support T�i� Support 1 253# trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 pSf, BCDL= 6.0 psf individual buildingcmnportent In accordance with L/600 at Mid -panel # 2 Impact Resistant Covering and/or Glazing Req ANSI/TPI I-19%and NDS-97 to be incorporated L=-0.14" D= 0.02" T--0.12" part o[ the building aesegrt by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC ... FORCE ... CSI ..BC ... FORCE ... CSI D Designer( registered architect or professional engineer). When reviewed for approval by the T- 0.00" 1- 2 -137 0.63 4- 3 -13 0.41 budding designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.001 are in agreement with the local budding. codes, local climatic records for wind or snow loads, RMB - 1. 15 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 confirm- 7-3-0 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords in tension am 1 2 not fully braced laterally by a properly applied rigid ceding, they should be braced at a 4•� maxim= spacing of la-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. C Connection d Grade 40. unless otherwise shown. others. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plats and to realize a continuing responsibility for such vert- 1-104 fkatlon.. Any discrepancies are to be put In. Ilipl writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- 3-2-12 nectar plates shall be located on bothfaces 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` long. A 6x8 plate is 6" wide x 8" long. Slats (holes) run parallel to the plate length specified. Double cuts on web T 1-1-3 members shall meet at the centroid of the webs unless otherwise shown. Connector plate slur are minimum sizes based on the forces shown T 0-6-6 and may need to be inoeased for certain hand ---- ling and/or erection stresses. This truss Is not 5X6 Attach With 10d Toe-Na' to be fabricated with fire retardant treated ]—her unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 Face = 0-3-12 2.00 I PRECAUTIONARY NOTES 0-8-0 All bracing and erection recommendations are to be folfowed in accordance with "Handling 6-7-0 Installing & Bracing. HIB-9I. Trusses are to be handled with particular care during banding 4 3 and. bundling, delivery and instaltatfor. to avoid 308# 8.00" 172# 2.50" damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- a 1-6-0 a s 7-3-0 67$ 50" Ilion and for masisting lateral forces shall be (R1-5-3) l designed and Installed by others. Careful hand- CAL.-1-12 ling Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLTPI 1-1995 Over 3 Supports scale = 0.6502 required. Normal pmcaulbnary action for Imo« reqion bet een t uRetly cbraold top ling Installation between trusses to avoid toppling and dominoing. The supervision of erection of lasses shall be urn der the control of persons MslCOltdi S�/SteI115 WARNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. E Job: Dwg: WO: ARLK Truss ID: Y experienced In m""'tauati°t' °(ws"'. Professlonal advice shall be somgbt it needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-04-02 Concentration of construction bads greater than the design bads shall not be applied to BRACING WARNING: 4005 MARON DA WAY TIC Live 16.0 psf DurFae - Lbr. 1.25 trusses at any time. No loads other than the Bracing shown on this drawing is noterection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weigh of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which is a partof the, building design and which must be considered by the building designer. Bractrug shown Is for lateral truss BC Live 0.0 O.C. Spacing: 24.0r is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be made to anchor lateralbracing at ends and speciUed locations determined by the building designer. Additional bracing the psf BC Dead 10.0 f ps Design Criteria: TPI of overall structure may be requiredee .. (SHIS-9I of TFI). Cade Desc: FLA LICENSE #0050068 Reuss Plate Institute. TPL Is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. 1005 VANNFSSA DROvIEDo.F L32766 11 1 TOTAL 33.0 psf 4 - 22 Sig Design. Marne Analysis JOB PATH: CATEE-LOKVOBSURLK 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. spectfkatlons 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- cfdc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineers. When reviewed for approval by the budding designer. the designloadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wires) or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. When: bottomchords in tension arc not fully braced laterally by a property applied rigid celling. they should be braced at a maxtmum spacing of Ia-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanf and steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor in fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plats and to malt= a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication, Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight [doing wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6- wide x 8" long. Slots (hole.) run parallel to the plate Length specfled. Double cuts on web members shall meetat the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may needto be Increased for certain hand- Wtg 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 I. be followed in accordance with 'Handling Installing & Bracing'. HIB-91. Trusses arc 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 plumb pos- ttlon and for resisting lateral forces shall be designed and tnstalled 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 tosses. Professional advice shall be sought if needed.. Concentration of corrslructlon loads greater I.. tn 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: ARLINGTG;: 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 1 396# 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 WO: Ai(LK WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cengosite 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 0.39 4- 3 -173 0.19 TI: Z QTY:2 _=====__ ===Joint Locations===______ 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 HOT PIN 4- 1-12 54 0 -42 BOT 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= 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 1 2 4.00 I 4 212# 8.00" L 1-7-2 r (Rl-7-0) 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 0I1.0VIEDO.FL32766 2.00 J 87# 2.50" 4-3-0 544f 2�0" C/L: 4-1-12 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 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. ProvsMons must he made to anchor lateralbracing atends and specified locations determined by the building deslgrter. Additional bracing of the overall structure may be. required. (See HIB-91 of TPp. n'russ Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). Attach with ( 10d Toe -Nails scale = 0.9442 Eng. Job: . ARLK Dwg: Truss ID: Z Dsgur: TLY Chk: Date: 10-04-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09. 2- 848-123 Design: Mmrix Andtysis JOB PAIN: C: iTEE-LOKVOBSURLK 11CS: 09.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z 1 ATY: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 map onsibilty for damages as a result of faulty or Incorrect. Information. specifications and/or designs furnished to the lass designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the bulking destgner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local cilmatic records for wind or snow krads, 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 conturu- ously bracedby sheathing unless otherwise spm1bed. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ailing, 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 mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- fication. Any discrepancies an to be put In writing before cutting or fabrication. Plates shall not be installed over knothoies. knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shallbe located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slats (holes) runparallel to the plate length specified- Double cuts on web members shall meetat the antrold of the webs unless otherwise shown. Connector plate sizes are minimum. stzes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and crectton recommendations are to be followed In accordance with -Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pos- ttion. and for resisting lateral forms shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required.. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to 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 constructlon loads greater than the design loads shall not be applied to trusses at any time. No loads other than (lie 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 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT COb4NECTION PER SCGMXTLE: 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 1 4-7 T 0-6-6 1 MULTIPLE LOADS -- This design is the ==1)_ = 0__ =====Joint Locations==:==__________ composite result of multiple loads. - 0- 0 3) 1- 8- 4 All COMPRESSICN Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type R= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 4- 0 137 63 -226 HOT PIN Bld Type= Encl L= 40.0 ft W- 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL 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 L 1-84 L �1 Q 2.00 I 0-8-0 L 1-0-4 L Plate Height 14 = 0-2-1 138# 8.00" 48# 2.50" (R1-7-0) 1-8-4 — EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 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.FL32766 1-7-2 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is noterection 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 atends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (See l lIB-91 of TP0. (Russ Plate Institute, TPI. Is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). scale = 1.5329 Eng. Job: : ARLK Dwg: Truss ID: Z1 Dsgur: TLY Chk: Date: 10-04-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 6849-12 Design: Matrix Analysis JOB PATH: CJTFF-LOKUOBS MK HCS.• 09.20.02 1, PLOT PLAN for. MARONDA HOMES, INC. DESCRIPTION: LOT 32, CROWN COLONY 5UPRIVIXON RECORDED IN PLAT BOOK 61 PAGE(S) 76 thru 76 PUBLIC RECORDS OF SEMINOLE CITY FLORIDA ------------ DOGWOOD DRIVE SCALE P- 20' o — — � 589049' 1 IV G0.02' —r5'F.E. — — — — — — — — � o 15' U.E. 0 Y `� O' 3' 1a 20, GRAPHIC SCALE .BUILDING SETBACKS vi ~ FROMT: 25' REAR: ?0' SIDE: 7.5' 20.0' SIDE STREET•. 20' BUILDING LINE: 60' r- Cn F`r AIj A CONCRETE PATIO o x P- LOT 32 CONTAINS 0 Yo O 10,129 SQUARE FEET 0.233 ACRES t/- lO.Oa 10.02' LOT 33 w 40.00' FLUOR SLAB ELEVATION - r pp o MUSTDES' A1,�` CROWN(4-2) MODEL: ARLINGTON " K' BLOCK .... 0 OF ADJACEIN- ROAD UNLESS � s FINI5HED FLOOR O l0 OTHEM11SE Ai"PROVED DRAINAGE TYPE:" A4 io�X d' CONNCC RETE PATTI O "- 0 N P'f S C 1 10.00' R-50.00 o ie % A—2&5-P19' 0'� �''� .• CONCRETE S-A� ARC-25.2-P 69 • D' CH.-25.00' �';►,t1------- CH.BRG.— 2�O --- ----- — 533005'48"E c0 I u.E. 0 y6 •— � _ — — � — — — — — — — / 25' PRIVATE ACCESS EASEMENT FOR THE DENEFIT OF LOTS 29.80,31,32 4 88 PER RECORDED DECIMATION OF EASEMENTS in o �' a � N89°48' 14"E 74.75' F ;o 6 LOT 29 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. gy� E - DENOTES EXISTING ELEVATION p l F.* PER ENGINEERING PLANS. co CERnFlCAnON NO7ES: BASED ON THE FEDERAL EMERGENCY BASED MANAGEMENT AGENCY FLOW INSURANCE I. BEARINGS ARE BASED ON THE SOUTHERLY DOMINION RATE MAP, THE STRUCTURE LINE OF LOT 3? BEING SB949'11'W. ?. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN SHOWN HEREON DOES NOT LIE AREA THE 1T YEAR FLOOD HAZARD AREA HEREON ARE BASED ON 511E ENGINEERING COURT THIS STRUCTURE LIES IN IONS • X •. PLANS FOR THE PROJECT. COMMUNITY PANEL N0 0040E a BUILDING TIES ARE TO FOUNDATION. 4, PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED 17, 1 EFFECTIVE DATE: APRIL 17, 1995. IN THE FIELD. MAP REVISION DATE: (SUBJECT TO CHANGE) THIS IS NOT A SURVEY. THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS °nd MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA nONS/LEGEND: NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE F.E. - FENCE EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE uu.E.-UTILITY EASEMENT ARC -ARC LENGTH CENIERIMIE L.&-110ENSEO BUSINESS A/C -AIR CONDITIONER PAD CHAR- ORO BEARING &DELTA CENTRAL ANKLE) S.rRU.E.-SIDEWALK & UTILITY EASEMENT D.&U.E.-DRAW.GE & UTILITY EASEMENT D.U.&SE.-DRAINAGE, unUTY & SIDEWALK EASEMENT ol AVONE INC. 1MS SURVEY NOT VAUD UNLESS EMBOSSED A FLDW� SIGNATURE SURVEYOR AND MAPPER h„� '_ • ` ' .� REVISION DATE ORAM LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX Na (407) 339-3636 E-MAIL: CAVONE O M.RR.COM - --"' DOMIN►CK F. CAVONE - PRESIDENT FLORIDA SURVEYOR d' MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 3-27-2003 CB LOT by CHIP CADO FILE: CROWNC0132.DWC W.O.2003-4000