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134 Crown Colony Way 03-1343
C7 �\ t7 I � � PERMIT ADDRESS � W r� W SUBDIVISION Old v, CONTRACTOR PERMIT # O 3 ��� DATE VA ADDRESS Maronda Homes Inc. of Florida PERMIT DESCRIPTION 1101 N Keller Rd. Ste. F , Orlando, FL 32810�\\ ^�O� CRC058496 PERMIT VALUATION "�a 407475-9112 r� _ ((�� [ PHONE NUMBER SQUARE FOOTAGE d'� 0 C-C-) (' PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR -V PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE 0 0 �-3 M CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 134 CROWN COLONY WAY for which permit 03-00001343 has heretofore been issued on 3/26/03 has been completed according to plans and specifications filed in the office of the Build' Offici 1 rio to t e issuance of said building permit, to wit as (c'&-�'complies with all the building, plumbing, electridAl, zoni-g and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATR APPROVAL BUILDING: _ FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines I,f Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: -�fJ Street Drainage ��%��T �Q Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs tV7 SJ 51 Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FEES PAID nATF 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 DATE APPROVAL AMOUNT 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 134 CROWN COLONY WAY for which permit 03-00001343 has heretofore been issued on 3/26/03 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 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 3/26/03 91.93 12.64 847.00 12.64 1384.00 650.00 1700.00 P (m0 o' d d3 OWNER BqtMING OFFICIAL / DATE' CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: �L -�o-0� PERMIT #:, ADDRESS: � CONTRACTOR: PHONE #: MARONDA Y A The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering (� �- ❑Fire (1 I (a Public Works DUtilities ❑Zoning n 1 A Licensing (1 � R CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 111 --� 0 IL CERTIFCATE OF OCCUPANCY W10 3435" REQUEST FOR FINAL INSPECTION �,,Pdl **** SINGLE FAMILY RESIDENCE**** / a� DATE: �L-O PERMIT #:� ADDRESS: s\ CONTRACTOR: MARONDA PHONE #: - �-\ \Z?) - ---) \ \_0 11\ The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering ❑ Fire (1 I (a W7 03 ',�ablic Works I&Wdb OZoning :] Utilities DLicensing (1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) �1 0 1 1 1 t •\o�Ii k- 1�al; CERTIFCATE OF OCCUPANCYo� 1 REQUEST FOR FINAL INSPECTION,, 1 E1 1 1 ; **** SINGLE FAMILY RESIDENCE**** -' 1 1 1 1 o DATE: E PERMIT #: "\ r LU T ; ADDRESS: 1 CL m l 1 C 1 CONTRACTOR: PHONE #: MARONDA u � a c _ 1 _ W W �jnnu�C� The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering !Public Works Fire C1 I (a DZoning L 11a tiliti�s ,�vt�' Licensing (1 I CA �IX - � CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) � CUU"'!(Y U[ S[Ml|<Ui[ {M|`AC\, Fi]:-: I)TAll.}k-:HY lS!lt)[y) DY (.lTY 0I 15-0Jy'sq Y�U�i�IHG �'[�MI��(CITY) CUUjTY NU.i8ER: - —� �» ---- i- --------- iNXT AoCp�S: ��/� ' _ ���_/� _I__[�|_______________~_.�____'_____.�.._.. T|�A!l UHL� IC �S[C: 7�p: RKG: P��CFL:���^/ ---- / ----- ----- ' ''''~--~- Si)l���lVlSION:! ^ _ TRACTBOOK PLAT BOOK --'-- '�---------- /��'~7� ��f-- ' ^~~'` ' ''-: �����— '`'-K: ---- (� O ADDREwS: 1101.^ / ��/1���-�//��c�^--' -�--���/ _�_-'-`---_----'---__- ----------------------- h|`|`LICAUT '7--------'-'--- ---- ................. LAND U2E C07EI[RY: 001 - Single Family Dctached Houee 7Y[^U US[r RuniUe,.iial KPRX DEE[RIPTlON: Sioglo Family Kcuyo: Detachod - [\onotructinn - - - -'- - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- |�[[ eEKEFIT RATE FEE UNIT RATE PER 0 A TYPE TOTAL )XU[ IY['[ SCHEDULE DECC. UNIT OF UNITS ''---'----------------------------------------------------------------- '---'-'-- kOAD�� -ARTU8IALS [O-WIDE U dwl unit 1 7OS.O0 1 $ 705.00 kUhlf" � '[pLLECTCS [CRTH O dwl unit $ 142.00 142.00 LIlX�A�Y co -WIDE [| dwl unit S 54.03 1 $ b4.00 CO -WIDE O dwl unit 11,304.00 1 0 1,3wo0 AN3]MT DUE 2,265.0o ' R[Ci�IV[D DY:' ' /� SIGNATURE: � -��-����-�---- P|�IHl� HAME) -' K%TE TO PE[EIVIKG SI[WAT[RY/APPLlCANT: FAILURE TO NOTIFY CWh|]Z AID) [N1X)!-6. [l1,i:;1'Y PAYMENT MAY RESULT IN YOUR LIh8ILT[Y FOR THE FEE. T?0:' Dl2T8lPUTIQ1: 1-[0UN?Y 3-CITY 2-APPLICANT 4 CUUN'(Y P[|�;UHS A8[ ADVISED THAT THIS IS A STATEMENT OF FEES WHICH iTZ[ DUE AND PAYABLE PRIOR TO ISEUAXCE OF A fUILDIHG |`\]XMl7. Ak[ ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR UWNTR, TO APPEAL IRE CALCULATIONS OF THE ROAD, LIBRARY SYST[M A(U)/OR (S0QJL> IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN RECUEST WITHIN 45 CALENDAR DAYS OF T|!E RCG[IVIHG CISHK[LX<L DhTF ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY [/� V[[UPAKCY. IRE REQUEST FOR REVIEW MUST NEET THE R[QUIREMFNTC OF T||E COUNTY LA!<D DEVELOPMENT CODE. COPIES 01 THE RULES GOVERNlA3 A"PUAK; M\Y BE PICVED LP, OR REPUESTED, FROM THE PLAN IIPiE0[Ul7\TI0H O[[IC[: 1101 [AST >TKST STRICT, SA`1VO0V, FLORIDA 32771; (407) 665-YA71. PAYMENT EH[[LD BE OADE TU: CITY OF 2AKPORD lR/liDlNG D|]'AkTM[N*( 3(0 H[NT|| yAk% AV[NU[ ���`|:UDD. |l |`AYM81T GKCULD BE BY CPECK OR MOIEY ORDER, PhD 300lD R3!1Z[NC[ NUNBEK AND CITY BUILDING PERMIT NjN0ER AT THY Th*' . . .� ;ws<'[i \lS aTAmEUT IN VALID O]`-Y / IN CONJUNCTION WITH IS9UA10E 07 hT=� FAMILY BUILDING CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. D � ' � 3 y - This permit shall authorize work to be done in the City of Sanford based on -the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... ❑X Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407-475-9112 FACSIMILE:407.475-9115 Project Location or Address: LOT 22 - 134 Crown Colony Way Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: Proposed Activity: Driveway Installation ..... 0 Bore and Jack .......... ❑ Other .................. ❑ Approval Date: To: Aerial Utilities .............. ❑ Open Cutting of Roadway..... ❑ Emergency Repairs ....... ❑ Underground Utilities ....... ❑ Sidewalk Installation........ ❑ Panel: 5 Specific Description: ............................................................................................................................ Excavation Information: Total Length (FT) Number of Open Roadway Cuts Aerial Information: Length (FT) Number of Poles (Existing) (New) It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanford from and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresaid rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities are�ithin the public right-of-way. * CALL THEPUBL'IC WORKS DEPT. A1630.5681 TO SCHEDULE A PRE -POUR INSPECTION APPLICANT SIGNATURE ' v -*,*V'—i r K/ DATE: 3/5/2003 ............................................................................................. Reviewed: Public Works Date: Utilities Date: APPROVED: Engineering Date: FEE: � Q • O CITY OF SANFORD PERMIT APPLICATION Permit No.0_1_�,-- C�>y 2-_) Date: 03/05/03 Job Address: 134 CROWN COLONY WAY Lot: 22 Parcel No.: 33-19-30-50S-0000-0220 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ 92,460.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2,528 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 SUlVE ERS 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 TIME 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. I< � 03/05/03 03/05/03 Signature of er/Agent Date Signature of C:00- r/Ag Date RUSSELL KEITH SLWEVIERS Print Owner/Agent's Name 03/05/03 Signature of Notary -State of Florida Date NOTARY o My Comm Enp. 2J5/OS a Putiuc � No. CC 999378 e+sa+yN www++ f 1 Otlw D. Owner/Agent is X Personally Known to me or RUSSELL KEITH SUIVII IERS Print Contractor/Agent's Name ")-U- �L� 03/05/03 Signature of Notary -State of Florida Date ,�pF r�o4 DEBBIE TIME OTARr o My Comm Exp. Z1=5 vueuc No. CC 999378 iwsonaly v wvn I I OUw I.D. Contractor/Agent is X Personally Known to me or Produced ID Produced ID APPLICATION APPROVED BY Special Conditions: Date: 03/05/03 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number:03_\3Date: �3 MAR 112003 _ The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job:_ 134 Crown Colony Way LOt_22 Panel: 5 Plumbing Contractor: WILLIAM T. SELF Residential: _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet t Additional Water Closet l Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Pi in Gas Pipin Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that 1 am in compliance with City of Sanford Plumbing Code. Applicant's ign re CFC057039 State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: �-_�>Yk3 y__'�> Date: MAR 112003 The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida a?CQ Address of Job: .LA___�J�W-0 CO—un, Electrical Contractor: DANIEL G. Residential: _ � Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service .S'O 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: p By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. r plicant's Signature EC0001663 State License Number u: i• 4 u li � ll CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: d1 l3 A � Date: MAR 112003 The undersigned hereby applies for a permit to install the following equipment: Owners Name: Maronda Homes Inc., of Florida Address of Job: 134 Crown Colon /_Wav__—_ _ Lot: 22 Panel: $ Mechanical Contractor: GARY CARMACK Residential Non -Residential Amount Nature of Work: Job Valuation: A lication Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number ALaronda Homes ==j AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLONDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at CROWN COLONY Lot 22 in 134 CROWN COLONY WAY. RUSSELL KEITH UMMERS, 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 FDEBBIE TIME MY �^m Exp. 2/5/05 No. CC 999378 —al4' Known 11 otho I D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc Iloll nnaaanrinul1M��l1��111Bli�ne■ MARYANNE M11R')E, CLERK OF CIRCUIT COURT SFMINULF COUNTY BK 04734 PIS 1023 CLERK'S # 2003039273 RkCOROED 03/06/2003 12:57:46 PM RECORDIN(: FEE!i, 6.00 RtCI]RDfD HY 1: Harford NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0220 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 22 134 Crown Colonv Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando. FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTR�ACTO`RM�arond�aftm�esl101 North Keller Road, Suite F, Orlando, FL 32810 (Name and address) c U. LU on .I U) U. LL 04 V0 P cC O . I WW r-.IN F M �_�U. � 008 o�c c��40 v a v a SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America. NA, 750 S. Orlando Ave., #102. Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax 407 644-2388 Persons within the State of Florida designated by owner upon Whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. I" St., Sanford, FL 32771, Fax: 407-330-5062 Phone: 407 322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) 1� RUSSELL KEI MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this &Zb—dayof-b�--,2003. Notary Public AV - 6 2003 DEBBIE TIME My Comm EXP. 2/5/'05 I iARYANNE MORSE No. CC 999378 !C ERK OF CIRCUIT COURT Penonyy w.o— 1 I oo. 6SE '.,' �l- ,GOUn!TY. FLORID r•I.FRK PLOT PLAN for: MARONDA 1IOME5, INC. DESCRIPTION: LOT 22, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 thN 78 PUBLIC RECORDS OF 5EMINOLE COUNTY, FLORIDA LOT 5, B L O C K • B' ° '46LOT G. BLOCK' B NOD11'W lvaLWILDE OF LOCH ARBOR 5ECTION - 6 N89'54'42w , LOT 20 [r PLAT BOOK 21, PAGE 40 26.50' SO4°42'S3"W 48.58' �6� NR� LA (�CDUND — — s' F.E. 20' D.E. H E>_ N Q a 5' la 20' GRAPMIC SCALE I I IZ.DD' LOT 23 O LOT 21 ui I m I cV ^' cm w I 4 w o I vo CDNC. _ SiDoP V 4 � � • i I 5D, DD' m I M DEL:GEBRGETMN "A" �v Z (4--2) BLDCK FINISHED FLDOR Q ELEVATION : 41o.9B19 8 .9 DRAINAGE TYPE 'A" rq W ITN P& L B ATH WO 2 I ' 12.DD' f2'(0� C1 FLOOR SLAB E EVAT'I CDNC. R= 125.00' A—08°52'25' MUST BE 16" ABOVE C " Wh°CK- ARC-19.36' OFADJACENT R D_ 'S- —_ _—_—______ CH.BRG.34' OTHERWISE A PRO Ia U.E. 504014'2M P.T. SOD° 1 1'46"E 55.62' C 1 o < o� O CURB INLET PERto N y GRADING PLANS CROWN COLONY WAY 500' 11'46E NOTES: FLOOD CERnnCATION I. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWWV COLONY WAY BEING SOO'11'45'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN 7.5' PLANS FOR THE PRO,lECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " x ". SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 22 CONTAINS (SUBXCT TO CHANGE) 10.020 SQUARE FEET/0.230 ACRES +/- THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P.T-POINT OF TANGENCY CDNC-CONCRETE 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 CCtIPOUNO CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.6RG.-QHORD BEARING S.&U.C.-SIDEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY k CENTERLINE A/C -AIR CONDITIONER PAD ADELTA CENTRAL ANGLE) D.&J.c.-DRAINASE & UTILITY EASEMENT SIDEWALK EASEMENT A VONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED VA TH THE G&ARE AMP �?AjSEO SEAL A FLORIDA LICENSED SURVEYOR AND MAPPER T.,l_— REVISION DATE LAND SURVEYORS AND MAPPERS JOO SOUTH RONALO REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE 4407) 39-36380 FAX No. (407) 3J9L.RR. E-MAIL: CA VANE O CFL.RR,COM OOMINICK F. CAVDNE - PRESIDENT FLORIDA SURVEYOR & MAPPER NULIBER 2005 LICENSED BUSINESS NUMBEW L.B.5073 PLOT PLAN •Z4•?DA] LOT by CHIP CA00 FILE:CROWIVCOL22.0WC W.0.2003-2034 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 22 Subdivision: CROWN COLONY Property Address: 134 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑O a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 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). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 7 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 422 S.F. Porch(s)/Entry(s) S.F. Patio(s) S.F. Conditioned structure 2,095 S.F. Total (Gross Area) 2,517S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. Underground, electrical, mechanical and plumbing Foundation elevation survey Slab Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and Building Final Other plumbing final DATE: Wednesday, March 05, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for. DESCRIPTION: RECORDED IN PLAT BOOK MARONDA I IOME5, INC. LOT 22, CROWN COLONY SUBDIVISION 61 PAGES) 76 thru 76 PUBLIC RECORDS 5EMINOLE LOT 5. B L O C K' B' NOO° 1 1'46'1M IDYLLWILDE OF LOCH ARBOR SECTION - 6 PLAT BOOK 21. PAGE 40 26.50'' T G. BLOCK' B' 9'54'421V i 504042'53'W 48.58' — 17 al. LOT 20 ,� a l COUNTY, FLORIDA 20' D.E. � I I -44 4 GRAPHIC 5ME I i 12. DD' LOT 23 LOT 21 I I m m I M m w I 4'� W cs a I pQ W STOOP 3, oT I 5D. DO' 0 1 MODEL: GEORGE7DW N "A" � co (4- -2) BLOCK EAL Q FINISHED FLDOR 8 ELEVATION: 41n.95 S DRAINAGE T`IPE "A" WM P&L BATH MO1Z I 12.DD' 12'(O� C1 ttd R— 125.00' CANC. I BLOCK 0 —08°52'25' I p ARC-19.36' - CH. —19.34' --� N — — — — —------- CHTRG.— I la U.E.) 504° 14'26'W P.T. FL ABOVE h4GIE 55.62'C IMUST B> CURB INLET PER a OF ADJAC�g NT ROAD UNLESS i- N O GRADING PLANS OTHERWISE APPROVED -- - - CROWN COLONY WAY - 500.1 I40E 4 P.T. NOTES: FLOOD CERTIFlCAT►ON I. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING SOO'11.46'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: 7.5' PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA. J. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE. LOT 22 CONTAINS (SUBJECT TO CHANGE) 10.020 SQUARE FEET/0.230 ACRES +/- THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P. i -POINT OF TANGENCY CONC-CONCRETE F.E. - FENCE EASEMENT R.-RADIUS P.1.-POINT OF INTERSECTION C.S.-LAND SURVEYOR P.R.C-POINT Or REVERSE CURVATURE D.E.-DRAINAGE EASEMENT �Aftj!?AIRO RD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-P(YNT OF CWPOUNO CURVATURE U.E.-UTILITY EASEMENT C LENGTH L.B.-LICENSED BUSINESS CH.BRG.- ORD BEARING 58UI-SIDEWALK & UnLITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD a DELTA r�NTRAL ANGLE) U.AU.c.-DRAWAsE & UnLITY EASEMENT SIDEWALK EASEMENT THIS SURVEY NOT VALID UNLESS EMBOSSFC REVISION DATE eTH THE SIGNATURE ANE) PAISEO SEAL OF 7*A VONE INC. AWIFIORIDA LICENSED SURVEYOR AND MAPPER LAND SURVEYORS AND MAPPERS 0. JO0 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 DOMINICK F. CAVONE - PRESIDENT TELEPHONE 40O7) 39-36380 FLORIDA SURVEYOR & MAPPER NUMBER 2005 FAX No. (407) 339 L.RR. LICENSED BUSINESS NUMBER L.B.5O7J E-MAIL: CAVONE O CFL.RR,COM PLOT PLAN Z4.2D03 LOT by CHIP W.0.2003-2034 CA00 FILE: CRONNCOL22.OWC FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A r Project Name: mi Nn4 9DR w Builder: MARON� HOMES Address:C.� OYII/ Permitting Office: City, State: , J Permit Number:✓C Owner: Jurisdiction Number: Climate Zone: Central I. 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 (w) _ 2095 ft2 c. N/A 7. Glass area & type — a. Clear - single pane 192.0 ft2 _ 13. Heating systems b. Clear - double pane 0.0 fe — a. Electric Heat Pump Cap: 40.5 kBtur /h c. Tint/other SHGC - single pane 0.0 fe — _ HSPF: 7.20 d. Tint/other SHGC - double pane 0.0 ft2 b. N/A _ 8. Floor types — a. Slab -On -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A b. N/A _ — c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int 11, Exterior nsu R=4.2, 1322.0 fi- — _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 328.0 fl2 b. N/A _ c. N/A _ — d. N/A — c. Conservation credits e. N/A.- (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 2297.0 ft2 _ 15. HVAC credits PT, b. N/A — ilm(CF-Ce' ' g fan, CV -Cross ventilation, _ c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft _ W-C-Multizone coo ling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.09 Total as -built points: 29802 PASS Total base points: 30943 I hereby certify that the plans and specifications covered Review of the plans and by this calculation are in compliance with the Florida specifications covered by this Energy Codecalculation indicates compliance PREPARED B with the Florida Energy Code. DATE: AR 0 7 03 Before construction is completed this building will be inspected for I hereby certify that this building, as designed, is in compliance with Section 553.908 compliance with the Kri4Energy Code. Florida Statutes. OWNER/AGEN BUILDING OFFICIAL: _ DATE: MAD n 7 2009 DATE: EnergyGauge® (Version: FLRCPB v3.21) tJF {NE S1_4 Ai� o C FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Floor Area Points Type/SC Overhang Ornt Len Hgt Area X SPM X SOF = Points 18 2095.0 25.78 9721.6 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 587.4 Single, Clear NW 1.0 6.0 16.0 37.74 0.97 586.5 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 678.1 Single, Clear Single, Clear SW SW 1.0 3.0 1.0 8.0 5.0 40.0 52.82 52.82 0.82 0.99 216.6 2092.6 Single, Clear NE 1.0 5.0 20.0 43.65 0.95 832.2 Single, Clear NW 1.0 4.0 10.0 37.74 0.92 348.6 Single, Clear NW 1.0 3.0 5.0 37.74 0.87 165.1 Single, Clear SE 1.0 6.0 32.0 56.64 0.96 1746.4 Single, Clear SE 1.0 6.0 32.0 56.64 0.97 1750.7 As -Built Total: 192.0 9004.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 328.0 Exterior 1322.0 0.70 1.90 229.6 2511.8 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 11.0 1322.0 328.0 1.16 1.00 1533.5 328.0 Base Total: 1650.0 2741.4 As -Built Total: 1650.0 1861.5 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 Exterior 38.0 1.60 4.80 28.8 182.4 Exterior Insulated Exterior Wood Adjacent Wood 20.0 18.0 18.0 4.80 7.20 2.40 96.0 129.6 43.2 Base Total: 56.0 211.2 As -Built Total: 56.0 268.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 2095.0 2.13 4462.4 Under Attic 19.0 2297.0 2.82 X 1.00 6477.5 Base Total: 2095.0 4462.4 As -Built Total: 2297.0 6477.5 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 235.0(p) Raised 0.0 -31.8 0.00 -7473.0 0.0 Slab -On -Grade Edge Insulation 0.0 235.0(p -31.90 -7496.5 Base Total: -7473.0 As -Built Total: 235.0 -7496.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 2095.0 14.31 29979.5 2095.0 14.31 29979.5 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: 39643.0 Summer As -Built Points: Total Summer X System = Cooling Total X Cap X Duct X System X !CreditPoints jPoints Multiplier Points Component Ratio Multiplier Multiplier (DM x DSM x AHU) 39643.0 0.4266 16911.7 40095.0 40095.0 1.000 1.00 (1.087x1.150x1.00) 0.310 1.250 0.310 EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugesWlaRES'2001 FLRCPB v3.--: FORM 60OA-2001 .WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X Floor Area BWPM = Points Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Point .18 2095.0 5.86 2209.8 1 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear- NW NW NE SW SW NE NW NW SE SE 1.0 6.0 16.0 1.0 6.0 16.0 1.0 6.0 16.0 1.0 3.0 5.0 1.0 8.0 40.0 1.0 5.0 20.0 1.0 4.0 10.0 1.0 3.0 5.0 1.0 6.0 32.0 1.0 6.0 32.0 12.23 12.23 12.00 9.22 9.22 12.00 12.23 12.23 8.34 8.34 1.00 1.00 1.00 1.06 1.00 1.00 1.00 1.00 1.02 1.02 195.3 195.3 192.0 48.8 370.2 240.1 122.0 60.9 272.8 272.6 As -Built Total: 192.0 1970.1 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 328.0 Exterior 1322.0 1.80 2.00 590.4 2644.0 Concrete, Int Insul, Exterior Frame, Steel, Adjacent 4.2 1322.0 11.0 328.0 3.26 2.60 4309.7 852 8 Base Total: 1650.0 3234.4 As -Built Total: 1650.0 5162.5 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 Exterior 38.0 4.00 5.10 72.0 Exterior Insulated 193.8 Exterior Wood Adjacent Wood 20.0 18.0 18.0 5.10 7.60 5.90 102.0 136.8 106.2 Base Total: 56.0 265.8 As -Built Total: 56.0 345.0 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 2095.0 0.64 1340.8 Under Attic 19.0 2297.0 0.87 X 1.00 1998.4 Base Total: 2095.0 1340.8 As -Built Total: 2297.0 1998.4 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 235.0(p) Raised 0.0 -1.9 0.00 -446.5 Slab 0.0 -On -Grade Edge Insulation 0.0 235.0(p 2.50 587.5 Base Total: -446.5 As -Built Total: 235.0 587.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 2095.0 -0.28 -586.6 2095.0 -0.28 - - -586.6 EnergyGaugeO DCA Form 600A-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ' ADDRESS:, , , PERMIT #: BASE AS -BUILT Winter Base Points: 6017.7 Winter As -Built Points: 9476.9 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points 9476.9 9476.9 1.000 1.00 (DM x DSM x AHU) (1.078 x 1.160 x 1.00) 0.474 1.250 0.474 0.950 0.950 5336.7 5336.7 L6017.7 0.6274 3775.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaug6'@/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I 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-Bullt 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 16912 3776 10256 30943 14761 5337 9705 29802 PASS 'CHE STgce 7�,o r i� 0 r�coD WE EnergyGauge"O DCA Forth 60OA-2001 EnergyGauge®/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 6A-22 OTHER PRESCRIPTIVE M COMPONENTS SECTION Water Heaters 612.1 Swimming Pools & Spas 612.1 Knower neaps 1612.1 Air Distribution Systems 6 00.1 HVAC Co Insulation 607.1 604.1, 602.1 RES (must be met or exceeded by all 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 require) Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG All ducts, fit4ngs, 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. Separate readily accessible manual or automatic thermostat for each system Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. CHECK Energy Gauge Im DCA Form 60OA-2001 EnergyGauge4D/FlaRES'2001 FLRCPB v3.21 . ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 83.9 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 Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms - 4 b. N/A SEER: 11.00 - 5. Is this a worst case? _ Yes - 6. Conditioned floor area (fP) _ 2095 fi c. N/A - 7. Glass area & type - a. Clear - single pane 192.0 W _ 13. Heating systems b. Clear - double pane 0.0 ft' - a. Electric Heat Pump Ca 40.5 kBtu/hr p c. Tintlother SHGC - single pane 0.0 ft' - d. Tint/otherSHGC -double pane 0.0 ft' b. N/A HSPF: 7.20other - 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 235.0(p) ft c. N/A - b. N/A - - c. N/A 14. Hot water systems 9. wall types a. Concrete, Int Insul, Exterior - R=4.2, 1322.0 ft- a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Steel, Adjacent - R=11.0, 328.0 ft- b. N/A EF: 0.93 - c. N/A - - d. N/A c. Conservation credits - e. N/A _ (HR-Heatrecovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=19.0, 2297.0 f? _ 15. HVAC credits PT, b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ mm PT-Prograable Thermostat, a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200"0 ft RB-Attic radiant barrier, b. N/A _ MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code com liant features. Builder Signature: Date: MAR 0 7 2003 Address of New Home: City/FL Zip: *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/DOE EnergyStar "'designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. u f edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge@ (Version: FLRCPB v3.21) Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Nora ndex/Revn Olds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submital: 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. Goverrirnental Product Approval: A-gency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 A-gency Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melboume, City of Winter Park, City of LP 3/26/02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 A A CAULK TOP .OF MULL #10 -X 3/4" TER SCREW - JAM ply. 5/81" " - 1X3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW 5/8" JAMB #10 x 3/4" TEX SCREW —� CAU -:SEE CHART FOR FASTENERS FLA- 45 MULLION ANCHOR CLIP 10 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 1X3 MULLION XFLA-26-1) Ix4 MULLION (XFLA-39) WINDOW SILL LK BOTTOM OF MULL l - 3/8"MINA B.®.A•F. - PRECASTED - -' 3 "MIN. ACTURER NAME: o SILL - _ . 3/4"� MASTER FILE #� '7 x D p p D SEE CHART FOR FASTENERS D • NOTES: a L) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6063 T6, OR 6063 T5. ro C 2) WHEN THERE IS ONE TAPCON (L04 X L-1�2') CHARLES A ' PA ESN, p.[i ON EACH ANGLE LEG, THE T CON SHALL y Z 4 E FL REG.DATE 3/21�/Op0121 RLTft 3) CONCRETE COMPRESSIVE STRENGTHLACED ON MULLION cLjp e - 3.000 PSI AT 28 DAYS. NORAMEX PAGE 30 NOTES: . 1) ALL AL OR 601 2) `WHEN - ON Em PLACE[ 3) CONCRI AT 28 CHARLES FL RM DATE MANUFA MASTED DW SILL SH HEAD DW SU L iH HEAD i URANDEX PAGE .24 4 �ACTURER NAME.- ,2) ®10 x 1-3/4` PH -SUS INTO 2 z BUCK W 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) 3 16' �� p1Ass WITH A 1-1/4' MIN. EMBEDMENT IH70 MASONRY, ( slmDic clAss Dope SEE ELEVATION FOR ANCHOR SPACING. co!-D'"mg ANALYM CHART Ito, of Nn DF �>D� �1H0 C1•� 110OR O (2) #10 z 1-3/4" FII-SMS INTO 2 z BUCK SEE ELEVATION FOR 'ANCHOR SPACING. (2) f10 z 1 3/4" PH -SUB OTTO 2 By BUCK WITH 1-1/2` MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK i - r ALL 6• PANELS do 60.0 D. P... 9 HOHS DESIcN CAPACRT--pR IDAD ANCHORS ANCHORS 1(PARATITB AHALY513 DESIGN CHART E No. OF No. OF Q N N i MMNTOLt�tl3toH.4 CAPACfTY-p9F ANCHORS ANCHORS vCmA HEAD a 90L FBAHE lAO mmt • H1scRr PO,4R19E NEGA >1 x q 48 t6 1HC12S INCHES � +� 80• 46 46 so 24 8 2w BD• 88.7 89.4 Sp (4) l8 8 1{7.578' (4) 88.7 88.4 24 6 67.a le to a BB.6•80.4 16 0 1O G -S �• fi7.5 24 8 l52.7W 8&7 77.t 24 Q) " (S) 57.8 S1.S IB 8 11I.6T5' eD• 8&7 818 IB 8 � a7.fi S&7 a7.fi IB 6 70.5' (3) 60.7 Sao to a 8 O Q4 r , 60' (2•S) 88.7 8 128• 80• 88.7. 7&3 20 6 ^I (� 80.6 as 80.8 tip o 03.823 (C6) •c� r1 (� 80.7 7&S 1p p 98'. 45 4a 30 t0 • 2D1',, a0 80 3o 10 Cl j (4) as 4S aS 24 !p 147.976' 9a' (4 60 so 24 to t0.9 4&0 IB P4 to 10 99.fi' C'4 Q 60 80 t8 to OPTIONAL lu:' 88• a-s a16 t6 132780 •65.3 6&3 24 to 2 BY 73.5' (S) sst 9.4 18 t0 10 I11375' =6• (3) 00.7 71-3 18 to WOOD BUCK 128" go" 64.5 64.6 20 76.a 68.7 736 is to K o3.82a (2.6) a4.fi fi4.a 10 10 ![1 l2B• 6362a OB' (2a) os.D a&o ze to 0 V Na/ a PAt�p IND CALL SIZE WIDTH 1rsT® PAttEL sae ¢1 FEBY 867 (2) 3/18'0 8a.2 x 1p 2-3/4` to y cl k o b (r. 9 W I TAPCON OR MIAMI W 1 i fOIO1H AS D SHIM ( REQUIRED SHOWN) TYP. JAMB. SECTION MUDD TRACK A5 REQUIRED I BY 2 BY BUCK MIAUI DADEzAPPROVED ONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: >n 1)) SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• OR T6 WITH TYPICAL .WALL THICKNESS OF • 0.62' S 3 USE HIGH QUALITY •CAULI( BEHIND' WINDOW FLANGE. } 4 GLASS THICKNESS BASED -ON TABLE E1300 GLASS E PA? CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIruT.y.FOR SELECTION OF HORANDEX PRODUCTS TO MEET ANY APPLICABLE -LOCAL LAWS BUEIDIN G CODES. ORDINANCES OR OTHER SAFETY' DEADER AND' SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT. ING 'OR CONTRACTOR. I 1 BY BUCK 7) COI NCRETE COM 1MSIVE STRENGTH - 3,000 PSI AT 28 DAYS. STEEL RFTNF. DADE APPROVED CONC. Nr LL 10- PANELS FASTENERS, SEE ELEVATION FOR Q q t do 60.0 D.P. �J n e ANCHOR SPACING_ 1D a 4 ' • e•' � 1��\a- ti � 1 � 4 t WQ 1/4" SHIM MAX a a (213Mmma Giymm X PANEL /% % PANEL X I PANEL X PANEL // 2 0 �y z v 0 U 4 (4BY2)_wmix. BA7A1R1N C M C V q NORANDEX PAGE 23 (2). #10 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 9/i6's' a 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4` MIN. EMBEDMENT INTO MASONRY. 3/16" TEMPERED GLASS tar SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK PANEL .SIZE DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME INCHES q q SEE ELEVATION FOR ANCHOR SPACING. CAPACITY-PSF HEAD AND SILL IAMB co q WIDTH/HEIGHT EXTERNAL INTERNAL XX � )c �1 '� W ALL q 3016" x 591/2 " 53.3 55.8 ' 10 16 18 o o. 361/ie" x 591/2 " 49.8 49.8 12 18 6 22 � ti � ). C4 ° x .791/2 " 49.7 49.7 10 16 3iile: L3('3 6 20 . 8 C) ~ L % 791/2 45 45 12 .18 22 CQ ti OPTIONAL 2 BY WOOD BUCK (2) Qlo x 1 3/4' PH -BUS INTO 2 BY 8 SERIES'500 ALUMINUM SLIDING GLASS OPERABLE PANELS DOOR FASTENER CHART ti BUCK WITH 1-1/2` MIN.. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING._ �.y� lO c V (2) 3/18'A z 2-3/4' C +IVTD �� �, AOMA B.O.A-F.. TAPCON OR MIAMI r-2 x WOOD BUCK r�y7�y 1 x WOOD BUCK I "''u�UlA�l11lL`it 1�7j CALL• SIZE WIDTH 1� DADEAPNROVM CONC. SEE ELEVATION yn� 4 q (Caw.) FOR ANCHOR SPACING. �' e y.y Oaa� b qq� WOOD SHIM Icv SHIM AS REQUIRED TYP. HORIZONTAL SECTION SHOWNI OR MUDD ' 1�/Ax S�~ z TRACK Ad REQUIRED 1 BY 2 BY SUCK w�.� (2) 9/1870 z 2-1/4' TAPCON OR MIAMI - Lr DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR -SPACING, e® � W - NOTES: • �e m co .mte 6 o 1) SHIM AS REQUt=, MAX SHIM STACK 1/4'. 2 ALUMINUM EX RUSIONS ARE ALLAY 6003-T5 OR /� L' G is WITH TYPICAL WALL THICKNESS OF 0.82' USESTHICKNESS b I 4; GLAS3 BASED ON TABL.EWE1300 GLASS FLANGE.OW X X X CI[ARTS, AND MAY VARY DEPENDING ON S1ZIi 6) THE RESPONSIBILITY FOR SELECTION N PANF, PANEL PANEL PANEL PANEL PANEL OF NOR PRODUCTS TO MEET ANY APPLICABLE LOCA[.X • . ' .AND8 BUILDING CODES ORDINANCES OR"'OTHER SAFkTY 'ION REQUIREMENT`S REST'SOIELY WITH THE.ARCHTECT, BUILDING OWNER 16R En CONTRACTOR 8) CONCRETE .JU COMPRESSIVE STRENGTH - S.-goo PSI AT 28 DAYS. r� -r p ,s o v .a (2BY2)rncu raaiitnw (4BY2) TTmAL mahnoN NORANDRX PAGE 22 1 10 X 1-3/4" P.IL S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. pa,�illl .® # LO X 1-3/4' P.H. S;M.S: W/1-1/2` MIN. EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING - ALT. FIN ATTACHMENT UNDER SHEATHING CENTRAL FLORMA B:U:A.F. MAW.A,t:-rU* NAM: oR4•vD,PX MASTER FILE # 3 NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4`. 2) Old. ALUMINUM .E74TRUS10NS ARE ALLoy 6063—T5 OR'T6:'WITl:HIF1'`PICAL-•WALL{ THICIOVFSS OF 0.62' . 3) USS'GH.:QiIAldiy Ci1tILKjBEHIND WINDOW FLANGE 4)'' GUSS: 609SS-.$ABED ON TABLE E1300 GLASS CHARTS; AND?:AiAY`VARY DEPENDING ON SIZE, 5) THE' RMPbNSMJj;[T-1!:.I`OR SELECTION OF NORANDEX PROl)UCT3 ;1(): MEEI.:ANY :APPLICABLE LOCAL LAWS, Bi1I1:6ING-_6lAt8, :o9bINAN(tES OR OTHER SAFETY REQUIRLMENiy.• ."C'SOLE(.Y WITH THE ARCHITECT, HUUMG :ONNSR'.7pRONTRACTOR. 6) NOTE '•' `INDICCATES :THAT E�UL. FASTENERS A? HEAD' AND -=: .•ARF.- pwnrr A , 1 1'10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. IbMMEDMENT SEE'. ELEVATION. FOR ANCLIOR SPACING. TYP. JAMB SECTION W00'D FRAME 1 s�� ' (TOP AND BOTTOM) HEADER "AND SILL SECTION V/1-1/21 MIN. EMBEDMENT e WOOD FRAME ANCHOR FOR FL REG:1•ENE 49121 ANCHOR SPACING. DATE:• 3/Q7/Q2•' u.uvu DIMENSIONS WINDOW FASTENER. SCHEDULE N IDSENO. HORS JAMB 'NC ES���fBA%IL SEE 'NOTE 6 P35 S 45 F PS 60 PSF 35 PSF 46 60 PSg PSV) Co to q l2 25� 2 2• 2 2 Q V 18 s2_i 3 —3 _3 .3• '£ 2 2 G] a•- z 2. q q O 5=V2 37-1/4 2 2 2• 2 3 3 ~ w M12_22 22 2• 2• 3 9 349-6/8 3 3 z 3 .3• y_ILE t 2 _2 2. .2. 3 4 4 �F 4 4 b i-�2. 2 6=3/4' 2 2• 2• 3 4 5 3 4 6 �qpa a' yq'4 3 .3• 3 4 5 O °a um loam 01 �' _. r zs• o.c o —A ///// IF ////// '-DETAn-C a naTAttre �: . a�E�� 2 NORANDEX PAGE 10 1Y/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 ' U v U 750 TYP TTP. a rn A 2.437 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACINNG�. rrP.M 4/,1 XTIIIiER NAM: FTLE# 11Z . L,�:j ALT. FIN ATTACHMENT N 10 X 1-3/4" P.H. S.M.s. W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. -- J 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION .W00'D -FRAME CHAR XS A PA •'P.F. FL REG. ENG. #.%4912L• DATE: 3/27/62 WIDTH LMD SECTION TD FRAME NOTES: 1 SMM AS REQUIRED,. MAX SHIM STACK 1/4 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY B083—TS OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" 3) USE -'HIGH —QUALITY CAULK.BEHIND WINDOW FLANGE. 4 '.GLASS THICKNESS BASED ON TABLE E1300 CLASS CHART$, AND-MAY'VARY DEPENDING ON SIZE. 5) THE RFSPON,SEBILIW FOR --SELECTION OF.-NORANDEX PRODUCTS —TO -MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; 'ORDINANCES OR OTHER SAFETY IRE .REQUMENTS'REST SOLELY WITH THE ARCHITECT, BUUDDIG.�OWNER' OR CONTRACTOR 6) NOTE • INDICATES -:THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. Tm. xEAD7 e 24" O.0 7AIL—A //i; V/ DETAIL—C SASH A/// DETAIL=B . NORANDEX PAGE 21 3 t6" TAPCON WITH A 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". 7 ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE A ( A. om Q a ALLAY 6063-15 OR Te TH TYPICAL WALL CESs OFO A 3) USE HIGH QUALITY. CAULK. BEHIND WINDOW FLANGE -' ' o 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS .. " CHARTS; AND MAY VARY DEPENDING ON SIZE .4 5) THE `RFSPONSIBHXry FOR, 5I3I.ECTLON' OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, •BUlMING CODES. }:ORDINANCES OR`:OTHER SAFETY REQUIREMENTS'-REST'SOLELY .WITH THE ARCHITECT, BUILDING OWNER,.OR CONTRACTOR. . 8) A PRESSURE TREATED WOODEN'':BUCK:OR MARBLE SILL SHALL BE -ADDED --UNDER THE PRODUCT TO FULLY SUPPORTUNIT. •THIS: °SUPPORT SHALL BE FIRMLY °1 ATTACHED INTO MASONARY' AND ORT THE PRODUCT OVER ITS FULL LENGTH P(SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH ALT. HEADER AT 28 DAYS. 3.000 PSI SECTION B) NOTE • INDICATES THAT E UAL FASTENERS AT TYP. 2 BY BUCK B.O.A.F.• 3/18" TAPCON ���*��0 MA Ul'A .Q TURER NAM1 W/I-1/4` MIN. EMBEDMENT - Al"AW"e)' e (SEE ELEVATION FOR ANCHOR SPACING) MA9TER FILL # A d I CALL SIZE WIDTH A ' •' 1 BY BUCK (0 2 BY BUCK / )TH JAMBS) - 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHARLES •A'P FL REG. ENG. # .49121 DATE 12/iT/Ol, ' ® 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS WIDTH HE IG / SEE NOTE 8 JAMB (INCHES) (INCH) 35 45-60 35 45-60 PSF PSF PSF PSF 2 2• 2 2 26' z — 2�— 2 — 37" 2 — 3� 2 — 2 53-18" 3 3• . 188 2 2T 1 2` 38-1/4-. 97 2 2- --3-- 2 — 3 _-3 _ 2 2 63-1 8" 3 — 4.— 2 — 3 26-1 2 50-5/6 2 20 .3 3 37" _ _ 3 53-1 6" 3 4• 3 — 3 1971/8" 2 2• 3 4 26-Y2 '63- 2 — 2•— — 3 — __4 37 _ 2 3.— 9 — 4 53-1 8" 19-1/8" 2 20 ' 3 4 29_-1 2 78_3/4" 2 _ 2•_ 3 _ 4. _ 3' .3 —4 53-1 8" 3 _ 4' 3 4 Y1Z UNR �if1 24- o.G 111I -A //�/ IFF OF DETAIL C DETADrB OF ' _ _ Ilolhl�l I III �. NORANDEX PAGE 9 3/16' TAPCON WITH A OMMIIN. 1-1/4' MIN. EMBEDMENT A SEE ELEVATION FOR ANCHOR SPACING.- e e e 4 4 4 -I 750 TYP 1.940 ,u r.n. 5.61.S. WITH A N. 1-1/2' MN. EMBEDMENT SEE ELEVATION FOR T !a NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 31 USE OR T6 HIGHTQ ALITY CAULK B HIN WINDOW TYPIC AL WALL THICKNESS OF FLANd& 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBUM. FOR SELEMON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, ORDINANCESBUILDING CODES, OTHER REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOP, 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY -SUPPORT UNIT. THtS SUPPORT ALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS BY OTHERS). FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI ALT. AT 26 HEADER SECTION DAYS. TYP. 2 BY BUCK 3/16" TAPCON W/1-1/4" MN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a 4 A awl' FLORMA B.O.A.F. MANUFNCR NAME. MASTER 2' # •'Hl BY BUCK O 1/4" SHIM-+_ MAX (BOTH JAMBS) WIDTH 2 BY BUCK TYP. JAMB SECTION I BY 2 .BY BUCK rtl_b. 3 p D p SEE NOTE e HEADER AND SILL SECTION Ll RIEGG.. A. 4012 TYP. I DATE: 3/2l/02 BY BUCK 1 # 10 F.H. S.M.S. W/1-1/2' MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX UNit Vmns r� ///. IFF A �I 0 C MIAM NIIAMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prentdor Entry Systems 911 E. Jefel-sori, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE-CONIPLIANCE OFFICE ME-IRO-DAUI° FLAG!• ER IJUII.I)IN(; 140 WHS1' FI.AGI.L R S.I'ltl:l71% SI)1•I1: 1603 MIAMI, FI-C)1 IDA 33130-1563 (305) 375-29U 1FAX (3()5) 375-290S C:ON"MUCTOR I.IM.-INsi.m. tit:C-1'IUN (JU3) 375.2527 I -'A.\ (lU5) 375-255s coxru,tcrolt wvis1oN (30) 375.2966 FAX (305) 375.29(js vit"Imum, CX).N.'I2UI. UI\'ISION (3U5) 375�29U2 FAX (JUS) J72•G_].l9 Your application for Notice of Acceptance (NOA) of'. Entergy-6-8 S-W/E Inswing Op:Idue Double w/sidelites Reside' Insulntcd Steel Dool- under Chapter 8 of the Code of Miami -Dade County govcrnin� the use of :Alternate Mliterials and'Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; County Building Code Compliance Office.(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such'product.or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the n)anufacturer. ACCEPTANCE NO.: 0.1-0314.24 ,r EXPIRES: 04/02/2006 Rau! Koan,wea Chief Product Control Division THIS IS THE COVERSI•IEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS 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. : � P P Ito VE D: 06/O5/2001 1\s04500011pc20001\templat.eslnotice acceptance cover page.dot Francisco J. Quintana, R.A. Director Miami -Dads: Count• Buildint, Code Comj)lianct; Ofiicu Internet mail address: I)ostn):tster�buildin,,ct)deonline.com flumepn;;c: http:/h�n��.l)uildiR;;codcunli'n�com Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES =1[)ril 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of "Acccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations vhcrc the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enterav 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the 'Following documents: Drawing No 31-1029-ENNI-I, Shcets 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturcr,•datcd 7/29/97 with revision C d:itcd 01/I1 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 applicatiogs of pair of doors and.singlc door only, as shoN%m in approved drawings. Singlc door units shall.indlude all components described in the active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overliang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is inst;illcd in non-liabitablc 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 �tiJih the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protcction systctzi. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systeni. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acccptancc 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O icial or the South Florid wilding Code (SFBC) in order to properly cvaluatc the installation o 1i s Stem. Manucl crcz, P.E. Product Con r6i— xamincr Product ntroI Division t'rcmdor Entry Systems ACCEPTANCE NO.: . 01-0314.24 APPROVED JUN O 2001 EXPIRES Anril0Z 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S l . 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 (S) years. ?. Any and all approved products shall be pcmianently labeled with the manufacturer's nam.e, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required doctrrnentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tfie materials, use. and/or manufacture of the product or process shall automatically be cause for tennination 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 folio«<ing shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory perfbrmance 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 ofAcccptancc number preceded by the words Miami -Dade Co.un.ty, Florida, and .followed by the expiration date may be displaycd in advertising litci"ature. Ifany portion of the Notice of Acccptancc is displayed, then it shnll-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 bc'availablc for inspection at the job site at all time. The engineer needs not•rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be cnusc for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. E\D OF TIiIS ACCEPT N'CE Manucl ercz, P.E., Product ontro - . aminer Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE / DOOR WITH SIDELITES IN WOOD FRAMES WITH A BUMPER THRESHOLD (INSWING) ' 1 ppAINbAM trial l 51Cl/r Kul WNEPIC! r 149 1/2' 77 1//' IIAX 77 1/�• . • MAX74. MAX I/r . 1' LONC IfMLU w Ml 4MMAX 3• MAX �• MDA.CX 3 l13. = . IS'0.0 IS• IS' D C. IS'' OL ' r::' MAX AX MAX M NA' 1Fne" l7 1/ ' MAX IB' OLSPACING47 17 I/ •MAX 1/16'TOP or DOOR !r• YRIIDL SPACING TD LOCKN'C'� '64 s 1/P' ' MAX OLD _ 00 I /16' MAX ' 17 1/ MAX ..,uu, `mms CLG SPACING IB' O.L aiO r..Wa a.�ila ata a mr- SPACING jl8' D.C. ./I w KY1/- ^" „'af GIs' 0.C.�13' 0.C. is, oc�13• Xr_ IS• OC is- oc IS• oc_,�,_Is• •/1 I/L' x+xuA/l EMICOKNr MAX MAx MAX MAx MAz MAX MAX MAx w--� 4. MAx 3' MAx MA ,�_ ,• MAX w Nu K• . r Lvc XI..Lc! ra .ors ! ATTACH ASTRAGAL THROW BOLi 18 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD ViTH 010 X t 3/4' HOLES FLATHEAD SCREWS` NOTES, IJ V000 BUCKS BY OTHERS. MUST BE ANCHORED II x 13/4" LONG PROPERL•Y,10' TRANSFER', LOADS TO THE .STRUCTURE. TLATKAD SCREVS 2J THE PRECEDING DRAWINGS ARE INTENDED TO L.M. INri1NG R.M. INsvING QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR?1'ED AS CZI:vwG„7Ip;nE STRUCTURAL WOOD BUCK. SOUTH FLR AVP ND CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE N CAJU',LI(I DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER wiLTRArrON WHERE VATER INFILTRATION er i OR MASONRY WiTH OR WITHOUT A NON-STRUCTURAL KOUNMENI IS NEEDED 1 REQUIREMENT IS NOi NEEDED ONE BY WOOD BUCK. y +I-u PRODLI COHTRDXdrnsrON 3. ALL ANCHORING SCREWS TO BE 110 WiTH Wogntiye INOT APPRnVEf)x SUMOV..COGS CmPWJK:EOFF-a MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE AC:EPTANCE ro'J I.O 31 'if. L 1, OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT x UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED ITT ACANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAM!-DADE COUNTY TOSiLL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TD 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -ON SIDELITES AND DOOR c tLM MMIT r+Duv¢AnrrlE pn,ro 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE 4LDaN-UtWLL JAMBS AND SIDELITES. N1tIl TIT rm ITT r 'cDcIESM. ccmT. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE vLw .v22u -ORNERS ARE COPED AND BUTT JOINED. - t,R. DOORS SHALL BE PRE -PAINTED ViTH A VATER-BASED EPDXY RUSTINHIBITIVE PRIMER PAiNL WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 N1LN Y Y M 1-1029—EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ SHEET 1 (]F 5 WATER -REDUCIBLE WHITE PRIMER ViTH A DRY FILM THICKNESS OF U TO 1.2 MIL. • 4v7� :itl0 GLAZING DETAIL 112' ! GLASS BITE o uass INTERIOR INSWING OTHER CONFIGURATIONS F":'Hntoa;:,,�.• � r. 'rt��n.,i`�_;� `.: ��c1 � ;��'••,'t�ts�n'-}}s-.w'1�i ;n:::.<�; w.�,r�a�:ar�[: ter= .-=. � _ ►.1 11 � ,.. �: �- ' 11 APPROVED hS CMKy1NG %KTH THE SDUIH Fl l MinDHG CD }M Br Ju" ryA� / FRODU p PtKL CODE C@'RWfM DFFXE ACCEPWCCEto 1-0311?. xy I—IU29—EV-1 Mi2ff 6 Q wo C 1/4' SHIM MAX r— 3/4' BO 11/16' MAX I INTERIOR 79 5/16' MAX SECTION B-B 2 BY V000 BUCK 4- MAILKIALS ITCH No. BESCRIPiION VDOD PART NUMBER COMMENTS 2O HEnp JAMB_ CV-14 1 1/4• X 4 9/16' NIL. TO BE PINE OR EQUIVALENT I1 COMPRESSION VEATHERSTRIP W_ 25 N RAN x A Q ALUMINUM ASTRAGAL W- 0 (BRONZE) PREMDOR BRAND OR EOUIVALENT- 5/8' ALUNINIM 4 ALUMINUM- 1HRESH[1L0 EV-15 ASTRAL PREHDOR BRAND OR EOUIVALENT - 11/4• 1 1 / 4.' © TOP CHANNEL' EV-08 x 4 9/16' PREMDDR BRAND 1 11/16' - 20 GA STEEL T SKIN rD1T TO)(. III- oil I m mxss 1 BtS11 [11 HF(QI D B O -E[ILIURETHANr rnAMBASF FOAM - DENSITY 2.0 TO 2.5 IbS./Ft' BOTTOM CHARNEL EV-07 PREHOOR BRAND - 1 11/16' - 20 GA STEEL 10 v0p0 LOCK BLOCK STRIKE STILE EV-09 _ V X 9 1/2' HTL. iO BE PINE OR EQUIVALENi 11 EV-16 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENT 12 )TINGE STILE LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16• NiL. TO BE PINE OR EQUIVALENT PREMOOR•BRANO - .050' THICK- HTL. TO BE POLYEiHYLE 13 4•x4' HINGE EV-10 . `'1 J 14 VOOp HINGE JAMB EV-16 HAGER BRAND, HINGE OR EQUIVALENT - D97 THICK (STET- 1 1/4' X 4 9/16' NTL. iO BE PINE OR COUIVALENi IS i1D x 3/4' FH.V.S. (4) SCREWS PER HINGE INTO iXIDR 16 110 X 2' F.1LV.S. ' L X IB' tic. THEIf�Ar TER JAH HI , IN SEREVS II1DA31 SIRM JAMB 10) SIDELITE JAMB. 4. OOvN rRm x B' 0L THERCAETER • 61 SCREVS THIRD" EACH SIIKLIIE JAT41 D.tO 31111LITC BP. ITAx 15. Or TITERLAFT[R , — rRON EXTERIOR >n6 NI1 IxPlus unuotr,x REFER 10 ELEVATION VIEW, FOR 1 DF SMvS (gyp AND LOCATIONS 18 910 x 3/4FHv.S. (2) SCREWS PCR HINGE INTO JAMB 19 ' oB x 2' fHV.S. (2) SCREWS AT EACH STRIKE PLATE LOCKSEi KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK. i<10 X 1 3/4' FHV.S. (2) SCREWS PER HINGE INTO JAMB WOOD SIDELITE JAMB EV-19 11/4' X 4 9/16' NIL. i0 BE PINE OR EOUIVAL[Ni 22' X 64• SINGLE PANEL GLaSS EV-20 HP GLASS N YPROPTL N - pE-1 43 - mot SIDELITE TRIH (WOOD) !B' CI CAR rrMPTRrO r+Acc CV-21 5/16 x 1/2' NTL. TO BE PINE OR EQUIVALEN 1 VOEV-22 OD CASING 1�R x )' MTL5Per UR COUIVALENT - ITEMS NOEo1NEs u of JAMAS M WOMS 1 / 4 r0R SIDE oE WOOD SIDELITE HEAD JAMB CV-23 1 1/4' X 4 9/16' HTL, TO BE PINE OR EQUIVALENT ® VOOD SIDELITE BASE EV-24 1 1/4' X 4 9/16' HTL. TO BE PINE DR EQUIVALENT POLYPROPYLENE LITE FRAME -1643. DDL-2 HP Polypropylene by ODL 16 X i i/2"PAN HEAD SCREWS 8 PER FRaHE SIDCLITE STILES 10 v D 4' I AEI Q EV-26 ' 15/16' X 1 11/16' HTL. TO BE PINE OR EDUIVALENT 1 PIN NAIL /4' LOG TuO, 4' IN FWN ENO. 1IAE Er BL )KRAFIER• IRTO BN I.UM ANO I DOW SILICONE 4995 APPROVED AS CO)1PLYR10 IMTH THE: ZItH IN E)(➢Iix 6 5] PRODlutpowul DIVIS1011 OIIRDRID CODE COL'J$)ANCE OfFlCE ACCEPTANCE NO. D.-0 3 E Y. 2 y LIAIIL IRISS IAII[B. (PAL QC Nb Cff516DBrs ais ihic SID an. all B DABE COUNTY HDDIFICATIWIS InvH J D A LiQ DDED PAGE'S (DDOR OPTIONS) to-I-ve R SiV1iDB6 Bhi[ BY PARi 1Wi MERCY PREMM ENTRY SYSTEMS t ` III Lnr[esal 31-1029—EW-1 1112zIt ula SHEET 3 OF 6 ' QFVKON I F I TFR 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' Y n INTERIOR I 79MAX16` 80 11/16' I MAX 2 BY WOOD BUCK SECTION C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4131-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 AwRom a coxg cwm jkfm THE ammfmCWLE 1-1029-EW-I SHEETA OF 6 aVISb III TER p OTHER DOOR .'CONFIGURATIONS- --------------- n\,vn N IN } N arr n vl• ( WW W ® of n.ric 1 1 I, a Ir�.rir p 0 Oc�1+Ot _ ,✓KM --I I-.•.+. ��( a ( W W lob Esc o�°C1.V�°c au° ... ... X0 AFpdOL Eo AS CDNPLYDIG Ill TIfE l,Tgl�-CODEIly*MNBYPRI PftD1:751pD.�L DIUtp XE OFF PIIIS ACLEFT,NCEAV. �f-o_ 31V.Z x P. 31-1029-EW-I SHEET 5 OF 6 %I VIEW LLI ILK F-ITI 1r—n rr-,rn r� J u l nLK BUUK r MILL STYLES 36" ['MAX 179 /16 DD 00 0° unn DD �p 00D 00 Ban AC x ao on . ao I][]I][]°all nun M ❑p non BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PAIIvL 4-PIB-PaN[L ANEL OTHER SIDELITE STYLES 36" —I r—MAX 793 16° M X o SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50D SL-69A SL-69B oO 0o no .• oo QQ �� QQ �� �� . no as as oa as oo ao as PO -I PD-2 PD-3 PD-4 PD-S PD-6 PD-7 PD-8 ®a oo� pp 0p . pp oa � 00 o BOBDOB 0a °° °° FLUSH B-PANEL CRDSSBUCIC 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PANEL EYEBROW V/SCROLL EYEBROW 5-PAN<L V/SCROLL GYEBRDV B � � o p p SL-69C SL-25 SL-55 SL-390 SL-40 as oo ao oa PD-9 PD-10 PD-11 PO-12 SL-90A ao PD-13 SL-90B PD-I4 ran aULIB I PD-18 PD-19 PD-20 PD-21 PD-22 PD-27 P0-24 PD-25 PD 26 PO 27 Pp 2B PO 29 PO-30 PD-JI -13-61 60 long rlmI. ailss lss' 14kC I anmrs: cuss Ims sly. aTlt. ►ax,. I PR MDRN"RYSYS PD-35 PD-36 PO-37 PO-38 PD-39 PD-40 PD-41 PO-42 911L zrff DT PD-43 PD-13A PD-438 [ism [S 6m SL-90C SL-300 SL-30C SL-70 SL-80 PD-15 PD-16 PD-17 Im EMI del xx vo x n S 8 PO-32 PO-33 PD-34 i nb 3 m a 31-1029—EW-1 SHEET 6 OF 6 aVISM t[rise a 1. M I A M I-DADE •l1IIAr1II-DADE COUNTY, FLORJDA METRO -DARE FLAGLER BUILDI,",'G PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr-eniclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of. BUILDING CODE CONIPL1ANCE OFFICE Mtil'RO-DAI)r FI.ACLER BUILDING 140IVIiS'rF1.AC'tmiit S'11tIsICC, SUr1'l: 1603 MIAMI, F1.01tIDA 331 3U-1563 (3U5) ;75 2�JU 1 FAX (305) .,75-29US C O.V11 C.-rolt IACENSi,N(: til•:c'rlOx (JUS) 373.2327 Pr1.\ (.tUS) 37�-2s tg C:U\1'It.IC"rUltF:�F'UJtC:1:1t1.,\TI)It'I, ()s (3U3)375-2')GG F.\.C'(.tUg) t7S.2gp� I'1tUn1:C'!' C:O.vl.RU1.1)1VISI()\ (305) 375.2')U2 1',L\ pu5) 372•G3.1') Enter'gy G-S S-W/E Outswing Opaque Single Nv/sidelites Resideu[ial Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been reconurtended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the co ltditiorts specified Herein. This NOA shall not be valid after the expiration. date stated below. 13CCO reserves the ri-ght to secure this product or material at' any time from a jobsite or manufacturer's plant f'or quality control testing. if this product or material fails to 'perform in tile#1 approved manner, BCCO- uny revoke, modify, or suspend the use of such product or material immediately. BCCO reser cs the right to revoke this .approval, if it is determined by BCCO that this product or material- fails to meet the requirements of the South Florida 'Building Code. The expense of such testing, will be incurred by the manufacturer. :ICCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2000 Raul Koartgucz Chief Product Control Division THIS JS TIME COVERSHEET. SEE ADDITIONAL PAGES FOR SPEC►FICAi D GENERAL CONDITIONS BUILDING CODE & PRODUCT REN EW CO.%INIITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. APPROVED: 06/05/2001 Francisco J. Quintana, R.A. Director IMialtti-Dade Count' 1311ilding Code; Compliance OfTicc 1\--04S00011pc20o011templateSlnotice acceptance cover page.dot Irttcrnct Mail address: Ilostmastcr'i�built7in�cuticurtlinc.cont l Ifontclta��c; tttlp://tt'ttc�'.buil(Jin2coClcUnlill c.corn Premdor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED .1UW O 5 EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this - Noti-ce of Ac•ceptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as dctcm*iincd by SFBC Chapter 23), do not exceed the Desicyn Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-MI/E Outswing Opaque Sinold R*esidential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets .1 through 6 of 6, tithed "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames vvitli Bumper Threshold -(Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. - LIMITATIONS 3.1 This approval applies to-singlc unit applications of single door only, -as shown in approved drawings. 4- INSTALLATION -4.I 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 gill not require a hurricane protection systcm. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: "Miami -Dade County Product Control Approved", 6. BUILDING PERMIT REQUIRENIENTS 6.1 Application for building permit shall be accompanied by copies of the Following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Noticc of Aceeptancc, clearly marked, to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly cvaluatc the installati n of this systcm. Manuel Perez, P.E. Product Con rot xaminer Product ontrol Division Prerimdor Entry Systems ACCEPTANCE No.: 01-o3I4:2 I APPROVED JUN EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS Renewal of this.Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than ei,,,ht (8) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a changc 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 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 [lie materials, use, and/or manufacture of the product or proccss shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fcc) and granted by this office. d. Any of the following shall also be grounds for removal of Ellis Acccptancc:, a. Unsatisfactory perfomlancc of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and folfowcd 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 tin its entirety. 7. A copy of this Acceptance as %vcll as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acccptancc shall be cause for teriiiination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPTANCE' Manuel crcz, P.E., Product Co tro Examiticr Produc -ntrol Division 3' 4' MAX •1_ 15' MAX ❑ C. 15' MAX 15' FAX O C. A 15' MAX ►'KtMJJUK .. (LN I LHbY BHANll) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH BUMPER . THRESHOLD (OUTSWING) 00' MAX 4' MAX MAX 4' MAX — MAX 3' MAX 3MAX 3' MAX ' 15' 14• ?' MAX MAX �' ,F MAX 4' MA OTTIstWA j"'—HnxV �— MA 15r� 1'INA MAX TOP OF DOOR 8 •T . To 4 0 LOD IN ' KVIKSET DEADBILI MODCL 660 fCRI[S OR NARLDC DEADlDLI MODCL..20' I 22' 64' MAX DLO •' ' KvrKSCr LMKSCT- • MODEL Man SERIES OR LD[Ks[r MOD CRInDRGES 4�� 15' MAX ti O.C. ` wAr% 6' AX HAX '1"HAX MAX �M-4- 15' M r T is • 4' MAX AKA' 7' MAX 3' MAX NOTES. 3' MAX 3 VOOD BUCKS BY OTHERS MUST BE ANCHORED 4' MAX MAX 4' MAX MAX ROPERL•Y TO TRANSFER LOADS Td THE STRUCTURE, ) THE PRECEDING ORAVINGS ARE INTENDED TO UALIFY •THE FOLLOVINGANSTAL.L'ATIONS. WOOD FRAME CONSTRUCTION WHERE DOOR 4 r YSTCM IS ANCHORED i0 A HINIMUFI TVO BY WOOD V PEN1NG. . NASONBT OR CONCRETE CWTRUCT113N VHERE RH OUTSVING LA QUrSVING DOR SYSTEM IS AkHORCD TO A MINIMUM TVD BY TRUCTURAL VDOD BUCK. MASONRY OR CONCRETE CONST•RUCT•IOIT WHERE TOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE UUjERE VQNC PRESATIRI VNAIINUS VA 1�p pdttTRAIIRr iE BY WOOD iHK. WITHOUT A NON-STRUCTURAL CORRCNCAr IS MCCOC/ c 2 DU a), I IS FDI NECCCD ALL ANCHORING SCREWS TO BE 110 VITH ` NIHUM 1 1/2' EMBEDMENT INTO VOOD SUBSTRATE K 3/16' PFH TAPCOHS'VIrH 1 1/2' MINIMUM EMBEDMENT TO MASONRY. INIIS SMALL EE B6IALLEO MY AT LMAtOd PRDIECTED IT A CANOPY OR UNIT MUST BE INSTALLED VITH 'MIAMI-OADC COUNTY OVER)" SUCH THAI TIE MUE RCIVCEN i)E EDGE Dr. CANOPY OR OV[RIIAN& PROVED' SHUTTERS SD SILL IS LESS THAN 45 MCFEES. RIIESS RTII IS WS1ALLED IN IMREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES )ON•HANiABLE AREAS MERE THE tall AND IE AREA ARE DESIGNED, t0 0 DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES ACCEPT VAIER IISLIRAIIDK LATEX SEALANT TO -BE APPLIED AT SIDE BT SIDE NBS AND SIDELIYES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JANBS, AND SIDELITE BASE IIL®O Vl1I inDri S tNERS ARE COPED AND BUTT JOINE4 V= SHALL BE PRE-PAINIED. VITH A VATCR-BASED EPDXY RUSt IBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS of Ds t0 12 MIL. FRANCS SMALL BE PRE-PAINrCO VITH AN ACRYLIC LATEX VATER-BASED/ REMOUR LN 1 Y TER•RCOUCIBLE VHITE PRIMER VITH A DRY FILM THICKNESS Or 0.9 TO 12 NIL mLtlrVv n a 1 K I/2' NI1", ENDEDMENr PC� H[AD L SILL, f6l PCR JAMD TERNATCE: 3/16' PFH TAPCONS 1 1/2- MIN" EMBEDMENT N?DTE rAPLES A 80 11/16, MAX MAX MAX 08 x 1- 3/4' F.H.V.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPAOV ED AS COJRLYING fll I )1 6E DOUTN FL�jjt411 DU4D111c C iv= E, OY_ it/AI/� . PiS1n PAom: r c Drnol cr.'Issl U OURDN CODE COLIPUANCE CFF;:P ACCEPrAIIC E NO.O! - 03 /Y. 2 ) -IOLO-CC' W r. SHEET i Q;. S Kmo ma GLAZING DETAIL SWRVIN VILLIAHS ODA CRTERIOR_GRADE LATEX CAULX 114TERIER 1/2' ;LASS BITE ICMPEREO GLASS SECTION A -A UUTSWING MAX OTHER CONFIGURATIONS APPRO'Ta AS CCIAPLn"G Yn-11 THE SOUT11 BY PRO T PONTFROL OP/M1 T aaw- CODE COT.'.ftL ME wa ACCEPTM.'CE IIO. 01 - 0 3 I v. L I li 1-1020-EW-0 A[ET. 2 Q 6 -IORI C 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX r-4 SECTION B-B 1 1/4` INTERIOR VOOD HEAD JAMB COMPRESSION VEATHCRSTRIP WOOD STRIKE JAHD ALUMINUM -BUMPER THRESHOLD TOP CHANNEL STEEL SKIN P01 Y lar THANC 'Fnn}f rngr BOTTOM rHANNri VW HINGE V900 HINGE JAMB 110 x 3/4' FHVS. 110 X 2• FHVS. Lv Te1aDuTtiFLn�i �/16' H9 IAP[D6 vnmmtB I V SIDELITE V00D STILE CD x 2' FJLVs. LOCKSET DIQ x 1 3/4' FHVS. VOOD SIDELITE JAMB 1 1/4' 22' X 64• SINGLE PANLL GLAS: SIDELITE TRIM (WOOD) WOOD CASING ® VOOD SIDELITE 1tEAD JAMB © VDOD SIDELITE BASE POLYPROPYLENE LITE FRAME 06 X 1 112' PAN HEAD SCREVS PIN NAIL DOW SILICONE 0995 APPRTCW AS CDLGLYNG rdnl;tlE tlr _ .IUTI Z PI +tRDIOIVISrot4 911 IlU4OWp CODE IXVM'CE OFFICE Pil ACf.'cPUNICE ITo. n l -os N v. a, nuntlLK. COHHENIS EV-12 1 1/4' X 4 9/16' NIL. TO BE PINE OR EOuiVALCNI . 'd "0 KSCREEN R NSA 0( ng 1 1/4' X 4 9/16' HIL TO BE PINE OR EQUIVALENT EV-13 PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' CV-05 PREHOOR BRAND - 1 11/16' - 20 GA STEEL till IJAT 21 MRSi Rt Red 4114NO 0 cr BASF FOAM - DENSITY 2.0 TO 2.5 lbs./ft' EV-04 PREMOOR DRANO -III/I6• - 20 G4 STECL Ev-p0 4 X 9 I/2' HIL, TO BE PINE OR EQUIVALENT :V-07 15/16' X 1 11/16' HIL TU DE PIN[ DR LW-06 15/16' X 1 11/16' HTL TO DE PINE OR EQUIVALENI EV-09 PREHDOR BRAND - j5p• THICK- HTL, TO BE V-15 HAGER BRAND HINGE UR EOUIVALENT - 097 POLYETHYLENE THICK (STEEL) 1 X 4 9/16' H1L i0 BE PINE,.UR EQUIVALENT (4))SCREVS PER HIN(jE INTO DOOR w SEREvs nM EACH 110ELIFE JAMS R1I0 S18EUI 4 [P KAX 15' QC• THEREAFTER G IUYR rROK RUER TO ELEVAIIDTI VIEV, FUR I orSCREVS USED AND LDCAIIDNS EV-07 IWIV X 1 11/16• HTL. TO BE PINE UR:EQUIVALENT (2)_SCREVS AT EACH STRIKE PLATE KV CR T BRANDtvam IIR L CK 11 HARLOC BRAND 100 LOCK t5T SERE VS Il:tQ1p1 HIN4I JARI 1Nip SIBCLITC HAI IB• OL THE Ar1ER JARL B' Pm FREH fat' 14) SCREV$ 1lRpl STROKE JAR8 INTO SIDELITE JAM. 4• DOVR fRM 1 B' aG THEREAFTER 4) SCREvS 114i(Ipl EAQI KNGE Blla MM "I EV-IB 1 1/4''X 4 9/16• HTL TO BE PINE OR EQUIVALENT EV-19 AS N tLTP TL - -1 4 - TUOL- EV-20 5/16 x 1/2' MTL. TO BE PINE OR EQUIVALENT EV-21 rw SIOC BIT STD[ JAKDS• AS NULLtUSN 1 EV-22 . 1 1/4' X 4 9/16• HTL, TO BE PINE OR EQUIVALENT EV-23 1 1/4' X`4 9/16' HTL. TO BE PINE OR EQUIVALENT -1641, OR-2 AP Polypropylene by ODL IB PER FRAME Ta iE�a 14• T Art T' LmH, DAtI. 4' N TIp9 EHt, ttA1 R• aL IH7IKIIlt,16EI RI Nt11Dtf AAD IRRI 31-1020-EW-0 SHEET � OF 6 WV1SM 111IER B 1/4' SHIM MAX �TERIDR I 79MAX16-. 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION EXTERIOR PLEASE SEE °GLAZING DETAIL' DRAWING #31-1020-EW-O SHEET 2 OF 6 DOW SILICONE 0995 APMOVFA/o COr,"ywG %MTH 1HE S01TM'411�' VMWAVE . -.uLJUl\ IUUF�\H I IUJvJ. 6- IMAI "" ��•� �O7< -Lym Y67M 7HE " , �Mi n Ea E bf*L�'MC�MM* �� PI raRpLOrylStt�4���LWICE0FF �I h-CEPFitNLElm 6. X 31-1020—Ew—o SHEET 5 OF 6 elnsm miE, UIHLK BUUK PANEL STYLES36 MAX 79 �/I6" �� ®a� I I a0"I Qu MA�0 BLANK TOP 6-PANEL 4-PANEL 9-PANEL 4-PANEL 10-PANEL Iu-PAN[L OTHER SIDELITE STYLES 30" -I I¢ MAX 79 J/16" 0 - M X • SL-10 SL-20 SL-30 SL-60 SL-50 SL-SOD SL-69A SL-698 PD-1 PD-2 PD-3 PO-1 PO-5 PD-6 PD-7 PO-0 00 goo 00 00 ELUSt1 B-PANEL CROSSBUCK 12-PANEL 4-PANEL p p ETEBROV 5-PAN<L 5-PANEL V/SCROLL . ErEBROV VISCRDLL o a SL-69C SL-25 SL-55 SL-300 SL-40 Od 0o as oo �o PO-9 PD-10 PD-II PD-12 00 PD-18 PO-19 PD-Zu PO-21 PD-22 PD-23 PO-24 PD-25 PD-26 PO-27 op ❑o �aO Lr � ❑p qq PO-35 PD-36 PD-37 , PO-30 PD-39 P➢-40 PO-41 Pp-42 PD-43 P0.43A PO-29 41 �0NO 9=3 ❑❑ 0 5-PANEL 5-PANEL CTEBROV 0 SL 90A SL-908 SL-gx SL-308 SL-3DC SL-70 f SL-p0 ® DD DD DD ao Qa a d PO-13 PD-14 PO-15 PD-16 PO-17 Lill Lill uIllLIA u z 3 i3 PD-30 PD-31 PD-32 PO-33 P0-34 p w '91 k TWIG tl[ aR; PRFMD N Y - MI _, ...w., SII L .ITTtRSpI . Y S T M � ' P1, c fS 6676t 31-1020-E SHEET 6 OF 6 uym ton Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Tomas Ponce, P.E. Design: Matrix Analysis Sanford FL 32771 1005 Vannessa Dr TEE-LOK software (407) 321-0064 Fax (407) 321-3913 Oviedo, FL 32765 FL PE # 50068, PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO2201 22 134 CROWN COLONY WAY ORLN-CRC GTNA4 LEFT GEORGETOWN A 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 ASCE 7-98. These trusses are designed for an enr_tncPrl hiii1dinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 37 Layout 10-17-00 H 1-9-02 Roof Loads - VT 4-11-01 H1 1-9-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 J 1-9-02 A 1-9-02 J1 1-9-02 Al 1-9-02 J1A 1-9-02 A3 1-9-02 J16 1-9-02 Total 33.0 psf A4 1-9-02 J 1 C 1-9-02 A5 1-9-02 J1D 2-9-02 N0011 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" A6 1-9-02 J2 1-9-02 A7 1-9-02 J3 1-9-02 B 1-9-02 J4 1-9-02 B 1 1-9-02 15 1-9-02 62 1-9-02 J6 1-9-02 B3 1-9-02 J 7 1-9-02 C 1-9-02 C2 1-9-02 C3 1-9-02 D 1-9-02 D 1 1-9-02 1-9-02 1-9-02 _D2 D3 D4 1-9-02 D5 1-9-02 E 1-9-02 INV # DESC QNTY DATE: FEB 2 5 2003 18331 EHUH26 g 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 18336 EHUH28-2 1 SEAT PLATES 141 0 b b 6 26-0 a 24-0 �6 J4 N Ila rn J6 I J4 c�1Zt �LS11l�SC4, c���+s15L5c�J J2 JOB NUMBER:GT2A4 CUSTOMER: REVERSED JOB NAME: GEORGETOWN 1 8 2 A 4 I DRAWN BY. p DATE:10-17-00 I PITCH: 6/12 O.H.: 12" BEARING: 8" LOADING: 33ps( lo SET' D' GIRDER 4" OFF INSIDE.OF WALL I — — — — 7` � N a rn 2 D5-1PLY T IJ26 HANGER R D4 / R IJ26 HANGER \ D3 D D2 D2 D 1 D1 D1 D1 I V ME CEILING D1 I D-2PLY 1'D �= i N° z 0 \ I { 11 I 4 2 J J J J 1I 11 1)4 3 5 7 VT25 H D D D D D I cn I z m \ EILI ni Id, 0 VT24 D Bpi VT23 D � 2 �I I VT21 a D � rn 1 VOL -0 ao co coW N w a 7-0 � J I I I I I I I I LUM EI ING J J J LUME CEILING J ODD SPACE 1 02 J4 J6 vrinI I 148 _ rn a N _ _ _ _ yl V715B w L G-rCV1I1L VIID LC_ J I 19-4 b FEB 2 5 2003 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES c is the resoonsibility of the instaflertbuilderbuildina contractor, licensed contractor, •ectororerection contractor) to properly receive. unload, store handle install and 'ace metal plate connected wood trusses to protect life and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof orfloor. These recommendations are Ised upon the collective experience of leading technical personnel in the wood CAUTION` The 1-_,L:17ider, building contractor, licensed`; cofioactor rc:ctororerectiorcontractorisadurseii „} > Dbtain and I e clthe entire booklet "Comrnentar", t r1c; I ecw-17enu`fions for Han.lrrng, lnstalirng i 3F�2c no PAc .a! IF1te06nrlect6dVVocd T rUSses HIt�,L r-on-, Tr ssPlate.lnsiitude. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAU T iON Alltemp- rarybracincshould be no less lr� 1 r1 ti fEu f than cwad+tnarke y�t(umber. Ail,corne Hors §i retyt� lay: i { should be rnadg`� �fiau` uin of 2-1o"d nails. Al! trubses 2SSCSf1]er OntCe fer or IeSS. A►l multi -ply i; F.i trusses ;f.ould t corm teci to ether.ir. actor- . , . ( dal7 G VJit'l Ci@S!_ LraV'JInC S' prlOr.tO rn taiiatio ?, TRUSS STORAGE � vriiJT10N Trilsses should not be.' unloadad on rough terrain or un ever, surfacaQ which could cause damage to the truss. t"ytj'1741 Y' - �I I� {RNl G�.,Do�I o bre a(I dlr� IrliCll rnstatYafiort� '' ��'r .l � ��'P.YI��>z°M� y ��beglns�Ca�Ire�.,�65should;�xe��i��-d �I i�an'ry'in"���g'� e Frame 1 j or less or less Tag Approximately Approxima at ly� Tag Line" � truss length 1/2 truss length Line Truss spans less than 30'. Llftif the 1 Spreader Bar attat sling Toe In �� 1 .—Toe In etc. Less than or equal to 60' Spreader Bar Toe In Less than or equal to 60' 12' �`: N EL;IzIDIN NT GI � K�kt anny?41S '4z ,J�r1§sb I. �?Pae It - Ir Strongback/ SpreaderBar Tag Line Strongback/ SpreaderBar LGROU'I!D BR' C1. G "BUILDI1VC"EXTFMI R _.. Plan \ r Blocking ' Ground Brace Verticals (GBV) Typical horizontal tie member With multiple stakes (HT) jr"russ of bra, cup of truaee (EB) Frame 2 12 —, 4 or greater G 400 GNe��lla,�lh�,TOP �H CHORD II' hlhl,I ,QMWIMUM � r ,�6„111 I t l ATERAY.'E�ACE°j DIAGONAL BRACE SPACING h + " SPAN. 7 flf ll� I I�, pM1PI�TCHgh� i J,, imlf��qf"p q i SPACIFIGLB�r)y (DB II NI� S) h��''G°! #trusses i„C4,kifu�b"�:Iw', I, f flf,il .' hx6t I�: ,yrb"'tiehi4�!ti*' U to 32' 4/12 8'1 20 1 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer n �5�'�?o \ `• tip I. t � I Y, � � . fi Top chords that are laterally braced can buckle / N,.r• ,'�• togelherand cause collapse if theta lano dingo- i i• yp5�1� 6 I,. nal bracing. Diagonal bracing should benailed ff�y to the underside of the lop chord when purline / �\' ti'r Ijl` q [• ,fir are attached to the lopaide of the top chord. ��r.i �� WARNING: Failuretofollo,4theserecoM severe personal injury or.darnage to,trusses TOP CHORD 4 MIPdIMUNf TOPCHORDif"iil,li,l DIAGONAL BRACE li II ; ".: I PITCH iii 11 °�ili LQ rERAL BRACE SPACING (DB�) SPAN IDIFFERENCE [,', trusses] �SPACMG(LBS):I! SP DF. SP..F/HF uc to 28' 2.5 7' 1 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 1 5 3 Over 60' See a registered professional en I eer Jr - uouglas t-Ir-Larch iF - Hem -Fir Continuous Top Chord Lateral Brace Required r 10' or Greater ___L Attachment Required - SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. ur - u.ouglas rjr-Larcn SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Greater K Attachment Required --/ PiTCFU;TRUSS oulC reSLI1 I; -I has, 12 i Top chords that are laterally braced can buckie ,I � together and cause collapse ifthere isnodiago. ,<< Gj nal bracing, Diagonal bracing should be nailed �ry to the underside of the fop chord when purlins are attached to the topaide of the top chord. SCISSORS TRUSS I Frame 3 4SP "Fm, LT LIS it I i 14 J, isp/ uussbracin eacl gpMo IIII�I,I� I �I'I!I 'NI I � °I I,�I, � I+ I i � TOP'G ORk7 I TOP C O �D g�o�tl `Oe '��'��I�RAC , N H F,!i'i0111 Up to 32' 3 81 16 10 Over 32'- 48'1 42" 1 6 1 6 4 Over 48'- 60'1 48" 1 51 — 4 - 22 Over 60' 1 See a registered professional engineer DF 7 Douglas-Fjr-Larch SP - Southern Pine..- HF -Hem Flr -,:Sprbc&-Pine-Fi -- 65 7' -7— 'v- E . .... . . . . ...... The ,end :;,�!,-l�,*�,jl for cantilevered trusses must plplace,ci on verticaly W im w e " f" -, ` the support: tit VO F NOTICE "I" PgCH Nil Top chords that are laterally braced can buckle togetherand cause 'ollapse ifthere lano diago• nal bracing. Diagonal bracing should be nailed fothe underside of the top chord when purlins are attached 10 the topside of the top chord. I A- 1 4. I% O l NJ Ai 41. IM MOa O"P.M1 T k 114, —XIIIZU Mill 3. - Continuous L Top Chord H 0 R r & Lateral Brace Req uired tl Top chords that are laterally ra can bucklll ;J.. M togetherand cause collapse Itthere isno diago. 10' or G reate nal bracing. Diagonal bracing should be no led to the underside of the top chord when p rlin are attached to the topside of the top Attachment Y.� Required im-, zA 11.11 ....... I. . W. essi 7 SP J -3.0 or greater V Continuous jr aril' u4 Top Chord j Lateral Brace Required 10" or Greater ... ...... .. ,H ;i Attachment eq-jlrea Q". R W-, 4, I , 4 .i L % 4 i^ rrf ii d �+ 4 w 4 Ild III, i (Iloa,,� 1 7 SPAN N ',MA ,GY ! I ! ! f d I I! t ' I it I I r �i l� i:1lf�ill;([II , f�!IIFIIMUM�! CH tll1 �HPh41 ! F�I,Iil�Fl4: h I, e, I iIu 4! i t �H I • u y FIh���aUhml�����1;' ATOP l CHOR TERAL BRACE SPACINGlLBS} 'PIusx':$N" t" , TOP C O KII�. Mang CE i i s hmal RIM, , SP 'CING:! DBSy'� h[�#`trussesj,l SP-DF I SPF HF U 20 24' 3/12 8'1 17 1 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 1 6' 6_14 Ut- - Uouglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togetharand cause collapse ifthere !a no diago- nnlbracing. Di 8 gonal bracing should be nailed to the Underside of the top chord when purling are attached to the topside of the top chord. iUtONGTF;USS'' R Y 9rt `F"YS+r �`} M�fyl��Vi��'�• ` } ! 1 ". � � k 'u�,latlu;�•4' �,�� i�i , .r ri S"E PLUMB I 1 I Truss 1 Depth D(in) I �> G' ¢gym yC° �c \• INSTALLATION TOLERANCESi�j; u D/ft ",4" 1 '2" 2'4" 3' W1550 4'1/4" 5'1/2" 6'3 4" ' g' 9' 1� Lesser of D/50 or 2" =14 Maximum Plumb Aisplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. ,n :�i xktr!',.',.f: a'• .'�`� �„�tk1A _ .he - �atl>z, i ��fi.'u 4 � -�.� . '. Frame 6 L(In) 501' 1 4" 4.2' 00" 1 " 8.3' 150" 3/4" 12.5' 12 \71 greater �\ 8' All lateral braces lapped at len-s', trusses. Continuous Top Chord Lateral Brace Required T � � 10' or Greater Attachment Required --� Bow L(in) Lesser of L/200 or 2" L(in) ,. L'200 L(fi) 200" 1" 16.7' 250" 1-1 /4" 20.8' OUT -OF -PLANE INSTALLATION TOLERANCES. MARONDA SYSTEMS WO: VALLEY SET TI: VT . QTYA DESIGN INFORMATION This design is for an Individual building component and has been based an Information provided by the ellenL The designer disel-Ims any responsIbUlty for damages as a result of faulty or tncorroet lnformauoo, specUlaUara and/or design fumiehed to the true. designer try the cticnt and the correctness or accuracy of tbLs Information as It may relate to a spe- cific project and accepts no responslbWty or ucrclsn no control with regard to Fabrtra- t1m handling• shipment and Installation of tresses. This truss has been deigned as no Individual building component In accordance with ANSI/!PI 1-IW5 and NDS-97 to be heorporate& as tart of the building design by a Building Designer treptered architect or pmfessiorml engmeer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In ageemcot with the local building codes, local climatic records for wind or am — )cods, prgect speeUlauons or special applied Icods Unless shown, truss has not been designed for storage or occupancy leads. The design assumes compression lards (top or bottom) are continu- ously braced by sheathing unless otherwise specUlc& Where bottom chords in tension are not fully traced laterally by a Property applied rigid ceUing, Uicy should be braced at a m-from n spacing of I0'-0- a.e. Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A GM. Grade 40, ulna otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricate. plans and to rcahre a comtmulmg responsibility for such verb noation. Any dbuepantles are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or dislortcd grain. Members shall be cut for Light fitting wood to wood tearing. Can- meetor plates shall be bated on both ham of the vuss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate to 5- wide It 4' long A 6xS plate b Ir wide x 87 long Slots (holes) run parallel to the plate length speNled. Double cuts on web members shall meet at the eentmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based an the forces shown and may need to be racmased for 4ertain hand. [lug and/or uection stresses. This loos is not I. be fabricated with lire retardant treated hrmber unless otherwise shown. For additlonal Information on Quality Conbd refer to ANSI/IPI 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 handfed with particular are during banding and bundling delivery and tnstaUatI n to avoid damage Temporary and permanent bracing far holding trusses in a straight and plumb pos- Won and for reslstrng lateral forces shall be designed and installed by others. Careful hand- Ung Is essential and erection bracing b always required. Normal preauthm iy action for trusses reWbrs such temporary bracing during hxstalLstion between b-- to avold toppling wed dornmoing. The sup—lblon of aeetlan of trusses shall be under the control of persons c:xperieeed in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any Umc. No Loads caber than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed MONO VALLEY VALLEY TRUSSES COMMON VALLEY VALLEY TRUSSES ITYP SUPPORTING TRUSSES 11 II II SUPPORTING TRUSSES ii u (TYP.) II II VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. (i) WHEN DIGAONAL WEB PRESENT USE 4X8 PLATE (1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE # 2x4 # 2x4 OR 5x6 OR 46 316 VALLEY MEMBERS AT DIAGONAL WEBS t 4x6 3x6 46 24 - O.C. (TYP) OR REQUIRED WITH SPANS 2:4 3x6 GREATER THEN 28-0-02x4 prf* VARIES 2x4 4 , UP TO f t2 0.0.1 axe 2x4 2x4 2x4 2x4 4x10 2x4 axe 2x4 2x4 1.6 3x6 OR 316 OR 2x4 t 4x6 OR t 418 MAX. 6.0.0 O.C. (TYP) # 2x4 MAX. 6.0.0 O.C. (TYP) MAX TRUSS SPACING ti —1111" BELOW 4e • O.C. 1.4 SPANS UP TO 60-0-0 �I TOP CHORDS: 2X4 SP #2 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 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES.ARE TL20 GA =, FED PER ANSMI 1-1995 Cont. Support Studs (jD 6-0-0 ox. Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENOROOK CI'.OVIFDO.F L32r66 Design: Afatrir Atadysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing ear slmUar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is far lateral support of truss members only to reduce buckling IengUt. Provisions must be made to anchor lateral bracing at ends and spmffied locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB•91 of TPII. Trluss Plate Institute, TPI. b located at 583 D'Onofdo Drive. Madison. Wisconsin S3719). JOB PATH: C:I7:':'F.•1.0XU0BSCA;,'1-.' I, ..':::BS Eug. Job: Dwg: Dsgnr: TLY Cbk: WO* VA LE Truss ID: VT Date: 4-1.1-01 TIC Live 16.0 psf DurFae - Lbr: 1.25 ' TC Dead 7.0 psf DurFae - Pit- 1.25 • 11C Live 0.0 psi O.C. Spacing: 24.011 BC Dead 2.0 psf Design Criteria: TPI Code Desc: TO'V&L 25.0 psr V:06.29.00- 8302- 37 UrX- fY 77M HIP B MARONDA SYSTEMS WO: HIPDETAIL DESIGN INFORMATION This design is for an Individual bu8dbng component and has bean bused on W.mn.Uon provided try the client. The designer disclaims any respoosamq• far danrase.... esalt or faulty or Incorrect bdonnatlon, speclllcotmn and/or designs furnished to the Ines designer by the client And the correctness or accuracy err this Infamatoa. as n may rebte W a spo- cdk project and accepts no tesponsibMly or terebo no control -f b regard to fabrta- lbn. hundlI ng. shipment and Instalbtion of I t. This lhuse Imes been dealgned as an badivldual building component In accordance with ANSIrM 1.1995 and NDS-97 to be b, pirated es part or the building design I.y a Sanding Dnlgner Iregrbtered arehneet.•r prolessloml engtncer). When reviewed for nppro,al by the building designer• the design hadinga shown most be checked to be sure U,.,t the data shown are In agreement wilh the local building codes. local climaticrecords for wind or snow lords. project speelflotlorn -special applied toads. Unless shown, truss has not been destgicd for storage or occupancy loads. The design assumes eompressbn chords (top or bottom) are conUnu- -sly broad by sheathing unless othena-b. spee0led. Where bottom chon la In tension are not fully braced Literally by a properh• applied rWd aWng, apthey should be broad at a madmum acb,g of 10'-0' o.c Connector plates shall be manufactured horn 20 gauge hot dlppcd gahant:ed steel meeti,4 ASTlt A 653, Grade 40. unless ot.enwe show. FABRICATION NOTES Prior to fabrlcaUon, the fabrle,tor shall review this dmainng to henry that this drawing b In mnfom once w11h the labrfalnes plus and to reable a continuing responsfbnlay for such ice, nmt1on Any d6acpando we to be put In =lung before cul Ung or (abriatlon. Plates shall not be bnstnt ed or er knotholes. knots or distorted grain. Men.bers shall be cut for U15it tldng woad to wood hearing. Con- nect., pinto elan be bowled on hnnh faro or• Une truss with nags fully Imbedded and shall be sym. about the jotnl unless olhenvise sbown. A 5x4 plate B 5- wide x 4- long. A 6sS plate b 6' wide x lr long. Slots tholes) .nn paralk:l to the plate length specified. Donhle —is on web member shall meet at the -..hold of the webs unless otherwise shmvn. Connector plate sues are minbnwn 311cs based on to maces shoum and may need to be Increased (or centabn hand- Un.g and/or c"'I1"n snore. This truss b not to be fabricated with tire reta,nbnl treated lumber unless vUern be shown. For additional Wonruuon rot Quality Control reicr to ANSI/Tvl t-1995 PRECAUTIONARY NOTES NI bandng and creetton recon.mendallons are to be follmrcd In accordance ..ith'Handitng WbhWng A Braclnf• HID-91. Trusses are to be hurdled with parUeutar core during banding and bundlb% deth,c y and mstaUaUen to .,old damage Tanponq• and penau,ent bnctng I- holding musses lo a straight and plumb pcs- Won and for resbtb,g lateral bases shall be designed and Installed by others. Careful hand - Unit b r tIal and erection bracing Is oh Sys required. Normal precautionary action for trusses requires such lempointy bracing during bstall.Uon between trusses to arold loppUng and doahahotng. The ..penis'"' of chador of tnsso shall be under the contn4 of pcnons experienced in the I clan um, of trusses. Professional advice shall be sought If needed. ConecntroLim, or cars".1.1 n bads greater than the deslgh, bails shall not be applied to Intsso al nay Wass. No herds other tan the weight r•f the erectors slut Ir. appled to brasses hnn,w aver au lasterrohg an.l laadng is cmnpkrcd. HIP GIRDER 2X - OF TI: HIP QTY:1 BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. OSB" NOT TO EXCEED 24"O.C. 0 BE NAILED TO TRUSSES w/ 12" ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING TYPICAL BLOCKING ll ®R S l EA JL J/- J+l I V V.Jr ON V STEP HIPS IPS WARNING: READ ALL NOTES ON THIS SHEET. Eug. Job: V7 HIPDETAIL Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: HIP CONTRACTOR. Dsgnr: TLY Chk: Date: 10-20-00 4005 MARONDA WAY BRACING WARNING: TC .Live 16.0 psf DurFac - 0 ' 1.25- SANFORD, FL. 32771 Bracing shwas on thli dm,ving is urd "'Ilion bmdnq, wind bracing portal brarjnp• or'lamb, brndng whfeb Is a part of the building design and a•Itkh must be tonslden_J by the building deslgner. Bracing •f C Dead 7.0 psF DurFae -Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 ' shorn b for klcml support d crux member mash• In induce bucWi,g length. RmUlmn must be 13C Live 0-0 pSC-C- SpaCi119: 24.0" TOMAS PONCE P.E. made to anchor lama) bracing at ends and specUMd IaesUons determined by the buUdb,g destggnmr. ADBSI ddltloaslbracing ofthemera9structure mar1.required. IS- 1nB-91afTP0. BC Dead 10.0 psi g Il Crlterla; %PI LICENSE p0050068 1990 GREM0R00KCr.l7V1eDG.FLs77sa Vrvss Plate Institute. TPI• is heated at 533 D'Ont4do Dtve Madison. W13consln 5371% Code Desc: TOTAL 33.0 )sf 558no!Fn: - 29 Morris Ana/rib " JO, T.•112• Cai._FLOtVORSCarGI: LJY,UODS JB: GEORGETOWN A 4AC: 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 tnforwtion, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this tnfonnation as it may relate to a spe- cific prgeci and accepts no responsibility or exercises no control with regard to fabrics. tion, handling, shipment and Installation of Dusses. This truss has been designed as an individual building component In accordance with ANSI/TPI I.1995 and NDS-97 to be incorporated as Part of the building design by a Budding Designer (registered architect or professional cnglneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Inds, Project specifications or special applied loads. Urdu shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced literally by a prop" applied rigid telling, they should be braced at a rna_dmum spacing of I V-(r 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 conforrnance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc 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 wind to wood bearing. Con. nector plates shall be located on both face of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6- wlde x 8' long. Sk L% (holes) nun parallel to the plate length specified. Double cuts an web members shall meet at the centrvld of the webs unless otherwise shown. Connector plate sizes are minimum slzcs based on the forces shown and may need to be increased for certain hand- ting 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 Q 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 - Man and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Nornal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppWg and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 92# MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.59" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.29" RMB - 1.15 9-9-2 0-4-7 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type= L= 50.0ft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 244# TI: A 9TY:3 == _ __======----- Joint Locations===-==== 1) 0- 0-0 5) 23- 9-12 9) 26- 8-13 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 3) 12- 1- 4 7) 35-11- 8 11) 9- 2- 3 4) 17-11- 8 8) 35-11- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 -244 -57 BOT PIN 35- 7- 8 1233 0 -92 BOT H-ROLL ..TC... FORCE ... CSI 1- 2 -3629 0.73 2- 3 -3431 0.74 3- 4 -2546 0.53 4- 5 -2546 0.53 5- 6 -3439 0.74 6- 7 -3640 0.71 ..BC ... FORCE ... CSI 12-11 3281 0.99 11-10 2956 0.77 10- 9 2959 0.77 9- 8 3292 0.98 Ilk 17-11-8 18-0-0 1 2 3 5 6 7 6 000 -6 00 4X6 3X8 "Au 3X8 3.00 -3.00 9-4-3 0-41-3 �L 0-7 080 1k 174-0 174-0 11 1 11 10 1186# 7.50" 181 1233# 8.00" 35-11-8 1-0-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (I R0 11-11) scale = 0.1813 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.0NEDOXI-32766 Design: Marrir Analysts VVAKNING: 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 bruchtg or similar bracing which Is a fart of the building design and which must be considered by the building designer. Bracing shwa is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. rfhus Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA77l: C:ITP.£-L0K1J08SIL77A4 Eng. Job: Dwg: Dsgar: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: A Date: 1-09-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - HCS: 11.28.01 DESIGN INFORMATION 7hl3 design Is for an Individual building component and has been based on Information provided by the client. The designer disclabns any responsibility for damages as a result of faulty or Incorrect Information, speciDotbns and/or deslgtu furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cglc project and accepts no responsibility or exercises no control with regard to fabrica- tion. handWi& shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer♦. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building cafes• local climatic records for wind or snow loads. Project speciflotions or special applied loads. Unless shown. truss has not been designed for storage or occupancy foods. The design assumes compression chords (Lop or bottom) are conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenslon arc not fully braced laterally by a properly applied rigid ceiling• they should be braced at a maximum spacing of 101-0' o.c. Connector plates shall be manufactured from 20 gauge ha dipped gahanized steel meeting ASfM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this dmw•bng 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 ever knotholes, knots or distorted grain. Members shall be col for Ught Ailing woof to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wide x 4- long. A &c8 plate is 6' wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This taus 13 not to be fabricated with Me retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcmg and erection recommendations are to be followed In accordance with -Handling Instating & Bracing'. 11IB-91. Trusses arc to be handled with particular orc during binding 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 shag be designed and Installed by others. Careful hand- ling Is essenual and erection bracing is always eq rubed. Normal precautionary action for trusses requires such tempomry bracing during Installation between trusses to avoid toppwg and dommong. 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. Concentruln of construction loads greater than the design loads shag not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. IB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 BOT CHORDS: 2x4 SP #2 2x4 SP #1 D 1,4 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 57# MAX LIVE LOAD DEFLECTION: L/999 L=-0.37" D=-0.40" T=-0.77" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.27" RMB = 1.15 9-4-3 0-4-7 Tr� I 0-7 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type- L- 50.0ft, We, 35.8ft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 243# TI: Al 9TY:4 _= _=_ __= :eJoint Locations=============== 1) 0- 0 0 5) 23- 9-12 9) 26- 8-13 2) 6- 3- 1 6) 29- 7-15 10) 17-11- 8 3) 12- 1- 4 7) 35- 9- 8 11) 9- 2- 3 4) 17-11- 8 8) 35- 9- 8 12) 0- 0- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1183 243 -57 BOT PIN 35- 8- 4 1179 0 -57 BOT H-ROLL -.TC... FORCE ... CSI 1- 2 -3742 0.86 2- 3 -3494 0.69 3- 4 -2565 0.52 4- 5 -2565 0.52 5- 6 -3472 0.71 6- 7 -3711 0.93 17-11-8 17-10-0 1 2 3' 14 5 6 - 0 4X6 3.00 -J L 3.00 --BC ... FORCE ... CSI 12-11 3372 0.92 11-10 2986 0.77 10- 9 2978 0.77 9- 8 3339 0.95 94-3 0-5-3 14AD I06-0 1 174-0 174-0 1 11 10 9 8 1183# 7.50" 1179# 2.50" re 35-9-8 _I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK CF.OVIEDO.FL32766 WfAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bncing 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. Bm ing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (Truss Plate Institute. TPI, Is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). scale = 0.1872 Eng. Job: WO: GT2A4 Dig: Truss ID: Al Dsgnr: TLY Chet: Date: 1-09-02 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: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA , - TOTAL 33.0 psf V:12.03.01- 12A7d- AA .moo rnur. LC11ra-LVAVVOJIV1LA4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A3 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ ===== =====Joint Locations=====____==___= This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 24- 5-12 11) 18-11- 8 component and has been based on Infomwtlon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5-11- 1 7) 29-11-15 12) 17-11- 8 presided by the client. The designer disclaims WEDGES: 2x4 SP #2 continuous) braced unless noted otherwise. 3) il- 5- 4 8) 35-11- 8 13) 16-11- 8 any responsibility for damages as a result of y faulty or Incorrect lnformation.spectBcatlons Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, 4) 16-11- 8 9) 35-11- 8 14) 8- 8- 3 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: h - 15.0 ft, I e 1.00, Exp.Cat.-B, Kzt - 1.0 5) 18-11- 8 10) 27- 2-13 15) 0- 0- 0 bythe client and the correctness or accuracy Support 1 69# Bldg Type. L. 50.0ft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as It may relate to a spe- Support 2 107# in END zone, TCDL= 4.2psf, BCDL- 6.Opsf X-Loc Vert Horiz Uplift Y-Loc Type cgic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: PROVIDE HORIZONTAL CONNECTION PER SCHEDULE exercises0- 3-12 1185 -232 -69 HOT PIN no control with regard to fabdea- L/999 Uon, handling, shipment and Installation of Support 1 232# 35- 7- 8 1233 0 -107 BOT H-ROLL trusses. This truss has been deslgned as an L--O. 39" D=-0.40" T--0.79" individual bullding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC ... FORCE... CSI ..BC ... FORCE... CSI ANSI/TPI 1-1995 and NDS-97 to be incorporated T- 0, 58" 1- 2 -3616 0.71 15-14 3264 0.98 as part (registered architect or professional the building design byes BuildingDesignerr(regtMAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3453 0.68 14-13 3023 0.81 engineer).T= 0.28 When reviewed for approval by the 3- 4 -2687 0.54 13-12 2374 0.69 building designer. the design loadings shown RNID 1.15 4- 5 -2445 0.36 12-11 2375 0.69 must be checked to be sure that the data shown 5- 6 -2687 0.54 11-10 3026 0.81 are in agreement with the local building codes. 6- 7 -3461 0.67 10- 9 3276 0.97 local egrtnallc records for wind or snow bads. 7- 8 -3627 0.70 pruject spectilcations or special applied loads. Unless shown, thus has not been designed for storage or occupancy Inds. The design assume compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 1(y-W o.c. Connector 16-11-$ 2-0-0 17-0-0 plates shall be manufactured from 20 gauge hot Ilk dipped gahanlzed steel meeting ASTM A 653. 1 2 3 G 7 Crude 40. unless otherwise shown. 8 6.00 FABRICATION NOTES -TO-0-1 5X8 5X8 Prior to fabrication, the fabricator shag review this drawing to verify that this drawing Is in conformance with the fabricators plans and to - reallze a continuing responsibility for such vert- fication. Any discrepancies art to be put in writing before cutting or fabrication. 3X4 3X4 Plates shall not be installedoverknotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with na113 fully imbedded and shall be 9 32 sym. about the joint unless otherwise shown - . A 6X8 8-10-3 5x4 plate is 5' wife x 4' tong. A 6x8 plate is 3X4 3X4 6X8 wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web 5X6 members shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes 04-7 6X8 6X8 0 4-3 are ram m sizes based the forshown and may need d to be Increased d for certain hand- ling and/or erection strasp. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shamna . For addltlol 4X6 4-4-0 4X6 Inforn ulon on Quality Control refer to 3X8 ANSI/TPI 1-1995 3X8 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'HandWrg Installing & Bmeing'. HIB-91. Trusses arc to be handled with particular care during banding and bundlin& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. No., precautionary action for trusses requires such temporary bracing during lmtagaUon 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 shag be sought B needed. Concentration of construction loads greater than the design leads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. 0-7 3.00 11 3.00 080 174-0 174-0 11 1 14 13 1 11 ' 10 19 1186# 7.50" 1233N 8.00" 35-11-8 1L, 'M-0 (RO-1111-11) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1813 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDO.FL32766 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 election bmctng, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (puss Plate Institute. TPI, is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss ID: A3 Dsgnr: TLY Clfk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TIC Dead 7.0 psf DurFac - Plt: 1.25 13C 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:12.03.01- 12875- d9 .+..,.x... ......,., .+.....�,., IV. rAln: L:UCC-LUAVUtlJILr1LA4 1ICS. 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specUlcatlons and/or designs hundshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a epe- clfic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of muses. This truss has been designed as an Individual building component in accordance with ANSI/IPI 1.1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered amlillect or professional engtneeri. 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, owes 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 arc not fully braced laterally by a properly applied rigid "Hang, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabric for shall review, this drawing to verify that this drawing Is in conformance with the fabricators plans and to reallm a continuing responsibility for such vert- fication. Any discrepancies are to be put in waiting 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 bcaMg. 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 is 6" wide x 8- long. Slob (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the force shown and may need to be increased for certain hand- Ung 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 arc to be followed in accordance with -Handling Installing & Bracing-, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resbling 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 tnwes to avoid lopp((ng and dominoing. The supervision of erection of trusses stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Con-ntmuon 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. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,6 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 108# Support 2 68# MAX LIVE LOAD DEFLECTION: L/999 L--0.30" D--0.32" T--0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.20" RMB - 1.15 9-3-2 044-3 -L WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt = 1.0 Bldg Type= L= 50.Oft, W= 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# --TC... FORCE ... CSI 1- 2 -2137 0.48 2- 3 -1997 0.40 3- 4 -1560 0.35 4- 5 -1845 0.34 5- 6 -2331 0.34 6- 7 -2684 0.53 7- 8 -3497 0.67 8- 9 -3674 0.68 --BC ... FORCE...CSI 16-15 1853 0.63 15-14 1631 0.47 14-13 1923 0.46 13-12 2254 0.58 12-11 3046 0.81 11-10 3324 0.95 TI: A4 QTY:1 _ _=== _ ===Joint Locations=============== 1) 0 0 0 7) 24- 6- 4 13) 17- 0- 0 2) 5- 3-15 8) 30- 0- 7 14) 14-11- 0 3) 10- 1- 8 9) 35-10- 0 15) 7- 8-12 4) 14-11- 0 10) 35-10- 0 16) 0- 0- 0 5) 17- 0- 0 11) 27- 3- 5 6) 19- 0- 0 12) 19- 0-'0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 -231 -108 BOT PIN 35- 8-12 1174 0 -68 BOT H-ROLL 17-0-0 2-0-0 16-10-0 11 1 2 3 4 7 8 9 5X8 4X6 ••w JA9 exfs rs-s-U 5X6 f°- 74-8 3X8 12.00 I1 3.00 n "16 j5 114 3- I 1236# 8.00" 1-0-0 CCf) AfES (8) 2X4 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 14995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIEDOXI-32708 Design: Almrir Andlysis 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. Provblons 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 IIIB-91 of MI. fl' uss Plate ImIltute, M. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-L0KU0BSIG/7A4 11 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 8-10-3 0-5-3 T�T I 1175a 2.50" scale = 0.1819 Truss ID: A4 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - HCS: 11.28.01 DESIGN INFORMATION This dmlgn is for an Individual building component and has been based on information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect InfornnUon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this InfomwUon 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/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregistered architect or professional englncerl. 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 Berl building codes. local c1lmaUc records for wind or snow loads. pmject specNatlons or speclal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by shathtng unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a properly applied rigid ceWng, they should be braced at a maxtmum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanised steel meeting ASTM A 853. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verify that this drawing is In conformance with the fabrlcatoes plans and to mahze a continuing responsibility for such veri- ncalion. Any discrepancies arc 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 ntting wood to wood bearing. Con. nector plates shag be looted on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x fi long. skits (hots) run parallel to the plate length specified. Double cute on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Information on Quality Control refer to ANSI/M 1.1995 PRECAUTIONARY NOTES All bmeing and erection recornmendatioru are to be followed In accordance with -Handling Installing A Bmetng'. HIB-91. Trusses arc to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bmcing is ahmys required. Normal precautionary action for trusses requires such temporary bracing during Installation between Uusses to avoid toppUng and dommomg. The supervision of erection of muses shall be under the central of persons experienced In the Installation of trusses. Professional advice shall be sought B needed. Concentration of construction loads grater than the design lads shall not be applied to trusses at any tone. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 102# Support 2 140# MAX LIVE LOAD DEFLECTION: L/999 L--0.40" D--0.42" T--0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.58" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.28" RMB = 1.15. 8-3-2 0-4-7 0-7 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/CSC, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type. L- 50.Oft, W- 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 204# ..TC... FORCE ... CSI 1- 2 -3579 0.71 2- 3 -3488 0.62 3- 4 -2920 0.53 4- 5 -3198 0.49 5- 6 -3198 0.49 6- 7 -2921 0.53 7- 8 -3498 0.62 8- 9 -3592 0.70 ..BC ... FORCE ... CSI 16-15 3220 0.95 15-14 3139 0.78 14-13 2625 0.67 13-12 2626 0.67 12-11 3143 0.78 11-10 3234 0.94 TI: A5 9TY:1 == ===Joint Locations=========e:====_ 1) 0- 0- 0 7) 25- 9-12 13) 17-11- 8 2) 5- 3- 1 8) 30- 7-15 14) 14-11- 8 3) 10- 1- 4 9) 35-11- 8 15) 7- 8- 3 4) 14-11- 8 10) 35-11- 8 16) 0- 0- 0 5) 17-11- 8 11) 28- 2-13 6) 20-11- 8 12) 20-11- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-12 1186 -204 -102 BOT PIN 35- 7- 8 1233 0 -140 HOT H-ROLL 14-11-8 6-0-0 15-0-0 1 2 3 5 7 8 9 6.00 _6 5X8 2X4 5X8 3X8 'env 3X8 3.00 I 1 3.00 7-10-3 0-4-3 174-0 11 174-0 11 1 15 14 1 12 11 'lot 1186# 7.50" 1234# 8.0011 f° 35-11-8 1-000 I Rp 11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1813 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOg Cr.OVIEDO.FL32766 Design: Afafrfs Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bmcing. wind bmcing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bmcing shown Is for lateral support of truss members only to reduce buckling length. Pmvistonu most be made to anchor lateral bracing at ends and specified locations determined by Lite building designer. Additional bmcing of the overall structure may be required. (See 111B-91 of TPI). rr-33 Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison, \t'iscetnuln 53719). JOB PA777: C:17EE-LOKVOBSIG nA4 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: AS Date: 1-09-02 DurFac - Lbr: 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: A6 CITY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_=== _ =__ ======Joint Locations=====_______ This design is individual an inddual building BOT CHORDS: 2x4 SP #2 canposite result of multiple loads. 1) =0 0- 0 6) 25-10- 4 11) 21- 0- 0 component and has been based onlnformation WEBS: 2x4 SP #3 All COMPRESSION Chords are asstmled to be 2) 5- 4- 5 7)' 30- 8- 8 12) 15- 3- 8 provided by the cllenL The designer disclaims 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. 3) 10- 2- 2 8) 35-10- 0 13) 7-11- 0 any responsibility for damages as a result of WEDGES: 2x4 SP #2 Wind Case- ASCE 7- 98, MWFRS/C&C, V-125 faulty or Incorrect information.specNcauons mph, 4) 15- 0- 0 9) 35-10- 0 14) 0- 0- 0 and/or designs furnished to the truss designer h = 15.0 ft, I = 1.00, Exp.Cat.-B, Xzt - 1.0 5) 21- 0- 0 10) 28- 3- 6 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type- L- 50.0ft, W= 35.8ft, Truss ----MAX. REACTIONS PER BEARING LOCATION ----- of this Information as it may relate to a spe- Support 1 141# in END zone, TCDL= 4.2psf, BCDL= 6.Opsf X-Loc Vert Horiz Uplift Y-Loe Type clllc project and accepts no responslbWty or Support 2 101# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 0- 4- 0 1236 -203 -141 BOT PIN exercises no control with regard to fabric,' MAX LIVE LOAD DEFLECTION: lion, handling, shipment and Installation of Support 1 203# 35- 8-12 1174 0 -101 BOT H-ROLL trusses. This truss has been deslgned as an L/999 Individual building component in accordance with L=-0.29" D=-0.30" T=-0.59" ..TC... FORCE... CSI ..BC... FORCE... CSI ANSIrMl 1.1995 and NUS-97 Lobe Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2131 0.48 14-13 1848 0.63 as part of the building design by a Building T- 0. 35" 2- 3 -1986 0.42 13-12 1634 0.48 Designer egistered When ct for professional valbyth MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1541 0.37 12-11 1569 0.45 engineer). When reviewed for approval by the building dmlgner, the design loadings shown T= 0.17" 4- 5 -2572 0.52 11-10 3162 0.87 must be checked to be sum that the data shown 5- 6 -2944 0.51 10- 9 3280 0.92 are In agreement with the local building codes. RMB - 1.15 6- 7 -3525 0.62 local climatic records for wind or snow loads, project speclllcatlons or special applied leads. 7- 8 -3636 0.68 Unless shown, truss has not been designed for storage or occupancy leads. The design assume compression chords (top or bottom) are canUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid "illn& they should be braced at a maxlmum spacing of 10'-(- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 03. 15-0-0 6-0-0 14-10-0 Grade 40. unless otherwise shown. 1 2 3 6 7 8 FABRICATION NOTES Prior to fabrication, the fabricator shall review -- 0 this drawing to verify that this drawing is in conformance with the fabricators plans and to 5X8 4X6 reahze a continuing responsibility for such verl- flouon. Any discrepancies are to be put In writing before cutting or fabrication. ' Plates shall not be Installed over knotholes, ..is or distorted gram. Members shall be cut 3X4 3X4 for light titling wool 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 8-3-2 6X8 7-10-35x4 plate is4- 5- wide x long. A 8x8 plate is 6'6X$ wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web 6X 12 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes 0-4-3 re aminimum zes 0-5-3 sibased the forces shown 3X4 and mayyneed to be Increased d for certain twnd- ling and/or erection stresses. This truss Isnot to be fabricated with fire retardant treated 3-7-0 SX6 ' lumber unless otherwise shown. For additional 3X6 3X4 6X$ Inform ANS/'IP on QualityControl refer to b- 7-0-0 -0 3X8 ANSII 1-19.1995 7.53 J1 3.00 PRECAUTIONARY NOTES All bmeing and erection recommendations are to be followed In accordance with -Handling Installing 14 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. Iing is essential and erecton bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the lnstallaUon of trusses. Prufesslonal advice shall be sought If needed. ConcentmUon of construction leads 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. 0-60 15-3-8 1, 5-8-8 144-0 14 13 ilIz I1 10 9 1236# 8.00" 1175# 2.50" �1-0 � 35-10-0 Cd�l7C)PLA' ES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: A6 CONTRACTOR. BRACING WARNING: Dsgar: TLY CU: Date: 1-09-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD• FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing. portal bmeing or stmllar bracing which is a pan of the building design and which must be considered by the building designer. Dmc TC Dead BC Live 7.0 psf DurFae - Pit: 1.25 O.C.Spacing: 24.0" A (407) 321-0004 Fax (407) 321-3913 shown Is for lateral support of truss member only to reduce buckling length. Provisions must be 0.0 psf g TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracing of the overall structure may be required. (See HID-91 of TPO. Dead BC D 10.0 pisr Design Criteria: TPI LICENSE #0050068 [Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA - 189ocaeeneaoOKar.Ov1EDO.FL32766 TOTAL 33.0 psi V:12,03.01- 12878- 52 ueflgn: AfalnX Anafyfiz JOB PATH: CATEE-LOKU0BSIG17A4 11CS. 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an Individual bu0ding 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. specNnuom and/or designs furnished to the truss designer by the client and the cormclness or accuracy of this infomatlon as It may relate to a spe- cifle project and accepts no responsibility or e msrs 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/171 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (mgbtered architect or professional englnmd. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, 1=1 climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. loos has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximurn spacing of 10'-(' o.a Connector plates shall be manufactured from 20 gauge hot dipped grhanized 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 s In conformance with the fabricators pins and to realize a mntlnuing responsibility for such veri- fknUon. Any discrepancies arc to be put in writing before cutting or fabrication. Plato shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood barring. Can. nector plates shall be located on both faro of the tress with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate Is 5' wide x 4' long. A US plate is 6' wide x 8' long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centraid of the webs unless otherwise shown. Connector plate sizes are minimum Sias based on the forces shown and may need to be Increased for Ceram hand. Img and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing @ Bracing% HIB-91. Trusses are I. be handled with particular ore during banding and bundling. delivery and Installation to avoid damage. Temporary and per anent bracing for holding trusses In a straight and plumb pos. Ition and for resisting lateral forces shall be designed and InstaUed by others. Careful hand. Ung Is essential and erection bracing is always required. Normal precautionary action for tosses requires such temporary bracing during Installation between trusses to avold 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 B needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,3,4,5 WEDGES: 2x4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt - 1.0 Bldg Type- L= 50.Oft, Wer 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.32" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB o 1.15 7-3-2 0-4-3 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 346# Support 2 293# TI: A7 QTY:1 -----=e:e: =Joint Locations=====__=_===___ 1) 0- 0- 0 7) 29- 3- 5 13) 17-10- 6 2) 6- 9- 4 8) 35-10- 0 14) 13- 0- 0 3) 13- 0- 0 9) 35-10- 0 15) 6- 9- 4 4) 17-10- 6 10) 29- 2- 9 16) 0- 0- 0 5) 20-11-12 11) 22-10- 8 6) 23- 0- 0 12) 20-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1236 -175 -346 BOT PIN 35- 8-12 1174 0 -293 BOT H-ROLL ..TC... FORCE ... CSI ..BC...FORCE...CSI 1- 2 -2123 0.51 16-15 1835 0.60 2- 3 -1717 0.46 15-14 1833 0.47 3- 4 -1585 0.36 14-13 1473 0.40 4- 5 -2942 0.44 13-12 2240 0.63 5- 6 -2943 0.51 12-11 2800 0.69 6- 7 -3168 0.84 11-10 3336 0.85 7- 8 -3671 0.66 10- 9 3315 1.00 13-0-0 1, 10-0-Ilk 0 112-10-0 1 2 4 5 7 8 5X8 3X6 2X4 5X6 4-5-2 12.00 I 1 3.00 JAu 3X8 6-10-3 0-5-3 17-10-6 3-1-6 -10-1 12-5-8 16 15 14 1 '112 11 10 9 1236# 8.00" 11--0-0117511 2.50n (RO-11-11) I 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR t:r.OVIEDO.rL32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined try the building designer. Additional bracing of the overall structure may be required. (See h1IB-91 of TPI). muss Plate Institute. TPI, Is located at 583 D'Onafrto Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: A7 Date: 1-09-02 DurFac - PIt: 1.25 - O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-L0KV0BS1G77A4 NCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = ==== ==Joint Locations=== _= _ = ==_===== 'nUs design is for an lndMdual building BOT CHORDS: 2x4 SP #2 D composite result of multiple loads. 1)_ '03=0- 0 6) 29- 2-13 11) 13- 1- 0 component and has been lased onimfomnation provided by the client. The designer disclabm 2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 6- 8- 3 7) 35-11- 8 12) 6- 8-15 any damages waresultof WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 12-11- 8 8) 35-11- 8 13) 0- 0- 0 yoriresponsibility rrectIfor faulty or 11lcortel Information. specifications WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, 4) 17-11- 8 9) 29- 2- 1 and/ordesignsfumishedtothetrussdesigner h 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt - 1.0 5) 22-11- 8 - 10) 22-10- 0 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type- L. 50.Oft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis. his information as it may relate to a spe- C.project and accepts no responsibility or Support 1 297# in END zone, TCDL- 4. 2 sf, BCDL= 6. P Opsf X-LOc Veit HOriz Uplift Y-Loc Type exercises no control with regard to fabric- Support 2 344# 0- 3-12 1186 -177 -297 BOT PIN Lion. handling. shipment and Installation of MAX MAX LIVE LOAD DEFLECTION: -.TC... FORCE... CSI ..BC... FORCE... CSI 35- 7- 81233 0 -344 BOT H-ROLL has muses. This truss has been designed as an L/999 1- 2 -3599 0.68 13-12 3242 0.96 individual building in accordance with L=-0.39" D--0.41" T--0.80" 2- 3 -3175 0.82 12-11 3273 0.80 ANSI/TPI 1-19M and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -2813 0.49 11-10 2969 0.82 as part of the building design by a Bulldmg Designer(mgbtemd architect or pofesslnal T= 0 . 55" 4- 5 -2815 0.48 10- 9 3284 0.80 engineer). When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -3178 0.81 9- 8 3255 0.95 building designer, the design loadings shown T. 0.27" 6- 7 -3612 0.67 must be checked to be sure that the data shown arc in agreement with the local building codes, RMB - 1.15 local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy Imds. The design assumes compression chords Itop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a prop" applied rigid ceiling. they should be braced at a maximum spacing of IU-O- o.e. Connector plates shall be manufactured from 20 gouge hot dipped gahmnized steel meeting ASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall rmlew this drawing to verify that this drawing is in confornarace with the fabricators'. plans and to molize a continuing responsibWLy for such verl- (katbn. Any discmpancles 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 looted on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 8' wife 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 ate minimum slur used on the forces shown and may need to be Increased for certain hand- Wlg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional bdornatlon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to amid 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- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary btactng during InsL2llallon between trusses to amid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after oll fastening and bracing Is completed. 12-11-8 10-0-0 13-0-0 11 1 2 4 6 7 0 5X6 3X4 5X6 3X4 3X4 7-3-2 6-10-3 6X12 6X 12 0-4-7 2X4 0-4-3 2X4 �0 4X6 3-1-6 4X6 T- 3X8 3X8 3.00 I 3.00 0-7- f�90-80 12-5-8 9-9-0 12-5-8 11 12 jj 1 9 81 1186# 7.50" 1234# 8.00" 35-11-8 110'0 (Pro-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1813 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 OREENBROOK MOVIEDO.n-32760 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is no erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spectfled locations determined by the building designer. Additional bracing of the oera8 structure may be required. (See HIB-91 of TP91. rrnus Plate Institute. TPI, is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). Eng. Job: WO: G12A4 Dwg: Truss ID: B Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 Psr DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf V:12.03.01- 12880- 5d wages: roar. mrrayas JUH YAIrf: L:IILL-LUKUU8S1UIZA4 11CS. 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = _===_ _=====Joint Locations=============== =1) This design is for an Individual building BOT CHORDS: 2x4 SP #2 D couWsite result of multiple loads. 0 0- 0 6) 30- 3- 5 11) 18- 0- 0 component and has been based on Information 2x4 SP #2 2 All COMPRESSION Chords are assumed to be 2) 5- 8-11 7) 36- 0- 0 12) 11- 1- 8 provided by the client. The designer dbclabns anyresponsibilityfor damageasarnultof WEBS: 2x4 SP #3 continuous) braced unless noted otherwise. 3) 11- 0- 0 8) 36- 0- 0 13) 5- 9- 7 faulty or bicorreel Information, specifications 2x4 SP #2 4,6 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 h, � 4) 18- 0- 0 9) 30- 2- 9 14) 0- 0- 0 and/or designs furnished to the truss designer WEDGES: 2x4 SP #2 h . 15.0 ft, I - 1.00, Exp.Cat..B, Xzt = 1.0 5) 25- 0- 0 10) 24-10- 8 by the client and the correctness or accuracy Bldg Type. L- 50.Oft, W= 36.Oft, Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis Infornallon as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in END zone, TCDL= 4. 2psf, BCDL= 6. Opsf X-Loc Vert Horiz Uplift Y-Loc Type clfic protect and accepts no responsibility or Support 1 345# 0- 4- 0 1233 -147 -345 BOT PIN ,9 no control with regard fabnca• Uon, Uon.handling, shipment and Installation of Support rt 2 347# ..TC... FORCE... CSI ..BC... FORCE... CSI 35- 8- 0 1233 0 -347 BOT H-ROLL muses. This truss has been deigned as an MAX LIVE LOAD DEFLECTION: 1- 2 -3563 0.66 14-13 3203 0.93 individual building component In accordance with L/975 at JOINT # 4 2- 3 -3372 0.65 13-12 3242 0.81 ANSI/7Pl 1.1995and NDS-97 to be Incorporated L--0.43" D.-0.44" T=-0.87" 3- 4 -3571 0.68 12-11 3002 0.67 as part of the building deign orr a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 4- 5 -3571 0.68 11-10 3002 0.67 _ or profesalynal Designer ginJ(registered reviewed englneerl. When reviewed forapprrnal by the for To 0.53^ 5- 6 -3372 0.65 10- 9 3242 0.81 , building delgner, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 6- 7 -3563 0.66 9- 8 3203 0.93 must be checked to be sure that the data shown T- 0. 26" are In agreement with the local building code. local cllr=Uc records for wind or snow bads, RMB - 1.15 protect speclficltions or special applied loads. Unless shown, thus has not been designed for storage or occupancy loods. The cl slgn assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherw1se specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxbnum spacing of lo-O' o.c. Connector plate shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrtmtfon. the fabricator shall review 11-0-0 14-0-0 11-0-0 this drawing to veiny that this drawing is N 1 2 4 6 conformance with the fabrtotor's plans and to rcallze n continuing responsibility for such ven- BcaUon. Any discrepancies are to be put in F 6 00 writing before cutting or fabrication. Plate shall not be Installed over knothole, SX6 2X4 5X6 knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plate shall be looted on loth faces of the truss with nails fully imbedded and shall be T sym. about the Joint unless otherwise shown. A 3X4 5x4 plate is 5' wide x 4' long. A Cub plate is 6' 3X4 wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web 6-3-2 5-10-3 members shall meet at the centrold of the webs unless otherwise shown. Connector plate Size are minimum size based se the force shownan and may need to be Increased for certain hand- 0-4-3 6X 12 3X8 6X 12 0-4-3 Ling and/or erection stresses. Thistruss is not 2X4 2X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to 0- X6 A1/37 3X8 2-7-6 4X6 ANSI/TPI 1.1995 3X8 3.00 j -3.00 PRECAUTIONARY NOTES 080 080 All bracing and erection recommendations are to be followed In accordance with 'liandUng 10-5-8 13-9-0 10-5-8 Installing @ Bracbng•. HID-9 1. Trusses are to 1 13 1 11 1 9 be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing 1234# 8.00" 1234N 8.00" for holding trusses In n straight and plumb pos- and for resisting lateral force shell be II 1 l0 ( RO-11-11) "I I 36-0-0 1-0-0 deliWon designed and Installed by other. Careful hand- (I RO-11-11) Ung is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1.995 0.1763 required. Norval precautionary action for scale = res ary Inlsselation etweenhussestoavoldtnpplingduringIF Installation between louse to nvold loPPlluug and dominoing. The supervlslon of erection of trtlsses shall be under the control of Persons (!M!aronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: A Truss ID: B 1 experienced in the Installation of trusses. DSgty: TLY Chk: Date: 1-09-02 Professional advice shall be sought If needed. CONTRACTOR. Concentration of construction loads greater thnnthedeslgnlmdssha0nolbeappRedto BRACING WARNING: TC Live 16.0 f DurFae - Lbr: 1.25 muses at any time. No loads other than the 4005 MARON DA WAY Bracing shown an 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 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing is for lateral BC Live 0.0 O.C. Spacing: 24.0" is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of truss member 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 ea BC Dead IO psi psf Design Criteria: TPI ru of the overall steture may be required. (See II1B-9i of TPI) .O Code Dese: LICENSE #0050068 (Truss Plate ImUtule, TPI• is located at 583 D'Onofrio Drive, Madison, WiscomiLn 53719). FLA - 1990 GREEN9ROOK Cr.OVIEDOXI-32766 TOTAL 33.0 psf I V:12.03.01- 881- 55 Deign: Marrir Analysis JOB PATH: C.ITEE-LOKVOBSIG 2,44 11CS: 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the mrrectness or accuracy of this Information as It may relate to a spe. clfk project and accepts no responsibility or exercises no control with regard to fabrict- lbn, 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 englneert. 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 clirmUc records for wind or snow loads. project specifications or special applied Imds. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a ru"tmum spicing of W-O' o.e. Connector plates shag be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASfM 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 responslbWly for such veri- fication. Any discrepancies art to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 5)". about the joint unless otherwise shown. A 5A plate Is 5' wide x 4' long. A 6X8 plate is 6' wide x 8' long. Slots (holes) run pamgel to the plate length specified. Double cuts on web members shill 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 Are retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Imtnging & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundWng, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm - Ilion and for resisting lateral forces shall be dealgted and Wtalled by others. Careful hand- ling is essential and erection bracing is always required. Normal preerutlomry action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervlslon of erection of trusses shag be under the control of persons experienced In the Wtallation of trusses. Professional advice shag be sought B needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing b completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 345# Support 2 347# MAX LIVE LOAD DEFLECTION: L/834 at JOINT # 4 L=-0.50" D--0.51" T--1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.56" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 T WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I - 1.00, Exp-Cat.-B, Kzt - 1.0 Bldg Type- L= 50.Oft, W= 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf --TC... FORCE ... CSI 1- 2 -3545 0.75 2- 3 -3510 0.71 3- 4 -4106 0.74 4- 5 -4140 0.65 5- 6 -4139 0.75 6- 7 -3509 0.71 7- 8 -3546 0.76 ..BC...FORCE ... CSI 14-13 3192 0.89 13-12 3143 0.69 12-11 4150 0.88 11-10 3142 0.70 10- 9 3193 0.89 TI: B2 9TY:1 _== _ ===Joint Locations======-----==== 1) Oc 0 0 6) 27- 0- 0 11) 21- 0- 0 2) 4- 8-11 7) 31- 3- 5 12) 15- 0- 0 3) 9- 0- 0 8) 36- 0- 0 13) 9- 1- 8 4) 15- 0- 0 9) 36- 0- 0 14) 0- 0- 0 5) 21- 0- 0 10) 26-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1233 -119 -345 BOT PIN 35- 8- 0 1233 0 -347 BOT H-ROLL 9-0-0 11 18-0-0 9-0-0 1 2 4 5 7 R 6.00 v f-v 3X8 3.00 5X6 3X4 6X8 ;Y6 -6 00 13.00 "AU 3X8 r 4-10-3 0-0-3 0-8 080 l 8-5-8 11 17-9-0 1, 8-5-8 1 113 12 11 10 9 1-0-0 1234# 8.00" 1234N 8.00" -0 �f 36-0-0 1-0-0 (RO-11-11) I is (�-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 scale = 1-11) (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specNed locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 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 osf Truss ID: B2 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrir Analysis JOB PATH: CATEE-LOK1.10BSIG7214 HCS: 11.28.01 1 1 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: B3 QTY:2 DESIGN INFORMATION This design is for an Individual building component and has been based an 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 nu Infonaon as It may relate to a ape- clfle project and accepts no responsib8lly or uem"cs no control with regard to fabnea. .n, handling, shipment and Wtalltion of busses. This truss has been designed as an individual building component in accordance with ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Iregistered 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 in agreement with the local building codes. 1=1 climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10%0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise sham. 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 rcallze a continuing responsibility for such verl- fiotion. 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 W plate is T wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltIonal Information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & 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- Ilion and for resisting lateral forces shall be designed and tnstaBcd by others. Careful hand - Ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bating du6g Installation between tnrsses to avoid toppling and donalnomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of masses. Professional advice shall be sought If needed. Concentration of canstruction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 2,3 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8,10 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. MAX LIVE LOAD DEFLECTION: L/846 at JOINT # 6 L--0.49" D--0.51" T--1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tea 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB - 1.15 T 4-3-2 04-3 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 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC Wind Case- ASCB 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I e 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type= L= 50.Oft, W- 36.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHIDULEa Support 1 1361t Support 2 1359, ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4717 0.17 18-17 4164 0.41 2- 3 -4920 0.23 17-16 4175 0.41 3- 4 -6526 0.19 16-15 4427 0.41 4- 5 -13489 0.32 15-14 8939 0.79 5- 6 -13189 0.50 14-13 13485 0.86 6- 7 -13189 0.38 13-12 8724 0.58 7- 8 -9074 0.43 12-11 7096 0.82 8- 9 -7656 0.38 11-10 6861 0.81 2-PLYS REQUIRED __--- -----===Joint Locations======-==-----= 1) 0- 0- 0 7) 29- 0- 0 13) 21- 8- 0 2) 3-11- 4 8) 31-11- 3 14) 14- 7- 0 3) 7- 0- 0 9) 36- 0- 0 15) 12-11- 4 4) 12-11- 4 10) 36- 0- 0. 16) 7- 0- 0 5) 14- 7- 0 11) 31-11- 3 17) 3-11- 4 6) 21- 9- 8 12) 28- 9- 0 18) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 .-46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 29- 0- 0 TC Vert L+D -46 29- 0- 0 -46 37- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 29- 0- 0 BC Vert L+D -20 29- 0- 0 -20 36- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 29- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2520 -93 -344 BOT PIN 35- 8- 0 2516 0 -346 BOT H-ROLL 7-0-0 22-0-0 7-0-0 1 2 4 5 6 8 9 Q 10X10 6X8 6X8 1OX10 10X10 ---3I'9i 12.00 I 1 3.00 rnU I 0-4-3 3 12-114 7-1 14-2-0 6-7-0 �18 17 16 15 14 13 1 11 10 2520# 8.00" 2516# 8.00" CdM741-0-0 36-0-0 1-0--0- A 'ES (4) 2X4 430# 430N (1 RO 11-11) EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1763 WAKNIN(s: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B3 CONTRACTOR. BRACING WARNING: Dsgiir: TLY Clik: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SAN FORD, FL. 32771 Bracing shown on this drawing is not erectlan bmcing. wind bracing, portal bmctng 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 s for lateral support of truss members on to reduce buckling lees PP" h' R 1T<h• Provisions mast be BC Live o.o Isr 1 O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the overall structure may be required. (Sec HIB-91 of TPII. sro BC Dead to. p Design Criteria: TPI LICENSE #0050068 rrtu is Plate Institute. TPI, is located at 583 D'Onafrto Drive. Madison, Wisconsin 53719). Code Desc: FLA 1"0 GREENBROOK CT.0VIEDO.PI.32760 I TOTAL 33.0 psf _ V:12.03.01- 12923- 9 Derign: Afdrrir Aiwlysir JOB PATH: C.-ITEF-LOWOBSIC77A4 HCS: 11.28.01 I I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C QTY:1 I DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speciflcatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may re to to a spe- etUc project and accepts no responsibility or exerebes no control with regard to fabrlca- ... handling. shipment and installation of tosses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building code. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown. truss has not been deigned for storage or occupancy loads. The deign assume compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maxtmum spacing of 101-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed 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 fnbrlcato's plans and to reallze a continuing responsibility for such veri- UnaUon. Any disempancles are to be put In writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut for Light tilting wood to wool hearing. Con- nector plates shall be located on both faro 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 (hold) run parallel to the plate length specified. Double curs on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sties arc minimum sizes based on the forces shown and may need to rcbe Increased for certain hand- ling and/or ccUon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shorn. For additional Information on Quality Control mfer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail 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 bmallation to avoid damage. Temporary and permanent bracing for holding trusses in a stmlght and plumb pos. Ilion and for resisting lateral force shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to muses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bm" is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,8,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced Unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 332# Support 2 307# MAX LIVE LOAD DEFLECTION: L/999 L--0.26" D=-0.27" T--0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB - 1.15 T 6-3-2 0-4-3 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.-B, Xzt = 1.0 Bldg Type. L= 50.Oft, W. 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf __ == ==Joint L== ocations===_=___ ____ = 1) 0 0- 0 7) 30- 4- 4 13) 15- 4-10 2) 5- 9- 4 8) 35-10- 0 14) 11- 0- 0 3) 11- 0- 0 9) 35-10- 0 15) 5- 9- 4 4) 15- 4-10 10) 30- 4- 4 16) 0- 0- 0 5) 18- 0- 0 11) 24-10- 8 6) 24-10- 8 12) 18- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1234 160 -332 HOT PIN 35- 8-12 1175 0 -307 HOT H-ROLL .TC ... FORCE ... CSI 1- 2 -2133 0.47 2- 3 -1831 0.37 3- 4 -1815 0.36 4- 5 -3574 0.59 5- 6 -3588 0.64 6- 7 -3042 0.59 7- 8 -1248 0.36 ..BC ... FORCE ... CSI 16-15 1849 0.63 15-14 1847 0.46 14-13 1587 0.41 13-12 2547 0.76 12-11 3103 0.81 11-10 1363 0.46 10- 9 26 0.22 11-0-0 k 24-10-0 Ilk 1 2 4 5 6 7 8 5X8 4X6 2X4 6X8 3X6 3X6 3X4 5-10-3 6X8 8X14 3X6 3X6 2X4 3X4 5X8 2-7-6. 2X4 is 6-1044 12.00 1I 3.00 060 P09 154-10 2-7-6 6-10-8 10-5-8 16 15 14 13 112 11 10 9 1235# 8.00" 1176N 2.50" 1-0 0 35-10-0 CdPA ES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: GT2A4 Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C y CONTRACTOR. BRACING WARNING: Dsgfu': TLY Chk: Date: 1-09-02 TC Live 16.0 psi DufFaC - Lbr: 1.25 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 SANFORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral be BC Live 0.0 Ps f O.C. Spacing: 24.0" (407) 321-W64 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See 1110.91 ofTP11. psf Code Dese: FLA LICENSE #0050068 rrruss Plate institute. TPI. Is located at 583 D'Onof to Drive. Madison. Wisconsin 53719). 18e0c"EENaatyogcr.DVIEDO.FL32766 TOTAL 33.0 psf V:12.03.01- 12884- 5 Design: Afarriz Analysis JOB PATH: C:ITF-F.-L0K1J0BSlCr244 HCS. 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on infornatlon provided by the client. The designer disclaims any responslbWty for darnages as a result of faulty or incoreol Information, specifications and/or designs furnished to the truss designer by the chcnt and the conectness or accuracy of this Information as It may relate to a spe- cinc project and accepts no responsibility or c,mm[T no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPi 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, tnrss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.e Connector Plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASMI A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabr ation. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for Light Lilting 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 fix8 plate is 6' wide x 8- long. Slots (hotel) 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 stun are mtnlmaun sues based on the forces shown ma y ay need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated vNth fire retardant ucaled lumber unless otherwise shown. For additional information on guality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing 6 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb pos- Non 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 ((misses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The superviston of erection of trusses shall be under the control of persons espertenced in the installation of trusses. Professlonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to 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: 2x6 SP #2 2x4 SP #2 1 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3,4 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,10 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/847 at JOINT #10 L=-0.50" D=-0.52" Tra-1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.35" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.17" RMB = 1.00 T 4-3-2 0-0-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to he continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC Wind Case- ASCE 7-98, MWFRS/C✓kC, V-125 uph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type-Encl L. 50.Oft, W= 35.8ft, Truss in INT zone, TCDL= 4.2psf, BCDL- 6.Opsf PROVIDE UPLIFT CONNECTION PER SCHEDULE. Support 1 1342 Support 2 1.401� ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4812 0.26 14-13 4241 0.39 2- 3 -6311 0.20 13-12 4268 0.36 3- 4 -6795 0.24 12-11 6395 0.53 4- 5 -12748 0.37 11-10 9275 0.90 5- 6 -8659 0.64 10- 9 12682 0.94 6- 7 -8572 0.39 9- 8 -68 0.46 2-11LYS REQUIRED TI: C3 QTY:2 =====--=======Joint Locations===========___= 1) 0- 0- 0 6) 28- 9- 0 11) 19- 4- 0 2) 7- 0- 0 7) 35-10- 0 12) 12-10- 2 3) 12-10- 2 8) 35-10- 0 13) 7- 0- 0 4) 19- 4- 0 9) 28- 9- 0 14) 0- 0- 0 5) 20-11-12 10) 20-11-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0= 0 -100 35-10- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 35-10- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2485 100 -340 BOT PIN 35- 8-12 2594 0 -300 B6T H-ROLL 7-0-0 11 28-10-0 1 3 4 5 6 G 0 6X12 8XI0 5XR 4X6 RYl n two Jav SX14 6X122 1,-t7-12 3X4 2m' �1 12.00_I 1 3.00 T 3-10-3 0-60 194-0 -7-1 7-94 6-7-0 14 13 12 11 10 g 2486# 8.00" 2595# 2.50° 1-0-0 35-10-0 Cdyi �c) A ES (4) 2X4 EXCEPTAS SHOWN PLATES ARE T14VA"TE STED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C3 CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmcing which is n 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 We building designer. Additional bracing of the merah structure may be required. (See HID-91 of7Pn. rrruss Plate institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psr TC Dead 7.0 psr BC Live 0.0 psr BC Dead 10.0 r 1� TOTAL 33.0 psf DurFae - Lbr: 1.25 DurFac - Pit: 1.25 ,, aCl O.C. Spacing: 24.Ur' p 9 Design Criteria: TPI Code Desc: FLA V; 2.03.01- 12 0- 3 4005 MARON DA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TO MAS PONCE P.E. LICENSE #0050068 1890GRsu+naoollCr.ovmeoo.lasnrde -"•4••- ^•gym+ ,Uri rnrr: t.:uet-1,UKUU&.1G17A4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the client. The designer dlselalms any responsibility for damages as a result of Faulty or incorrect irfortnaUon, 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- cUtc pmJecl and accepts no responslbWly or exercises no control with regard to fabrtca- llon, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtncerl. When reviewed for approval by the building designer. the design Imdings shown must be checked to be sure that the data shown are in agreement with the local building trades, local climatic records for wind or snow loads, project speeifl-Dons or special applied loads. Unless shown, thus has not been designed for storage or occupancy bads. The design assume compressbn chords Itap 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 at a maximum spacing of 10'-0- o.c Connector Plato shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrfotlon, 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 westing 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 shag be looted on both faces of the truss with nads fully imbedded and shag be sym. about the Joint unless otherwise shown. A Sx4 plate b 5' wide x 4' long. A 6X8 plate is 6' wtde x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues one minimum sizes based on the form shown and may need to be increased for certain hand- ti ling and/or erecon stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'llandling Installing A Bracing'. HIB-91. Trusses are to be handled with particular care during landing and bundling, delivery and Wtallatfon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral form shag be designed and installed by others. Careful hand- Ung is essential and erection bracing is allays required. Normal precautionary action for busses requires such temporary bracing during tnstalhtlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons ecperienced In the Installation of trusses. Professional advice shall be sought U needed. Concentration of construction Inds greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x4 SP #2 D 1 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, MWFRS/C4C, V-125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.=B, Rzt = 1. Bldg Type-Encl L- 64.Oft, W= 26-Oft, Truss in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.20" D=-0.21" T=-0.41" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB - 1.15 3X10 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the couposite result of multiple loads. 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 4 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1• 3663 Support 2 4679 -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -14286 0.60 12-11 12671 0.58 2- 3 -14336 0.84 11-10 12476 0.96 3- 4 -9984 0.44 10- 9 12423 0.96 4- 5 -9987 0.64 9- 8 12969 0.96 5- 6 -14293 0.81 6- 7 -14485 0.85 2-PLYS REQUIRED 0 6X8 lux►u TI: D QTY:2 -=--==---=====Joint Locations=======__=_==== 1) 0- 0- 0 5) 18-11- 4 9) 18-11- 4 2) 3- 6- 0 6) 22- 6- 0 10) 13- 0- 0 3) 7- 1- 8 7) 26- 0- 0 11) 7- 1- 8 4) 13- 0- 0 8) 26- 0- 0 12) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 26- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 1- 8 BC Vert L+D -610 7- 1- 8 -610 26- 0- 0 Concentrated LBS Location BC Vert L+D -2595 7- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 6782 -164 -42 BOT PIN 25- 8- 0 8664 0 -44 BOT H-ROLL [1OX10] 3X8 3X10 0a-3 4 6-10-3 F9 F9 26-0-0 12 6783# 8.0011 10 9 8 8664# 8.00" 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA ESfED PER ANSI/TPI 1-1995 scale = 0.2577 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 t a90 GREENBROOK Cr.0V1ED0.rL32760 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dm" b not erection bracing, wind bmcing, portal bracing or similar bracing which is a pan of the budding design and which must be considered by the building designer. Bracing shorn is for Lateral support of true members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the werall structure may be required. (See 11113-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drtve, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgftr: 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 Truss ID: D Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 11.28.01 I ' JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D1 QTY:5 DESIGN INFORMATION This design is for an Indhidual building component and has been based on Information provided by the client. The designer disclaims any mpom1bWty, for damages as a mutt of faulty or Incorrect hdonnaLlon, 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- ctflc project and accepts no responslbWly or cxerebes no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer fregistered architect or professional englneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are mntlnu- ously braced by shnlhtng unless otherwise speclfled. 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 11Y-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 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 reap= a continuing responsibWly for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plato shah not be installed over knotholes. knots or distorted grain. Members shah be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with 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 are mintmum sizes based on the forces shown and may need to be Increased for eeriain 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/TW 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with *Handling Installing A Bracing*, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stralght and plumb pos- Mon and for resisting lateral form shah be designed and Installed by others. Careful hand. ling b essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installallon between trusses to avoid toppling and dominobrg. The supervision of erection of trusses shall be under the control of persons experienced in the insbthatbn of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 76# Support 2 81# MAX LIVE LOAD DEFLECTION: L/999 L--0.19" D=-0.20" T--0.39" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB = 1.15 7-3-2 0-4-3 T�y 1 (1: Plate(s) OFFSET from joint center. The Joint Detail Report lmtst be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of Imtltiple loads. Wind Case- ASCE 7-98, MWFRS/CSC, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt - 1.0 Bldg Type= L. 64.Oft, W= 26.Oft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf = _ ==_____ ===_ Joint Locations=========__== 1) 0- 0-=0 5) 26- 0- 0 9) 6- 8-11 2) 6- 8-11 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 3- 5 4) 19- 3- 5 8) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -164 -76 BUT PIN 25- 8- 0 904 0 -81 BDT H-ROLL -TC ... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -2433 0.43 10- 9 2190 0.63 2- 3 -1817 0.37 9- 8 2199 0.56 3- 4 -1817 0.37 8- 7 2199 0.56 4- 5 -2433 0.43 7- 6 2190 0.63 13-0-0 13-0-0 1 2 4 5 4X6 in 13-8-0 3X8 -- 3.00J1 -3.00 6-10-3 0-4-3 T_ 0-8 1 124-0 11 124-0 10 9 1 7 6 904# 8.00" 904# 8.00" 1-0-0 26-0-0 o-1-0-00 Cd9Mt;; ) PLATS (16) 2X4 (I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2393 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chit: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD. FL. 32771 321-0064 Bracing shown on this drawl" is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building deslgraer. Bracing shown is for lateral TC Dead 7.0 psf BC Live 0.0 f Du rFac - Pit: 1.25 n O.C. Spacing:24.0 (407) Fax (407) 321-3913 TOMAS PONCE P.E. support of truss members on to reduce buckling lees N g by Provisions bracing nude to anchor lateral bracing at ends and specified ybere rdred.locations(determined the building designer. Additions, bracing or me overall awaare may be requited. (see HIM 1 ar TP(1. BC Dead 10.0 f Ps Design Criteria: TPI 9 LICENSE #0050068 (muss Plate Institute. TPI, is located at 583 D'Onof le Drive. Madison. Wisconsin 53719). Code Desc: FLA - 189oOREENBROOKCr.OVIEDO.FLa2766 TOTAL 33.0 psf V:12.03.01- 12888- 6 r.orgn.- mruru Arlalyiu iUv r-AI L:I/tt-LUKUU851G1L44 HCS: 11.28.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect 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- clfic project and accepts no responsibility or exembes no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes, local cllmatic records for wind or snow bads, project specifications or special applied loads. Unless shown, Ina.. has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cm tlnu- 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 bmeed at a maxim= spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AM 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 rwllze a continuing responsibility for such veri- fication. Any discrepancies are to be put in wilting before cutting or fabrication. Plates stall not be installed wer knotholes. knots or distorted grain. Members shalt be cut for tight filling wood to wood hearing, Can. nector plates shall be located on both faces of the trans with nabs fully Imbedded and shall be sym. about thejolnl 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 sties 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 olherwlse shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with 'Handling Irtslallng A Bracing, HID-91. Trusses are 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- It1on and for resisting lateral form shall be designed and installed by others. Careful hand- Itng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Insbillation between trusses to avoid loppHng and dommoing. The supervision of erection of trusses shall be under the control or persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time' No loads other than the weight or the erector shall be applied to trusses untilafter all fastening and bracing Is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,5 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 262# Support 2 262# MAX LIVE LOAD DEFLECTION: L/999 L--0.05" D--0.05" T=-0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB = 1.15 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type= L= 64.Oft, W. 26.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf .-TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -1438 0.42 10- 9 1241 0.35 2- 3 -1009 0.38 9- 8 1238 0.42 3- 4 -1009 0.38 8- 7 1238 0.42 4- 5 -1438 0.42 7- 6 1241 0.35 TI: D2 9TY:3 = =--joint Locations============== 1) 0=== _ 0 5) 26- 0- 0 9) 6- 4-12 2) 6- 4-12 6) 26- 0- 0 10) 0- 0- 0 3) 13- 0- 0 7) 19- 7- 4 4) 19- 7- 4 8) 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -164 -262 BOT PIN 25- 8- 0 903 0 -262 BOT H-ROLL Ilk 13-0-0 13-0-0 11 1 2 4 5 4X6 ��' 3X6 - M 110 904a 8.00" 11-0-0 (110-11-11) I 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREFNBROOK CI'.OVIED0.1I-32760 Derign: Afatrir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or s ridlar bracing which Is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the wera6 structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: CATFF-L0KV0BSIG72A4 0 T 6-10-3 0-4-3 TY� I 904N 8.00" 1-U-0 (RO-11-11) scale = 0.2393 Eng. Job: T A Dwg: Truss ID: D2 Dsgnr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psi DurFac - Pit: 1.25 . BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf V:12.03.01- 12889- 6 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: D3 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the _ = _ _ = ========Joint Locations===========_=== This design b Individual an Inddual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. =1) 0- 0- 0 ' 5) 19- 7- 4 9) 14-10- 4 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 6) 26- 0- 0 10) 11- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 4 continuously braced unless noted otherwise. 3) 11- 0- 0 7) 26- 0- 0 11) 6- 4-12 any responsibility eonemIfor damages asaresult of WEDGES: 2x4 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, 4) 15- 0- 0 8) 19- 7- 4 12) 0- 0- 0 faulty or Inrorrect Information, specifications and/or designs furnished tothe buss designer h - 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt - 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bldg Type- L. 64.Oft, W= 26.Oft, Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may rebte to a spe- Support 1 263# in END zone, TCDL= 4. 2 sf, BCDL= 6 . 0 -263 BOT PIN c1Uc project and accepts no responsibility or Support 2 262# p Opsf 25- 8- 0 903 -140 -262 BOT H-ROLL lion, handling, rong- shipment and Insagallon of MAX exercises control with regard tofabrics- LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE... CSI trusses. This thus has been designed as an L/999 1- 2 -1423 0.35 12-11 1225 0.31 mdhvidualbuilding component in accordance with L=-0.05" D=-0.05" T--0.10" 2- 3 -1106 0.32 11-10 1222 0.31 ANSIrM 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -969 0.19 10- 9 941 0.23 as part of the building design by Building T= 0. 04" 4- 5 -1103 0.32 9- 8 1222 0.31 Desengineer(rcglstered ienreiewedfo a provalby h MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -1423 0.35 8- 7 1225 0.31 engineer). When reviewed for approval by the building designer• the design loadings shown T= 0. 02" must be checked to be sure that the data shwa RMB m 1.15 are In agreement with the lord building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown• truss has not been cl slpted for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenslon are not fully braced laterally by a properly applied rigid ccWng 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. 11-� 4-Q-0 11-0-0 Grade 40. unless otherwise shown. 1 2 5 FABRICATION NOTES a o Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to 4X8 4X6 realize a continuing responsibility for such v l- ficatan. Any discrepancies are to be put In writing before cutting or fabrication. Pates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight fitting wood to wood beartng. Con- 3X4 3X4 nectar plates shag be located on both faces of the tnrss with nags fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6' 6-3-2 5-10-3 wide x 8' long. Slots (holes) run parallel to the plate length spectned. Double cuts on web members shag meet at the centroid of the webs 0-4-3 unless otherwise shown. Connector plate sizes 0-4-3 are mmlmum sins based on the forces shown and may need to be increased for certain hand- ling and/orric erection with stresses. This truss Is not - - _ to be fabricated with floe shown.retardant trcaled 3X6 2X4 6X8 3X8 2X4 3X6 lumber unless otherwise shown. For additional Information on Quality Control refer to 3X6 3X6 ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling InstaWng ® Brachig. 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 stratot and plumb pos- Itlon and for resisting lateral fortis shag be designed and Installed by others. Careful hand- ling is essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during installation between busses to amid toppling and dominoag The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. Con"ntmtlon of camtructlon Inds greater than the dmlgn loads shag not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to tr uses until after all fastening and bracing b completed. M M 26-0-0 12 11 10 9 8 904# 8.00" 904N 9 fin" 11-0-0 (RO-11-11) I I� 26-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/CPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr'.0VIEDOXI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Clik: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing b 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 must be considered by the building designer. Bracing shown is for lateral suppon of truss members only to reduce buckling Length. Provisions must be BC Live 0.0 f ps made to anchor Lateral bracing at ends and specified locations determined by the building designer. Addltlonal bracing of the werall structure may be required. (See Ill"I of TPI). BC Dead 10.0 r frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). TOTAL 33.0 (RO-11-I1) scale = 0.2393 Truss ID: D3 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 1JC318m: A101"Lr A1fd1)'115 JUB PAIII: C:17EE-L0KU08SlG72A4 HCS: 11.28.01 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the wss designer by the client and the conmetness or accuracy of this Information as It may relate to a spe- cine project and accepts no responsibility or exercises no control with regard to fabrico- tion, handling• shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/lPl 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional englncerl. When reviewed for approval by the budding designer• the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes• local climatic records for wind or snow bads• project sPCCNcatlon3 or special applied Inds. 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 property applied rigid ceding. they should be braced at a maximum spacing of l(r-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Bcttion. Any discrepancies are to be put in writing before cutting or fabrmilon. Platys shad not be installed over knotholes. knots or distorted grain. Members shall be cut for tight Btttng wood to wood bearing. Con- nector plates shad be located on both faces of the truss with rails fully imbedded and shall be syni. 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 shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum dyes based on the forces shown and may need to be increased for certain hand- bag and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with -Handbag Installing A Bracing-, HIB-91. Tntssm 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 shad be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection or trusses shall be under the control of persons experienced in the installauon of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight or the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP 42 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 263# Support 2 262# MAX LIVE LOAD DEFLECTION; L/999 L=-0.06" D--0.06" T--0.11" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.15 5-3-2 0-41-3 _T7L. I WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 uph, h - 15.0 ft, I - 1.00, Exp.Cat..B, Kzt - 1.0 Bldg Type- L= 64.Oft, W= 26.Oft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.0psf -.TC... FORCE ... CSI 1- 2 -1433 0.26 2- 3 -1249 0.24 3- 4 -1090 0.23 4- 5 -1090 0.23 5- 6 -1249 0.24 6- 7 -1433 0.26 ..BC...FORCE ... CSI 11-10 1247 0.50 10- 9 1162 0.48 9- 8 1247 0.50 TI: D4 QTY:1 ___ __= _=Joint Locations=============== 1) 0- 0- = 0-=0 5) 17- 0- 0 9) 17- 0- 0 2) 4- 9- 4 6) 21- 2-12 10) 9- 0- 0 3) 9- 0- 0 7) 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 904 -114 -263 BOT PIN 25- 8- 0 903 0 -262 BOT H-ROLL 9-0-0 1, 8-0-0 1, 9-0-0 1 2 4 6 6 000 6.00 4X6 3X4 4X6 'AO 3X6 Ilk 1 26-0-0 11 10 9 8 904# 8.00" 11-0-0-0 904# 8.00" (RO-11-11) I 1 26-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREFNBROOK Cr.OVIEDO.F'L32768 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcing, wind bracing, portal bracing or sbnllar bracing which is a part of the building design and which must be considered by the building designer. Bmcing 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 HI13-91 of TPd. Urtus Plate Institute. TPI, is located at 583 D'Onoftto Drive. Madison. Wisconsin 53719). 4-10-3 0-4-3 100 I� (RO-11-11) scale = 0.2393 Eng. Job: A4 Dwg: Truss ID: D4 Dsgnr: TLY Chk: Date: 1-09-02 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: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf V:12.03.01- 12891- 65 lies. 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on infommtlon provided by the client. The designer &-I urns any responsibility for damages as a result of faulty or incorrect Inf—ton. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information m It may relate to a spe- edlc prolecl and accepts no responsibility or exerclses no control with regard to falulo- tion. handling, shipment and installation of trusses. This truss has been designed as an mdMdwl building component In accordance with ANSI/lPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Deslgner Iregstered 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. local eltrnatic records for ward or snow loads. proleet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by shwlldng unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied do ceding, 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 ASiMI 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 contlnumg responslbUlty for such vert. fkatfon. Any discrepancies are to be put In wriUng before cutting or fabrication. Pates shad not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plate shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 pate s 5- wide x 4' long. A 6x8 pate is 6 wide x 8- long. slats (holes) run parallel to the pate length specified. Double cuts on web members shall meet at the eentnold of the webs unless otherwise shown. Connector pale sizes arc minbnum sizes based on the forces sham and may need to be increased for certain hand. ling and/or erection strum. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional info.Uon on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations an: to be followed in accordance with -Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and Wtalatan 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 uectan bmcmg is always required. Normal p—Uonary action for trusses requires such temporary bracing during installation between tosses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design Inds shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4 Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type-Encl L- 64.Oft, W. 26.Oft, Truss in INT zone, TCDL= 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D--0.13" T--0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 T 4-3-2 0441-3 Ty1 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNRC ITN PER SCHEDULE: Support 1 972 Support 2 972 .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3452 0.50 11-10 3025 0.71 2- 3 -3395 0.37 10- 9 3634 0.94 3- 4 -3066 0.84 9- 8 3025 0.71 4- 5 -3066 0.84 5- 6 -3395 0.37 6- 7 -3452 0.50 TI: D5 QTY:1 ____= __= Joint Locations==========___== 1)0- 0- 0 5) 19- 0- 0 9) 19- 0- 0 2) 3-11- 4 6) 22- 0-12 10) 7- 0- 0 3) 7-0- 0 7) 26- 0- 0 11) 0- 0- 0 4) 13- 0- 0 8) 26- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 19- 0- 0 TC Vert L+D -46 19- 0- 0 -46 27- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19- 0- 0 BC Vert L+D -20 19- 0- 0 -20 26- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1799 -88 -263 BOT PIN 25- 8- 0 1799 0 -263 BOT H-ROLL 7-0-0 12-0-0 7-0-0 1 2 4 6 6 00 6.00 W 4X6 3X4 dab 26-0-0 rn T 3-10-3 0-4-3 7T� I 11 10 9 8 1800# 8.001, 26-0-0 I 1-0-0 (RO-11-11) 430# 430# (RO-1111-11) EXCEPT AS SHOWN PLATES ARE TL20 GA T SCED PER ANSMI ]-1995 scale = 0.2393 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CLOVIEDOXI-32760 Design: Matrix Anaysh WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing Is not erection bracing, wind bmcmg, portal bracing or stmtiir bmetng which Is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only m•reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additional bmcmg of the overall structure may be required. ISee HIB-91 of TPO. (Truss Plate Institute. TPI, Islocated at 583 D'Onofrto Drive. Madison. Wisconsin 53719). JOB PATH.• C:ITEELOKVOBS167-20 Eng. Job: Dwg: Dsgty: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Truss ID: D5 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA - HCS: 11.28.01 JB: GEORGETOWN A 4AC: 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, specificationsand/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wormatlon - It may relate to o spe- cific project and accepts no responsibility or exercises no control with regard to fabrien- don, 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 pmfesslunal engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown arc in agreement with the local building codes. local cllmaUc records for wind or snow loads, project specllleaUom or spcciaI applied foods. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I0'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanUed steel meeting ASlM 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- tication. Any disuepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the truss with nails fully Imbedded and shag be sym. about thejotnt 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 shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated twnber unless otherwise shown. For addlUonal Wommtion on guagly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing & Dractrig'•. HI8-91. 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- 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 requbes such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of eron of trusses shall be under the control of persons experienced in the Insta➢auon of trusses. professional advice slug be sought if needed. Concentration of construction loads greater than the design bads shag not be applied to trusses at any time. No loads other than the weight of the ereeton shall be applied to trusses untilaner all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 FLLLER BOT CHORDS: 2x4 SP #2 WEB: 2X8 SP112 WEBS: 2x4 SP #3 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 1 107# Support 2 249# Support 3 249# Support 4 98# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB = 1.15 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Left and Right End verticals designed to withstand 125 MPH wind. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, ilzt - 1.0 Bldg Type -Part L= 64.Oft, Ws 19.2ft, Truss in END zone, TCDL- 4.2psf, BCDL= 6.Opsf -.TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 22 0.05 16-15 0 0.04 2- 3 66 0.56 15-14 103 0.10 3- 4 -733 0.56 14-13 -80 0.11 4- 5 -733 0.56 13-12 459 0.17 5- 6 66 0.56 12-11 459 0.17 6- 7 22 0.05 11-10 -80 0.11 10- 9 103 0.10 9- 8 0 0.04 TI: E CITY:1 ======_=======Joint Locations======_=_=_==== 1) 0- 0- 0 7) 19- 3- 0 13) 6- 8- 0 2) 1- 0- 0 8) 19- 3- 0 14) 2-10- 8 3) 2-10- 8 9) 18- 3- 0 15) 1- 0- 0 4) 9- 7- 8 10) 16- 4- 8 16) 0- 0- 0 5) 16- 4- 8 11) 12- 7- 0 6) 18- 3- 0 12) 9- 7- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 8- 0 138 -114 -107 BOT PIN 6- 8- 0 544 0 -249 BOT H-ROLL 12- 7- 0 544 0 -249 BOT H-ROLL 18- 7- 0 138 0 -98 BOT H-ROLL 9-7-8 k9-7-8 1 2 3 14 5 6 7 5X8 ....� .r rxu - ...... Sao - 5X8 2X4 riz.00 0-0-0-k 1-10-8 L I 13-6-0 I 1 1 in o 1 ..a .1 u-v 139N 16.00" 14 13 12 11 10 g 544// 16.00 544# 16.00" 139N 16.0011 �1-0-8 19-3-0 ll -0-8 GABL�l�d PLA 'ES (40) 2X4 C/L: 6-8-0 C/L: 12-7-0 (R1--0-4) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 4 Supports scale = 0.3141 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A4 (!M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E CONTRACTOR. BRACING WARNING: Dsgnr: TLI' Clik: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1,25 SANFORD, FL. 32771 Bmcing shown on this drawing is not erection bmc i& wind bracing, portal bracing or slmll. r bracing which is a part of the building design and which must be considered by the building designer. Bra cing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Far (407) 321-3913 shown is for lateral support of truss mernben only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deteradned by the bull" designer. Additional onal bracing of the ovestructure may be requhed. (See HI8-91 of TPq. Dead 10.0 psf Design Criteria: TAdditionaltaB LICENSE #0050068 frtuss Plate Institute, TPI. is betted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA teao c [eer aRoolt cr.ovlet»st ss;ae Urrivrt.• Mnrrfr AnnleJr .ran n.•.�.. .-.,..•....... ... ......-...._.. T07-AL 33.0 psf V 1 2.03 O l - 12 97- 1 HCS: 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on infamnation provided by the client. The designer disclaims any responslbwty far damages as o -It of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correct nw or acewrary of this Information as It may relate to a spe- eme project and accepts no respomibihty or exerdses no control with regard to fabrfta- Uon, handling, shipment and instalbUon 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 prorcmional engineer). When reviewed for approval by the building designer, the d"Ign loading shown must be checked to be sure that the data shown are In agreement with the local building lodes, local cU=Uc records for wind or snow loads. pro)eel specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads The design assume compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a 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 gahanized steel meeting ASIM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing Is In conformance with the fabnotors plus and to man, a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plat" shall not be Installed over knotholes. knots or distorted gram. Members shag be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both face of the truss with nags fully Imbedded and shag be sym. about the Joint unless othenvse shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6' wide x S long. Slots (holes) con parallel to the plate length specified. Double cuts on web members shag meet at the centrofd of the webs unless otherwise shown. Connector plate size are minimum sizes based on the forces shown and may need to be increased for certain hand- Ung and/or erection stress". This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guauty Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erecuon recommendations are to be followed in accordance with'Handling InstaWng 6 Bracing-. HIB-91. Tosses are to be handled with particular care during banding and bundling, delivery and Installation to avoid da,nage. Temporary and permanent bracing for holding tosses in a straight and plumb pos- Man and for resIsUng lateral force shall be des"ed and Installed by others. Careful hand- ling I.essential and erecUon bracing is allays required. Normal preautlonary action for trusses requbcs such temporary bracing during Instigation between trusses to amid toppling and dominoing. The supervision of erection of tosses shall be under the control of persons experienced In the installation of lnsses. Professional advice shall be sought If needed. Concentration of construcUon bads seater than the design loads shag not be applied to trusses at any time No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 . 116 Support 2 225 MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 4-3-5 0-3-15 1 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Kzt - 1.0 Bldg Type-Encl L= 64.Oft, W= 9.9ft, Truss in INT zone, TCDL- 4.2psf, BCDL- 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -391 0.47 5- 4 -516 0.59 2- 3 -55 0.40 TI: H QTY:4 __=___==_=====Joint Locations======__=====e:= 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lox Vert Horiz Uplift Y-Loc Type 0- 5-11 214 102 -131 BOT PIN 9- 9- 0 417 0 -99 BOT H-ROLL 9-10-13 1 2 3 I 4.24 3-9-15 9-10-13 I I 5 215N 11.31" 417f/ 2.50" 1-51-5-0� �(R1-4-12)�-12)� 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TPI 1-1995 scale = 0.4912 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDO.rL32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not en cuon bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. muss Plate Institute. TPI, is located at SM D'Onafrio Drive,. Madison. Wisconsin 53719). Eng. Job: DWg: Dsgilr: 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 Truss ID: H Date: 1-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA - HCS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. speclficattons and/or designs furnished to the truss deslgner by the client and the corectness or accuracy of this Information as It may relate to a spe- dfic project and accepts no responsibility or exerelses no control with regard to fabrim- tion, handling, shipment and Installation of trusses. This truss tuts been designed "s an Individual building component In accordance with M sirlFI 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 ate In agreement with the local building codes. local climatic records for wind or snow loads. Project speciscations 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 ate not fully braced laterally by a property applied rgld ceiling, they should be bmmd 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 fabrrator shall review this drawing to veiny that this drawing Is in conformance with the f2brtoloe3 plans and to realize a continuing responslbWty for such ver- firrtion. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight ntting wood to wood bearing. Con. nectar plates shag be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs urdesa otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Inveased for certain hand- ling "nd/or erection stresses. This thus Is not to be fabricated with fbe miardanl treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling Installing & Bracing'. HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttbn 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 reglikn such temporary bracing daring Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shah be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time No loads other than the weight of the ercctors shall be applied to trusses until after all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x6 SP #2 Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h . 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt = 1.0 Bldg Type-Encl L- 50.Oft, W. 9.9ft, Truss in INT zone, TCDL. 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T--0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 WO: GT2A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 114 Support 2 227 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 785 0.52 5- 4 -943 0.74 2- 3 -55 0.36 TI: H 1 QTY: l ______========Joint Locations===— ========== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 3- 3 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF TO TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 5-11 211 114 -130 BOT PIN 9- 9- 0 420 0 -100 BOT H-ROLL 9-10-13 1 2 3 r 4.24 0-3-15 2-4-0 1 0-2-4 1-5-14 I 2.12 I 0-11-5 �— 8-54 5 21 U! 11.31" 1 1-6-2 1 421N 2.50" (111-6-0) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: T A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Hl CONTRACTOR. Dsgnr: TLY Chk: Date: 1-09-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psi DurFac - Lbr. 1.25 Bracing shown on this drawing to not erection bracing, wind bracing. portal bracing or similar bracing SANFORD, FL. 32771 which - a part of the building design and which must be considered by the building designer. TC Dead 7.0 psf DurFae - Pit: 1.25 - Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psf O.C. Spacing: 24.0" building designer. made to anchor lateral bracing at ends and specified locations determined by the bracingrall structure may be required. IS" IIIB-91 of ml. TOMAS PONCE P.E. Additional brag of the ove BC Dead 10.0 psf I n Criteria: TPI De$,.ill ns LICENSE #0050068 (Truss Plate Ititute. M. Is located at 583 D'Onafrb Drt". Madison. Wisooruln 53719). Code Desc: FLA - 1890 GREENDROOK C17.0wIEDO.P1.32780 TOTAL 33.0 psi V•12.03.01- 12 9- 12 Design: Morris Analysis JOB PATH. CATEE-LOKVOBSIC/7a4 11CS. 11.28.01 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 9TY:18 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- eifle project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and hutalistlon of trusses. This truss has been designed as an individual building component In accordance with ANSI/7P1 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 [ow] building codes. local climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Ia-0' o.e. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASITi A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrwtoes plans and to rwllze a eonlmuing responsibibly for such verl- ilcatan. Any dtscmpancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully hnbedded 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) nun parallel to the piste 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 thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guallty Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bractru;r. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced to 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 crectors shall be applied to trusses unto after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 50.Oft, W= 7.Oft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/576 at Mid -panel # 1 L--0.15" D=-0.14" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of Multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 103# Support 2 63# =_----========Joint Locations_______________ 1) 0- 6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 150 44 -63 TOP PIN 0- 4- 0 274 58 -103 BOT PIN 6-10-12 82 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -69 0.43 4- 3 -2 0.40 7-0-0 I, Il I 2 6 0000 Attach with (2) 10d Toe -Nails ICI 3-10-3 4-3-2 0-4-3 Attach with (2) 3X4 10d Toe -Nails M M �7-0-0 L 4 3 275# 8.00" 151# 2.50" 83# 1.50" 7-0-0 (R0-11-11 C/L: 6110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Over 3 Supports WAKNIN(a: READ ALL NOTES ON THIS SHEET. Maronda Systems 11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Orating shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing (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 bmemg at ends and specified locations delemuned by the building designer. Additional bracing of the overall structure may be required. [See HIS-91 of M. LICENSE #0050068 frruss Plate Institute, TPI, is located at 583 D'Onofrlo Drtve. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgiir: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.4929 Truss ID: J Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrir Analysis JOB PATH: C:iTEE-LOKV0BSIL72I4 11CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 ATY:12 DESIGN INFORMATION This design is for an IndWual building component and has been based on infontwUm provided by the cllent- The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specUkaUt, and/or designs furnished to the truss deslpter by the client and the correctness or accuracy of this lnf—Urn as It may relate to a ape- clllc 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/'M 1-19M and NDS-97 to be incorporated as pan 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 arc In agreement with the local building codes, local c11ma11e records for wind or snow loads. project specltications or special applied foods. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conthlu- 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 brand at a maximum spacing of IU-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASIT1 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- Ucation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shag be cut for tight lilting wood to wood bearing. Con- nector plates shall be located on both fan of the truss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6xB plate is 6- wide x it long Stars (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the sobs unless otherwise shown. Connector plate Sims are amtmmaun alms based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing a Bmcmg•. HIB.91. Trusses are to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holdbng trusses in a straight and plumb pos- Itlon and for resisting lateral form shag be designed and Installed by others. Careful hand. Iing s essentl l and erection bm" is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing, The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Profesalonal novice shall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time No loads other than the weight of the erectors shag be applied to trusses untilafter oil fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C14C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt = 1.0 Bldg Type- L. 50.0ft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/567 at Mid -panel # 1 L--0.15" D=-0.15" T--0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 4-3-2 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be harked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 102# Support 2 63# - -_m-__ - --Joint Locations______ 1)0- 5a�5 =====____3) 7- 0- 0 2) 7- 0- 0 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 45 -63 TOP PIN 0- 4- 0 274 59 -102 BOT PIN 6-10-12 82 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.44 4- 3 -36 0.40 7-0-0 1 2 I 6 00 2-3-3 1-7-0 1 3.00 0-8� I 6- 6-4-0 4 3 275# 8.00" 151# 2.50" 1-0-0 7-0-0 82# A.50" (RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: 6-10-12 Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK MOMEDOXI-9270G Attach with (2) IOd Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 WAKNING: READ ALL NOTES ON THIS SHEET. ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -70 0.44 4- 3 -36 0.40 7-0-0 1 2 I 6 00 2-3-3 1-7-0 1 3.00 0-8� I 6- 6-4-0 4 3 275# 8.00" 151# 2.50" 1-0-0 7-0-0 82# A.50" (RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: 6-10-12 Lmaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK MOMEDOXI-9270G Attach with (2) IOd Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR. Dsgar: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFae - 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 - Plt: 1.25 - which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf ru O.C. Spacing: 24.0 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 psi Design Criteria: TPI g (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA TOTAL 33.0 psf V:12.03.01- 12897- 71 -..,5 . ^,— ^.a',n war rnrr: t.:unc-LUAVVtl3IUr1A4 /1CS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J1'A QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the cUenL 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- cdle project and accepts no mponslbdity or exercises no control with regard to fabrica- tion. handling• shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan 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 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 spectned. Where bottom chords in tension are not fully braced btemUy by a property applied rigid ceding. they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriotlon, 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 ever knotholes, knots or distorted grain. Members shall be cut for tight 0tung wood to wood bearing. Con- nector plates shall be located on both faces of the mass 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 are minimum sizes based on the forces shown and tray need to be increased for certain hand. Ling and/or erection stresses. tru ss ss is not to be (abrieued with floe retardant treated lumber unless otherwise shown. For additional Informauon on Quality Control refer to ANS1r1P1 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with -Handling Imuilling @ Bracing'. HIB-91. Trusses are to be handled with particular tare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erecttn bracing is always required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of tni"s shall be under the control of persons experienced in the Installation of trusses. Professlonal advice shall be sought U needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No Inds other than the welt. of the erectors shall be applied to musses until after oil fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 76# Support 2 86# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.07" RMB - 1.15 4-3-2 0-41-3 _1f_ I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Kzt = 1.0 Bldg Type- L= 50.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf = _ ===_ ==Joint Locations=______________ 1)0 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 279 113 -76 BOT PIN 6-10-12 228 0 -86 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -126 0.60 4- 3 -32 0.45 7-0-0 k 'l1 2� 2-4-1 3.00 I 0-8-0 038 1 6-0-8 4 I 3 280# 8.00" 228# 2.50" 1-0-0 7-0-0 " (Ball-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 scale = 0.4929 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: GT2A4 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1A CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wad bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 BC Live psr DurFae - Pit: 1.25 O.C.Spacing: 24.On (407) 321-0064 Felt (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. provisions must be 0.0 psf TOMAS PONCE P.E. ma d`uo`o wick rlateral b ac Flu t vid and a specified locations determined by the building designer. bracing Y required. tree HIB-9i of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 flYtlss Plate ImUtute, TPI• is locoed at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ,,19 Code Desc: FLA 1090 OREENBROOrc CLOVIEDO.FL32768 I TOTAL 33.0 psf V:12.03.01- 12898- 7 Design: Marrix Analysis JOB PATH: CA7EE-1,0KV0BSIC/7A4 11CS. 11.28.01 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: JIB 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- cific project and accepts no responsibility or exercises no control with regard to fabrka. lion, handling, shipment and Installation of trusses. This truss has been designed as an indMdual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional 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 speelflcttlons or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped 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 reall= a contmuing respomfbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Ptates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight Bttlng wood to wood bearing. Con- nector plates shall be located on both facts of the truss with mils 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 shell are minimum slzcs based on the forces shown nd 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 Wbmmaliun on Quality Control refer to ANSI/WI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations ate to be followed in accordance with -Handling InstaWng 6 Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting lateral form shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during lnstallatlon 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 loads shall not be applied to trusses at any lane. No Inds other than the weight of the erectors shall be applied to after trusses unto all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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 1 221# Support 2 221# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWPRS/C&C, V-125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.=B, Rzt - 1.0 Bldg Type. L. 50.0ft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -129 0.18 6- 5 343 0.19 2- 3 235 0.22 5- 4 289 0.18 =_---- - ====Joint Locations==============_ 1) 0- 5- 5 3) 7- 0- 0 5) 5- 1- 8 2) 5- 1- 8 4) 7- 0- 0 6) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 83 221 0 TOP PIN 0- 4- 0 157 -221 -61 BOT PIN 6-10-12 257 0 -98 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 61# Support 3 98# Ic--- 7-0-0 I, 1 2 3 6.00 3X4 Attach with (3) 3X4 lOd Toe -Nails 2-8-13 4-3-2 0-4-3 5X6 3X4 1-1-6 3X4 1-1-6 Attach with (4) 10d Toe -Nails 3.00 I®j - 0-8-0 1 4-5-8 1-10-8 6 1 4 158# 8.00" 83# 2.50" 1-0-0 7-0-0 257#-?.5011 (R0-11-11 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' i CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: 4005 MARONDA WAY TICLive 16.0 psf SAN FORD, 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 TIC Dead 7.0 pSf (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by time building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. BC Dead 10.0 f ps LICENSE #0050068 (Deus Plate Institute, TPI. is located at 583 D'Onofrto Drive. Madison, wtsconsm 53719). 1890 GREeNBROOK Cr.oV1EDo,FL32706 0 TOTAL 33.0 psf scale = 0.4929 Truss ID: J 1 B Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria:' TPI Code Desc: FLA - Design: Mdrrir Analysis JOB PATH: C.ITEE-L0KV08SIG72A4 HCS: 11.28.01 I I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J 1 C 9TY: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 Inrnrrecl information. speelfiwUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this infomtatlon as It my relate to a spe- cinc project and accepts no mspons lbWty or exercises no control with regard to fabrics. Lion. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/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 lord building codes, Local cisnatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rtgld cetWi& they should be braced at a mxtrnum spacing of 10'-0- o.e Connector plates shall be manufactured fmm 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 pl n• and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shoo not be Installed over knotholes. knots or distorted grain. Members shalt be cut for tight fitting wood to wood bearing. 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 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specifled. Double cuts on web members shall meet at the cent oid of the webs unless otherwise shown. Connector plate slur are mintmum alms based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfon ation on Quality Control refer to ANSI/TPI 1. 1995 PRECAUTIONARY NOTES AO bracing and erection recommendations arc to be followed in accordance with -Handling InstnWng 6 Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shalt be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal pmenuUurary 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 B needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the er weight of the erectors shall be applied to Uueses until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 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=-0.01" Dm-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I = 1.00, Exp.Cat.=B, Kzt - 1.0 Bldg Type= L. 50.Oft, W= 7.Oft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -327 0.12 6- 5 508 0.14 2- 3 240 0.13 5- 4 451 0.15 == =Joint Locations======_====_==_ 1) 0- = 5 =5 3) 7- 0- 0 5) 3- 1- 8 2) 3- 1- 8 4) 7- 0- 0 6) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 162 187 -50 TOP PIN 0- 4- 0 175 -187 -68 BOT PIN 6-10-12 160 0 -41 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 68# Support 2 50# Support 3 41# 7-0-0 L Ilk 1 2 3 3X4 Attach with (3) 10d Toe -Nails 3X4 I 3-2-13 4-3-2 0-4-3 — 5X6 3X4 0-7-6 3X4 Attach with (3) 0-7-6 10d Toe -Nails 3.00 I 0-8-0 ® . 2-5-8 3-10-8 III 6 4 176# 8.00" 162N 2.50" 1-0-0 7-0-0 160# J.50" (RO-11-11 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSYTPI 1-1995 Over 3 Supports scale = 0.4929 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1990 GREENBROOK t:T.OVIEDOXI-32766 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 bmcing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tress members only to reduce 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 my be required. (See HIB-91 of TPI(. Cross Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss ID: J 1 C Dsgnlr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 uurtac - LDr: i .Zb DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA _ Design: Matrix Analysis JOB PATH: C:ITE6LOK11011SIG7244 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J1 D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =________=====joint Locations=== This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 7- 0- 0 5) 1- 1- 8 cotnponenlandhasbeenbasedonlnformation WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 1- 1- 8 4) 7- 0- 0 6) 0- 0- 0 w ptidedbythecuem.Thedesignerdnclabns any for for damages as result of continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- a faulty or Incorrect Infortnauon, specifications incorrect PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, MWFRS/C&C, V-125 nigh, X-LAC Vert HOTiZ Uplift Y-LAC Type and/or designs furnished to the truss designer Support 1 40# h = 15.0 ft, I = 1.00, Exp. Cat. =B, Xzt = 1.0 0- 4- 0 279 69 -40 BOT PIN by the client and the correvtnessoraaur"q Support 2 43# Bldg Type=Ene1 L= 58.Oft, W= 7.Oft, Truss 6-10-12 228 0 -43 BOT H-ROLL of this Information as Itmay relate to a spe- MAX LIVE LOAD DEFLECTION: in IN'T zone, TCDL= 4. 2psf, BCDL= 6. Opsf eglc project and accepts no responsibilty or L/730 at JOINT # 2 exercises no control ship with rcdInstagant to fatilon Uon. handling, shipment and InstalL7Uon of L=-0.10" D= 0.00" T=-0.11" ..TC... FORCE... CSI ..BC... FORCE... CSI trusses. This thus has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -242 0.24 6- 5 -109 0.30 Individual building component in accordance with T= 0.14" 2- 3 -119 0.57 5- 4 0 0.31 ANSI/M 1.19%and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as pan of the budding design by a Building T. 0 . 13" Designer (registered architect or professional engineer). When reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes. local cUrnatic 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 contlnu- 7-0-0 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 2 31 not fully braced laterally by a properly applied rigid ceding. they should be braced at n 0 maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped gnlvanlred steel meeting ASTM A 653. 2X4 Grade 40. unless otherwise shown. _17- 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- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plata shall not be Installed over knotholes. knots or distorted grain. Members shall be Cut 3-8-13 for light Bumg wood to wood hearing. Con- 4-3-2 ' nector plalates shag be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 2X4 Sx4 plate b 5- wide x 4- long. A Gx8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate Length specified. Double cuts on web-3 members shag meet at the centroid of the webs unless otherwise shown. connector plate size are minimum sizes based on the forty shown and may need to be Increased for certain hand- 11 ngand/or erection stresses. This truss is not 3X4 5X60-1-6 2X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infomatlon on guallty control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendallons are to be followed In accordance with -Handling Installing B Bracing-, HIB-91. Trussn 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- Iliun and for resisting lateral forces shall be designed and installed by others. careful hand- ling 1s essential and erection bracing Is allays required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and dotnlnoing. 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 Inds other than the weight I the erectors shall be applied to muses unW after all fastening and bracing is completed. 3.00 I 0-8-0 Plate Height 5- 5-10-8 11= 0-1-6 6 4 280# 8.00" 228# 2.50" 1-0-0 7-0-0 (RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I890 GREENBROOK Cr.OVIEDO-FL327na WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown O for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPg. rrnrss Plate Institute. TPI. Is located at 593 D'Onofrlo Drive. Madison. Wisconsin 53719). Eng. Job: WO: GT2A4 Dwg: Truss ID: J 1 D Dsgar: TLY Chk: Date: 2-09-02 TC Live 16.0 psr DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFac - PIt: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead to.0 psr Design Criteria: TPI Code Desc: FLA - TOTAL 33.0 psf V:01.25.02- 1453- A3 uutgn: erorrir enafyfrs JOB PATH: C.ITEE-LOK1.1085112SAIPHIC77A4 HCS: 12.19.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: J2 QTY:8 DESIGN INFORMATION This design Is for an IndMdual 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 btformallon, specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. clflc project and accepts no responsibility or e,mm"es no control with regard to fabrtra- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7PI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for apprornal 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 rl""aLic records for wind or snow bads. project specification or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rod telling. they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped gahanhed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mAm this drawing to verify that this drawing is In conformance with the bbricatoes 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 filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rolls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) nun parallel to the plate length spectned. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minhnum sire 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 fbe retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A 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 pas - Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection breetng is aktays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avold toppling and dominoing. The superAslon of erection of trusses stall be under the control of persons expertenced In the Installation of trusses. professional a& ce shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than Ne weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 uph, h - 15.0 ft, I = 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type= L= 50.Oft, W= 5.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-3-14 0-4-3 t Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CDNNECTION PER SCHEDULE: Support 1 88# Support 2 46# 0 == = ==Joint Locations=============== 1)0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 31 -46 TOP PIN 0- 4- 0 213 41 -88 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.23 4- 3 -2 0.21 2-10-15 Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails 5-1-8 Ilk 1 4 3 213# 8.00" 110# 2.50" 1-0-0 a}e 5-1-8 61N 50" (RO11-11) CAL: -04 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6319 01 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: T A aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING : DwgCM— Truss ID: J2 CONTRACTOR. BRACING WARNING: Dsgtlr: TLY Chk: Date: 1-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this dmwing is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing is for lateral BC Live 0.0 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Pronislon must be made to anchor lateral bracing at ends and specified location determined by the building designer. BC Dead psf 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the acemu structure may be required. (Sce HIB-91 of M. Code Dese: FLA LICENSE #0050068 1890 GREENB1 OOK Cr.oVIEDo.FI.327G6 frruss Plate Institute, TPI, is located at 583 D'Onofrio Drhe. Madison- Wisconsin 53719). TOTAL 33.0 psf . V' 12.03.01- 12902- 76 Design: Afdrrix Analysis JOB PATH: C:ITEE-L0KV0BSIG7214 HCS: 11.28.01 I JB: GEORGETOWN A 4AC: WO: GT2A4 WE: TI: C2 QTY:1 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The des We, disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlw- tlon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the kcal building codes. lord climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, true has not been designed for storage or occupancy lads. 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 at a maximum spacing of I9-V o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvrnired 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 responslbWty for such verl- fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the taus with nails fully imbedded and shall be sym. about lhejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sluts based on the forces shown and may need to be Inerwscd for certain hand- ling and/or crection stresses. This truss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trtasses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing durtng Installation between trusses to avoid toppling and do mining. The supervision of erection of trusses shall be under the control of persons experienced In the InsaBaUon of trusses. professional advice stall be sought If needed. Concentration of construction loads eater than the design loads shall not be applied to busses 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 3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are asstmted.to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 336# Support 2 302# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D--0.34" T=-0.66" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB - 1.15 T 5-3-2 0-4-3 3X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" D.C. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. End vertical(s) not designed for exposure to lateral wind pressure. Wind Case- ASCE 7-98, MWFRS/C4C, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.=B, Xzt = 1.0 Bldg Type= L= 50.0ft, W. 35.8ft, Truss in END zone, TCDL= 4.2psf, BCDL- 6.Opsf _ =====___ -==Joint Locations=____ _ 1) 0-0-0 7) 26-10- 8 13) 17- 6- 0 2) 4-11- 4 8) 31- 4- 4 14) 15- 4-10 3) 9- 0- 0 9) 35-10- 0 15) 9- 0- 0 4) 15- 4-10 10) 35-10- 0 16) 0- 0- 0 5) 17- 6- 0 11) 26-10- 8 6) 22- 2- 4 12) 22- 2- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1235 129 -336 BOT PIN 35- 8-12 1176 0 -302 BOT H-ROLL .TC... FORCE ... CSI 1- 2 -2177 0.35 2- 3 -1990 0.33 3- 4 -2282 0.47 4- 5 -4448 0.71 5- 6 -4074 0.63 6- 7 -4074 0.61 7- 8 -3354 0.57 8- 9 0 0.19 9-0-0 26-10-0 1 2 31 4 5 6 7 8 0 --BC...FORCE...CSI 16-15 1906 0.37 15-14 1739 0.35 14-13 3153 0.72 13-12 4434 0.76 12-11 3434 0.63 11-10 1321 0.43 5X8 SX6 3X4 6X8 3X4 3X8 2X4 2X4 T :::::�j j 4-10-3 XI0 4X6 4X6 6X122-1-6. 4X6 1a 6-10-14 12.00 II 3.00 154-10 2-1-6 k 94-8 k 8-5-8 16 15 14 13 12 11 p 1-0-0 1235N 8.00" 1177f2.50" Cd�* 35-10-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1819 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: T A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: C2 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SA N FORD, FL. 32771 Bracing shorn on this dmw1ng is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must to considered by the building designer. Bracing shown is for lateral TIC Dead BC Live 7.0 psf DurFae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 support of truss members only to reduce buckling length. Provisions must be 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addwanal bracing of the overall structure may be required. (See HIB-91 of TM). BC Dead 1U.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI, is bated at 583 D'OnoMo Drive, Madison, Wisconsin 53719). ..1 Code Desc: FLA - taco GReeNBROOK Cr.trvleoo.M32766 TOTAL 33.0 psi V:12.03.01- 12885- 59 '6". r.raru rrraayru 7Un rAlll: I:tltt-LUAUUHJIU1Gl4 TICS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design b for an Individual bufldtng component and has been based on Information provided by the ebent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect bdornntion, specification and/or designs furnished to the truss designer by the client and the correctness or accumcy of this information as It may rebte to a spe- dfflc 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/7P1 1.1995 and NDS-97 to be Incorporated OS fart of the building design by a Building Designer (registered architect or professional engmeerl. 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 Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specked. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacbtg of 10'4r 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 fabrtmtor shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsiblty for such veri- fication. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be Wtabed Over knotholes. knots or distorted grain. Members shall be cut for light B1Ung wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the jotnt unless otherwise shown. A S.x4 plate is 5- wide x 4- long. A &K8 plate b 6- wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the mntmld of the webs unless otherwise shown. Connector plate sizes arts minimum sire based on the forces shown and may need to be Increased for certain hand- ling and/or e"Uon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfornation on Quabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendaUons are to be followed in accordance with 'Handling InstalUng 6 Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stralght and plumb pos- ition and for resisting lateral forces shall be designed and bmstalled by others. Careful hand. ling is essentlal and erection bracing is atways required. Norm 1 prenuUOmuy action for . trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other t art the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.-B, Rzt = 1.0 Bldg Type= L= 50.Oft, W= 5.1ft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: TO, 0.00" RMB - 1.15 3-3-14 0-4-3 -- Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the corposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 88# Support 2 46# TI: J3 QTY:2 ===Joint Locations=e:==_ ___ ==== =1)==0- 5 5 3) 5- 1- 8 2) 5- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5= 0- 4 110 33 -46 TOP PIN 0- 4- 0 213 43 -88 BOT PIN 5- 0- 4 60 0 0 BOT H-ROLL -TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -51 0.23 4- 3 -26 0.21 5-1-8 1 2 0 3.00 I 0-8-0 1 4-5-8 4 1 3, 213# 8.00" 111# 2.50" 1-0-0 l�e 5-1-8 601/ 50" (RO-11-I1) I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0-4 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDO.F132766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bractrmg, wind bracing, portal bracing or similar bracing which is a par of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of low members only to reduce buckling length. Protislons must be code to anchor lateral bracing at ends and specked IocaUoru determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI. is located at SM D'Onofrio Drive- Madison, Wisconsin 53719). Attach with (2) 10d Toe-NaiE Attach with (1) 10d Toe -Nails scale = 0.6319 Eng. Job: WO: GT Dwg: Truss ID: J3 Dsgur: TLY Chk: Date: 1-09-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 TIC 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:12.03.01- 12903- 77 ...., a,..,ccv-vnvvamvrass HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an indhldual building component and has been based on Information provided by the ellent. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, speclllcations and/or designs furnished to the truss destgner by the client and the correctness or accuracy of this Information as It may relate to a spe- clik project and accepts no responsibWly, 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 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 clbnatie records for wind or snow bads, project specifications or special applied bads. Unless shown, trusshas not been designed for ra stoge or occupancy loads. The design assumes compression chords (top or bottom) are conunu- owly braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rWd ceiling, they should be braced at a maximum spacing of 1(Y-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped gahanired 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 wen- Bcalign. Any discmpancles are to be put In writing before cutting or fabrication. Plats shall not be Installed over knotholes. knots or distorted grab[. Members shall be cut for tight fitting woad to wood hearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5X4 plate is 5- wide x 4- long. A 6x8 plate is fi 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 ze are minimum sibased on the forces shown and my need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/1Yl 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In n straight and plumb pos- ition and for resisting lateral fortes shall be designed and Wtalled by others. Careful hand. Ling is essential and erection bracing is always required. Normal precautionary action for trusses requites 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 truss es at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h = 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt - 1.0 Bldg Type- L= 50.Oft, W. 3.1ft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 72# Support 2 28# TI: J4 9TY:8 =Joint Locations=============== =1)== === 0 6==7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6'- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 18 -28 TOP PIN 0- 4- 0 148 24 -72 BOT PIN 3- 0- 4 36 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.18 4- 3 -3 0.15 3-1-8 1 2 r 6.00 �K9 r 3-1-8 4 3 148# 8.00" 67# 2.50" 1-0-0 37N 2{50" u 3-1-8 (R0.11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 3-0-4 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK MOVIEDOXI-32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Attach with (1) tOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9038 Eng. Job: WO: G 4 Dwg: Truss ID: J4 Dsgnr: TLY Chk: Date: 1-09-02 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 Dsf w-i o nz m _ t oonA '70 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO: GT2A4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the ehent. 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 tnfornatlon 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 truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the budding design by a Budding Designer (registered architect or professional engblced. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown art 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 contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully bmcad laterally by a properly applied rlgd 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 ASIM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is In conformance with the fabrcalors plans and to realize a continuing responsibility for such ved- f cation. Any discrepancies arc 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 nalts 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 tholes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mblm— sizes based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling InstalUng 6 Bracing. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing durng InatnMtion between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control 11 persons experienced in the Installation of trusses. Professional advkce shall be sought ifneeaea. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V=125 mph, h - 15.0 ft, I - 1.00, Exp.Cat.-B, Xzt - 1.0 Bldg Type- L- 50.0ft, W= 3.lft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.Opsf MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-3-14 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 72# Support 2 28# TI: J5 QTY:2 ==_ = ===Joint Locations=====________== 1) 0-=5- 5 3) 3- 1- 8 2) 3- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 19 -28 TOP PIN 0- 4- 0 148 25 -72 BOT PIN 3- 0- 4 36 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 31 0.18 4- 3 -20 0.15 I 1 3-1-8 1 11 1 1-3-9 0-7-6 3.00 I 0-8-0 2-5-8 I 4 3 148N 8.00" 68N 2.50" n 3-1-8 1-0-0 37N 2 O" (RO-11-i1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/C/L: 3-0-4TPI 1-1995 Over 3 Supports [j(!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 I-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOR Cr.OVIEDOXI-32766 Design: Matrix Analysis Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9038 WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: 4 Truss ID: J5 Date: 1-09-02 TC Live 16.0 psr DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be considered by the budding designer. Bmclnq 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.Otr l ae p g• made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the mcraU structure may be required. (See HIB-91 of TPB. BC Dead 10.o f Ps Design Criteria: TPI rrTAV15 Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA - TOTAL 33.0 psf V:12.03.01- 12 05- 79 JOB PATH: C.ITEE-L0KV0851G72A4 HCS: 11.28.01 JB: GEORGETOWN A 4AC: WO:. WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cnenL 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 INortnation as It may relate to a spe- cllie project and accepts no responsibility or exercises no control with regard to fabrrea- Uon. handling. shipment and Instalatlon of Crosses. This truss has been designed as an Individual building component in accordance with ANSI/'M 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are mnttnu- 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 phanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag rea1ew this drawing to veiny that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- ficnUon. Any discrepancies arc 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 syn. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A Gx8 plate Is 6' wide x B' 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 art minimum sizes based on the form shown and may need to be increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on (jaunty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations an to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. dellvery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to awid toppling and dominoing. The supervslon of erection of trusses shall be under the control of persons experienced in the InstaOation of wsses. Professional advice shall be sought 0 needed. Concentration of construction loads greater than the design loads stun not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to . until after an fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I = 1.00, Exp.Cat.-B, Rzt - 1.0 Bldg Type= L- 50.Oft, W= l.lft, Truss in END zone, TCDL= 4.2psf, BCDL= 6.0psf 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 1-3-14 T 0-4-3 -Analysis ba::d 611 Simplified Analog Model. MULTIPLE Tfs S -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 10# 1-0-0 d (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI (naronda Systems)] 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1890 GREENBROOK Cr.OVIEDO.f132766 TI: J6 9TY:8 ==m=====_===—Joint Locations====.__________ 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 5 -10 TOP PIN 0- 4- 0 82 7 -57 BOT PIN 1- 0- 4 12 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 9 0.02 4- 3• -2 0.01 U 1-1-8 L 1 2 0 0-10-15 4 3 83# 8.00" 25# 2.50" -D 6 1-1-8 1- 0 C/L: 1 -4 1-1995 Over 3 Supports YYAKNIN(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 bmeb i& •Ltd bmcing, portal bracing or similar bracing which Is a pan of the building design and which muT'c considered by the building designer. Bracing shown is for lateral support of truss members oniv ..educe buckling length. Provisions must be made to anchor lateral bracing at ends and spe• .ed locations determined by the building designer. Additional bracing of the overall structure ma, be required. tSee HIB-91 of TPfi. (Truss Plate Institute. TPI, is located at 5S' � Onofrio Drtvc. Madison. Wsinnabn 53719). Attach with (1) 10d Toe -Nails Attach with (1) tOd ToL-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 = 1.5868 Truss ID: J6 Date: 1-09-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA Design: Afarrir Analysis JOB PATH: C:IlEF_-LOXui/BSI(Tldq HCS.' H.28.01 DESIGN INFORMATION nits design is for an mdnidual building component and has been based on information prodded by the chent The designer dlsclalma any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this Informallon as it may retail, to a spe- cific project and accepts no responsibility or exercises no central with regard to fabrica- llan, handling. shipment and installation of tresses. This truss has been designed as an mdhidual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engtneetl. When reviewed for appro al by the building designer, the design loadings shown most be checked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. VAicm bottom chords In tension are :rot fully braced laterally by a properly applied rigid ceiling. they should be braced at a macbnum spacing of I V-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahantzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing s in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficaton. Any discrepancies are to be put In wilting before cutting or fabrication. Plates shall not be Installed mer knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood !rearing. Con- nector plate shall be located on troth faces of the truss with nails fully Imbedded and shall be •�sn. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x g' king. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the wets unless otherwise shown. Connector plate sizes are mini mum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection sucsses. This trttss Is not to be fabri ated with fire retardant treated lumber unless otherwise shown. For additional information on Quahty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling Installbtg is Bmctng', HIB-91. Tosses are to be handled with particular care during binding and bundling, delivery and Installation to avokl 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 try others. Careful hand - Ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and do ninoing. The supervision of erection of tresses shall be tinder the control of persons experteneed in the Installation of trusses. Professional advice shall be sought If needed. Concentmtlon of construction Inds greater than the design loads shall not be applied to trusses at any lame. No mods other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. JB: GEORGETOWN A 4AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, MWFRS/C&C, V-125 mph, h - 15.0 ft, I is 1.00, Exp.Cat.-B, Kzt = 1.0 Bldg Type= L. 50.Oft, W. l.lft, Truss in END zone, TCDL- 4.2psf, BCDL- 6.Opsf 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 1-3 14 T 04-3 �L ,r,eA4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 57# Support 2 10# TI: J7 QTY:2 i=Joint Locations-======__= --- __ 1== )0=-5==5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 6 -10 TOP PIN 0- 4- 0 82 8 -57 BOT PIN 1- 0- 4 12 0 0 BOT H-ROLL ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.02 4- 3 -7 0.02 1-1-8 1 2 0 Attach with (1) 10d Toe -Nails 0-9-9 3. 0-8-0 Plate Ileight 0-5-8 = 0-1 6 4 3 83# 8.00" 25N 2.50" 1-0-0 1-1-8 13# 2.5 " CAL: 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TP1 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOK Cr.OVIEDO.FL32766 Design: Matrix Analysis WAKNINV: 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. Prmislons must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the m•emll structure may be required. (See HIB-91 of TPI). IT-- Plate Insutute. TPI. s located at 593 D'Onofno DrWe. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOIiVOBSIGT244 Attach with (1) 10d Toe -Nails scale = 1.5867 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: GT2A4 Truss ID: J7 Date: 1-09-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psr DurFae - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.V* BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL, 33.0 psi I V:12.03.01- 12907- 8 HCS: 11.28.01 . n AiinING. LAND SURVEYORS 300 COUNTY ROAD 427 5OUTH LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 630-90&0 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 134 Crown Colony Way Legal Description: Lot 22, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 22 CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Tonii:i?.ck F. Cav'ont; riorida Su-nicyor &c I\4apper Reg. No. 2005 Licensed .51Lskiess Number 5073. Date Fieldwork Completed 9-25-2003 W.O. # 2003-13324 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Importart Read the Instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 134 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 22 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, eta Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( #tD - W - ##.##" or ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2 COUNTY NAME B3. STATE CROttiM COLONY/ 120294 SEI OLE FL B4. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTN EIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of floo ft) 12117C 0045 E 4117195 4117195 X B10. Indicate the source of the Base Flood Elevation(BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Consbudion' • ❑ Finished Construction 'A new Elevation Certificate will be required when constnx;tion of the building is complete. C2. Building Diagram Number I (Select the building diagram most similar to the building for which this owtificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a-i below acoordung to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑ Y El No ��. ft(m) X a) Top of bottom floor (including basement or enclosure) o b) Top of next higher floor _. _ft.(m) d o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) — _ft.(m) 00 E 1 o e) Lowest elevation of machinery and/or equipment u, cc servicing the building (Describe in a Comments area) — _ft.(m) 2.2 X 0Lowest adjacent (finished) grade (LAG) ��. ft. m z' 0 o g) Highest adjacent (finished) grade (HAG) dN rm o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certirrcate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZJP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding Infomhation from Sedion A. For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Poky Number CITY STATE ZIP CODE I CaTarry SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(crn) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottorn floor elevated in accordance with the community's floodplain management ordnance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are coned to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE DATE TELEPHONE 407-475.9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A•(without a FEMA4ssued or community4ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPUMCEIOCCUPANCY ISSUED G7. This pemtit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: — ft.(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions