The URL can be used to link to this page

Home My WebLink About101 Crown Colony Way 03-2552 CO (2)PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE PERMIT ## 155 DATE PERMIT DESCRIPTION �� 6? PERMIT VALUATIONI 3o I �Ao SQUARE FOOTAGE OCA016 I Q CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 101 CROWN COLONY WAY for which permit 03-00002552. has heretofore been issued on 8/11/03 has been completed according to plans and specifications filed in the office of the Buildin Official prior to the issuance of said building permit, to wit as �t./'3 5'F R complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water Subdivision Regulations Apply: Yes No DATE APPROVAL FIRE: Inspected Sewer Lines In Sewer Tap ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs �Lights Storm Sewer Driveway Street Work WWVQ DATn DATE APPROVAL DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 8/12/03 10.00 01-APPLCTN FEE -BUILDING 8/12/03 10.00 01-APPLCTN FEE -MECHANIC 8/12/03 10.00 01-APPLCTN FEE -PLUMBING 8/12/03 10.00 02-ENGNG DEVLPMT FEES 8/12/03 10.00 01-FIRE IMPACT - RESIDENT 8/12/03 59.27 01-LIBRARY IMPACT FEE 8/12/03 54.00 01-OPEN SPACE 8/12/03 279.61 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION 2 This is to certify that the building located at 101 CROWN COLONY WAY for which permit 03-00002552 has heretofore been issued on 8 11/03 has. been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT'FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD YMPACT:.SINGLE FAMILY SD IMPACT:SINGLE.FAMILY 8/12/03 91.93 8/12/03 10.33 8/12/03 847.00 8/12/03 10.33 8/12/03 1384.00 8/12/03 650.00 8/12/03 1700.00 Yes No OWNER BUILDING OFFICIAL DAT CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION ® P **** SINGLE FAMILY RESIDENCE**** DATE: \ J-\Ol .� 3 PERMIT #: Cj 3 - ADDRESS: \ C) CONTRACTOR: PHONE #: MARONDA The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineering Public Works Utilities >21-L503 wt3t0r OFire ❑Zoning n OLicensing (A 'n' CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) --r CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL, INSPECTION 0 4- **** SINGLE FAMILY RESIDENCE**** DATE: \ J-\Oi--U;,7S PERMIT #: (�j- 3 -- Q ADDRESS: \ L CONTRACTOR: PHONE #: MARONDA The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. �ngiueering Public Works 7 Utilities Nod l�/Zz/a3 ❑ Fire t- I V:�' ❑Zoning � 1" ❑Licensing CA A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) EgU -�7 0 n 1'4- w/0 3bD /� CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ J-\`` PERMIT #: Cj, 3 -- Q C ADDRESS: 1 G CONTRACTOR: PHONE #: MARONDA The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 7En eering iPublic Wo Utilities 0 Fire y-\ I A. OZoning r"-� � F" ❑Licensing r-\\ vn\ CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 4 CERTIFCATE OF OCCUPANCY REQUEST FOR FI �T � t;�RNTIL1T1ES DEPT- ReqUest ReceivedReceived -- �:�"/ �` � ja Ihility Inspector ----------- _�-1----- * * * SINGLE FAMILY RESIDENCE"" INITIALS DATE_____ ttility Inspector's final ---------- _ _-------- fl� Ep ClecTance - yllater---------- _------- DATE: -��t -0' f%`Ep Clec runce -Sewer __-_ _-- ---------- City Services EaSerrients ---- ----- - 2 r) _ _1------ ----- mointenll^:e wand o m Y - PERMIT #: 3 � � - --- ---- ADDRESS: \ C) \ \� Cthe{----------------------------- CONTRACTOR: MARONDA PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering '[]Fire n I 0 Public Works , ❑ Zoning 11 tilities ❑Licensing LJ �v !PL CONDITIONS: (TO BE ,ONLY IF APPROVAL IS CONDITIONAL) cIL U. U. o� U. Oa 0-0 OC O W rl W J N g UJUJI M �=Hu; Uj UjoZ$ oe a Co o in i ..4 O WII ' • 1�8�IIN�M�N��N�N�11��1�1 , CLERK OF CIRCUIT COURT SEIIINME COUNTY BK 04905 PG 0898 CLERK'S N 2003118103 RECOM 07/11/2003 12s15t14 DM WXMINS FEES 6.00 WXOM BY N No NOTICE OF CO1V11VNCE STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO.25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0640 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 64 101 Crown Colony Way:. Subdivision: CROWN COLONY General Description of Improvement Construclt a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA 750 S. Orlando Ave., #102, Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. 1•t 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.) RUSSELL EI H S ERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of , 2003. � .mm Notary• I. 11 "jij ii r V ly`^4C A�:M7 e ti! f . ,. t ice. l 9 � . co iL 101� '1 � 1 III CLf-RX L 104P.mnallYglvown DEBBIE TIME My Comm EXP. 2/5/05 No. CC 999378 I I OIAc I.D.. CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 64 Subdivision: CROWN COLONY Property Address: 101 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: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x 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. 0 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. 0 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 368 S.F. Porch (s)/ Entry(s) 19 S.F. Patio(s) S.F. ❑x 0 Conditioned structure 1,625 S.F. Total (Gross Area) 2,012S.F. 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 4 TO FOLLOW N/A 5. N/A N/A N/A ❑x 6. 1. 2. 3. 4. 5. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 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 plumbing final Building Final Other DATE: Thursday, July 10, 2003 SIGNATURE: (' O or Authorized Agent) PLOT PLAN for: MARONDA HOMEa, INC. DESCRIPTION: LOT 64, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G I PAGE(S) 76 thrU 76 PUBLIC RECORDS OF 3EMINOLE COUNTY, FLORIDA ` NOTE: THERE IS NO DIRECT VEHICULAR ACCESS TO VIHLEN ROAD FROM LOT 64. w N U) 0 co Z TRACT'G' TRACT 'A"- DETENTIONAREA a LIFT STATION mth DRAINAGE EASEMENT TO SEMINOLE COUNTY W NOO°06' 19°W 67.42' b O M Za.o' ro �ti• h 0 .. �_cr✓�RETE . �� .dflT/O Q 9.50' 40.00' MODEL: CHESAPEAKE ' K " (3-2) BLOCK FINISHED FLOOR ELEVATION= 43.30 0 DRAINAGE TYPE: "C o co l�rTH /a'x 20' Gd,VG .�,4T/O E z226 0. I I a 16.0' I CONCRETE \ I ' DRIVE F ks 9.50' c , el NOO°06' 19'W 42.38' S9 F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS. E - DENOTES EXISTING ELEVA77ON PER ENGINEERING PLANS. b 0 "i N A go, a 5' 1a 20, I F�J •O GRAPHIC 5CALE O LOT 63 O vi w �t- m Ln 0 co Z CROWN COLONY WAY N00°00191W - - b 0 to N NOTES: FLOOD CERTIFlCARON 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING N0006'19'W. 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. 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " X ". SIDE STREET. 15' 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 64 CONTAINS (SUBJECT TO CHANGE) 7.617 SOl1ARE FEET/0.175 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: UMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT IUSP.I.-POINT OF INTERECTION L.S.-LAND SURVEYOR i?:R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENTHRDP.C.-POINT :�ADOF CURVATURE CR O.R-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARCLENGTH L.B.-LICENSED BUSINESS CH.BRG.-CHORD BEARLNG S.&UE.-SIDENALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY 11:NTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL AVCLE) 'D.dd1.E.; DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT 't7*A �J %�%%j INC.HIS r Ol E, l il SURVEY NOT VALID UNLESS EMBOSSED AF FLORIDA H THE SIGNATURE LICENSED SURVEYOR AND MAPPER REVISION DATE DRAWN LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEX No. FAX No. (407) 339-3636 407) 39-3636 E-MAIL: CAVONE O CFL.RR.COM DOMINICK F. CAVCINE - PRESIDENT FLORIDA SURVEYOR ,& MAPPER NUMBER 2005 LICENSED BUSINESS' NUMBER L.B.5073 Dx D - PLOT PLAN 1 7-10-2003 1CB LOT by CHIP CADD FILE. CROWNCOL64.DWG W.0.2003-8930 f CITY OF SANFORD PERMIT APPLICATION Permit # : 0 Date: July 10, 2003 Job Address: 101 CROWN COLONY WAY Description of Work: Single Family Residence Historic District: Zoning: Value of Work: 'Sit,-7d2'.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole_ Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage'? 1-2-- Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X TEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0640 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender'. Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate pen -nit 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 maybe 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. k"I":=7-� 7/10/03 Signature k0WeAgent Date Russell Keith Summers Print Owner/Agent's Name Q f, # h 7/10/03 Signature of Notary -State of Florida Date OF rto9 DEBBIE TIME a Puauc i My Comm Exp. 215/05, No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID 7/10/03 Signature of o or/Agent Date Russell Keith Summers Print Contractor/Agent's Name (L 7/10/03 Signature of Notary -State of Florida Date `�oF rto� DEBBIE TIME NOTARY o My Comm Exp, 2/5/05 PUBLIC a No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID �^G r APPLICATION APPROVED BY: Bldg�l r ll �-0 3 Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: +� - k-A� CITY Q►F SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: -------------- Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Nlaronda Homes Inc., of Florida b ------ —------- —------ ------ —----------- --- -- Address of Job: LDA_ ""a'O1) V) � I Q Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Appl' s Signature C00016 _______ _63 _ State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number. Date: The undersigned hereby applies for a permit to install the following equipment Owner's Name: Maronda Homes Inc., of Florida Address of Job: 101 Crown Colony Way Lot: 64 Panel: s Mechanical Contractor: GARY CARMACK --------------- Residential --______ Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in compliance ith City of Sanford Mechanical Code. ---- ----- ----- Applicant Signature CAC043000 --- ------- ----------------------- State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: ------------ Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name:. Maronda homes Inc., of Florida Address of Job: - 101 Crown Colony Way Lot: 64 Panel: 8 Plumbing Contractor: _______WILLIAM T. SELF Residential:-_ _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sig ure CFC057039 State License Number Laronda i jomes AN EASILY OBSERVABLE BETTER VALUE! 1101 NoRTH KELLER RoAD, SUITEF • ORLANDo, FLORIDA 32810 407-475-9112 • FAX: 407-4754115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY p CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 64 101 Crown Colony Way. RUSSELL KEITkSWfVIERS,'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. �oF Fto DEBBIE TIME w PUBuc > My Comm Exp. ?J5/05 No. CC 999378 Porsona1fY Known I I Duxr I.D. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc ' COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD --~ STATEMENT NUMBER 103-75585 BUILDING PERMIT CITY) COUNTY NUMBER: ..... ....... .... ... ... ... ... __ ` UNIT ADDRESS: /4/ TRAFFIC ZONE: JURISDICTI�N: 06 �CITY DF --- - -- ----��-7 SEC: _ TW ____ PARCEL:^�_��7 SUBDIVISION: PLAT BOOK: ~---~ :/yl�----�-----------�-- 'L'`' """"`'`"'- '`c�-wu "`'`'""^ ---_ '-"`^ OWNER NAMEx - --�-r1�'1�~\------- ADDRESS:/iU�_��[�/(_�-/�7��,'Ado ��~/--`^ - -_-_---- APPLICANT NAME: ADDRESS:: ....... __.............................. LAND USE CATEGORY, 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction _-----^-------------_---_---_-------__-_--_---------_-----_---------_---_-~----- FEE BE�EFIT RATE FEE UNIT RATE PER # & TYPE TQTAL DUE DIST SCHEDULE DESC. UNIT OF UNITS -_------------------------------------------------------------------------------ ROADS -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.O0 � ' SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O AMOUNT DUE $ 2,285.00 \ ` STATEMENT ^^ RECEIVED BY: SIGNATURE ___ (PLE�SE PRINT AAME) ` NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILI^Y FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DU'E AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. ` PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, ` TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (4O7) 665-7474. ` PAYMENT SH�ULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE ' THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. -**THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************T* PLOT- PLAN for. MARONDA HOME3, INC. DESCRIP170N: LOT 64, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGES) 76 thru .76 PUBLIC RECORDS OF 5EMINOLE COUNTY, FLORIDA NOTE: TRACT A " — DETENTION AREA b THERE IS NO DIRECT TRACT " G " wlth DRAINAGE EASEMENT VEHICULAR ACCESS LIFT STATION TO DRAINAGE COUNTY TO VIHLEN ROAD FROM o 1 I W LOT G4. NOO 06 19"W 67.42 No I I F 0' 5' 10' 20, ui 0 GRAPHIC SCALE Q z W J ►.1 0 w n (V 11') 0 co z uI I o Lu I I 9.50' I I 40.00' WI I �I I MODEL: CHESAPEAKE " K La (3-2) BLOCK `2 I I FINISHED FLOOR O ELEVATION= 43.30 I DRAINAGE TYPE: " C " S I 17.89' A I I 6, 3' 9.50, II CONCRETE I DRIVE o .F O N O LOT 63 O ui w s '� 10u.E. y c` �Z. P.C. Ira •c el 6-1 NOO°06' l 9"W 42.36 S9r� PLC �� REVIEWVED tn cu CITY"OF SANFORD o CROWN COLONY WAY -� NOO.06'19'W - - - F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS. NOTES: FLOOD CER7IFICA77ON 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING N0006.19"W. 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. 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " X ". SIDE STREET: 15. 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 64 CONTAINS (SUBJECT TO CHANGE) 7,617 SOUARE FEET/0.175 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 r REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVI A TIONS/LEGEND: . —NUMBER P.T.—POINT OF TANGENCY CONC—CONCRETE WE— WALL EASEMENT F.E.-FENCE EASEMENT —RADIUS P.I.—POINT OF INTERSECTION L.S.—LAND SURVEYOR P.R.C.—POINT OF REVERSE CURVATURE D.E.—DRAINAGE EASEMENT .—CHORD P.C.—POINT OF CURVATURE CAR O.R—OFFICIAL RECORDS P.C.C.—POINT OF COMPOUND CURVATURE U.E.—UTILITY EASEMENT C—ARC LENGTH L.B.—LICENSED BUSINESS CH.BRG.—CHORD BEAR:MG S.&U.E.—SIDE''RALK do UTILITY EASEMENT D.U.&S.E.—DRAINAGE, UTILITY do CENTERLINE A/C —AIR CONDITIONER PAD ADELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT �%� %�% ® O V E ��• Fm THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE SIGNATURE ANDRAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER 0 REVISION DATE DRAW LAND. SURVEYORS AND MAPPERS &LJ 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 E—MAIL: CAVONE. 0 CFL.RR.COM DOM►NICK F. CAVONE — PRESIDENT FLORIDA SURVEYOR &=MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 OX 0 - PLOT PLAN 1 7-10-2003 CB LOT by CHIP W.0.2003-8930 CADO FILE: CROWNCOL64.DWC FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE ' FOR BUILDING: CNSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHES/�A^,PEAKE Builder: MAR ONDA HOMES Address: Iol' Chown blo Permitting Office: City, State: Xh d F1, Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 12. Cool ing hng systems 2. Single family or multi -family Single family - a. Central Unit Cap: 35.4 kBtu/hr 3. Number of units, if multi -family I _ _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ Yes 6. Conditioned floor area (ft) _ 1625 ft2 c. N/A 7. Glass area & type - a. Clear - single pane _ 133.0 ft2 - 13. Heating systems b. Clear - double pane 0.0 ft, _ a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft, - HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 fP b. N/A _ 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 175.0(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 Insul, Exterior R=4.2, 1033.0 ft- _ _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 207.0 ft2 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, 360.0 ft- - 15. HVAC credits PT b. Under Attic R=19.0, 1272.0 fe _ (CF-Ceiling fan, CV -Cross ventilation, _ c. Under Attic R=19.0, 97.0 ft2 HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Une. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft - MZ-C-Multizone; cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifications covered by this calculation are in compliance, with the Florida Energy Code. PREPARED BY: DATE:��u103 I hereby certify that this ilding, as designed, is in compliance with the F or dal Energy Code. OWNER/AGENT. DATE: '` �� Review of the plans and -j.AE sr specifications covered by this o� calculation inclicates compliance yw�,,'- 'with the Floridla Energy Code. efore constnuction is completed ' o this building wlill be inspected for 0 a compliance with Section 553.908 Florida Statutes. �DwE BUILDING OFFICIAL: DATE: EnergyGauge® (Version: FLRCPB v3.21 ) i L _. BASE AS -BUILT GLASS TYPES .1.8 X 'Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 . 0.97 679.2. Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 - 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 . 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL'TYPES Area X BSPM = Points. Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int lnsul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0. 207.0 - 1.00 207.0 Base Total•- 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES,- Area X BSPM = . Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Exterior In 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R-Value Area XSPM X SCM = Points Under Attic 1'625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 519.0 1272.0 2.82X1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0, 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM _ Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Blab -On -Grade Edge Insulation OA 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: 175.0 -5582.5 .® INFILTRATION Area X BSPM _ Points Area X SPM = Points 1625.0 14.31 23253.13 1625.0 14.31 23253.8 j EnergyGauge(@ DCA Form 60OA-2001 i L _F 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: 31019.1 Summer As -Built Points: 30841.8 Total Summer . X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 31019.1 0.4266 13232.7 30841.8 30841.8 1.000 (1.079x 1.150 x 1.00) 0.310 1.00 1.241 0.310 0.950 11270.5 0.950 11270.5 I I 6 EnergyGauge- DCA Form 60OA-2001 Energ yGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE GLASS TYPES 18 X Conditioned X BWPM = Points FI oor Area Type/SC •18 1625.0 5.86 1714.1 Single, Clear Single, Clear Single, Clear ]Single, Single, Clear Clear Single, Clear Single, Clear As -Built Total: WALL TYPES , Area X BWPM = Points Type Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior Exterior 1033.0 2.00 2066:0 Frame, Steel, Adjacent Base Total: 1240.0 2438.6 As -Built Total: DOOR TYPES Area X BWPM = Points Type Adjacent 18.0 4.00 72.0 Exterior Insulated Exterior 40.0 5.10 204.0 Exterior Insulated Adjacent Wood Base Total: 58.0 276.0 As -Built Total: CEILING TYPES Area X BWPM = Points Type Under Attic 1625.0 0.64 1040.0 Under Attic Under Attic Under Attic Base Total: 1625.0 1040.0 As -Built Total: FLOOR TYPES Area X BWPM = Points Type Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: INFILTRATION Area X BWPM - Points 1625.0 -0.28 -455.0 AS -BUILT Overhang Ornt Len Hgt Area X WPM X WOF = Point NE 1.0 6.0 16.0 12.00 1.00 192.0 NW 0.6 6.0 .16.0 12.23 1.00 195A SW 1.0 7.5 40.0 9.22 1.00 370.5 SW 1.0 6.0 16.0 9.22 1.01 149.0 SE 0.6 3.0 3:0 . 8.34 1.04 26.0 SE 1.0 11.0 36.0 .8.34 1.01 302.5 SE 1.0 3.0' 6.0 8.34 1.09 54.5 133.0 1289.9 R-Value Area X WPM = Points 4.2 1033.0 3.26 3367.6 11.0 207.0 2.60 538.2 1240.0 3905.8 Area X WPM = Points 20.0 5.10 102.0 20.0 5.10 102.0 18.0 5.90 106.2 58.0 310.2 R-Value Area X WPM X WCM = Points 19.0 360.0 0.87 X 1.00 313.2 19.0 1272.0 0.87 X 1.00 1106.6 19.0 97.0 0.87 X 1.00 84.4 1729.0 1504.2 R-Value Area X WPM = Points 0.0 175.0(p 2.50 437.5 EnergyGauge® DCA Form 600A-2001- 7 EnergyGaugeC2)/FlaRES'2001 FLRCPB v3.21 175.0 437.5 Area X WPM = Points 1625.0 -0.28 -455.0 FORM 60OA-2001 �r WINTER CALCULATIONS l Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: Total Winter X System = Points Multiplier 4681.2 Heatin g Points Winter As -Built Points: Total X Cap X Duct X System X Credit Component Ratio Multiplier Multiplier Multipli (DM x DSM x AHU) jPoints 4681.2 0.6274 2937.0 699266 1.00 (1.os 1.239 x 1.00) 0.461 0.950 3795.7 EnergyGaugeTm DCA Form 600A-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.21 FORM 600A-2001 %AVATER HEAPING & CODE COMPLIANCE STATU S' Residential Whole Building Performance Method A - Details ADDRESS: , .. PERMIT #; BASE AS -BUILT WATER HEATING Number,of X Multiplier Total Tank FEF Number of X Tank X Multiplier X Credit = Bedrooms Volume Bedrooms Ratio Multiplier Total 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total:7278.5 - CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Hot Water = Total Cooling + Heating + Hot Water Total Points Points Points Points Points. Points Points Points 13233 2937 7692 23862 11271 3796 7278=22345 PASS ya ,111E S2, �coD j1rE EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES-2001 FLRCPB v3.21 FORM 60OA-2001 o e ornplianceichemist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT # 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST & Adjacent Walls -....._ .�...."".•,•• 4��xterior 606.1.ABC.1.2.1 t, weatherstrip or seal between: windows/doors & frames, surrounding wall; wall sole or sill plate; joints between exterior wall panels at comers; utility missealed between wall panels & top/bottom plates; between walls and floor. : Frame walls where a continuous infiltration barrier is installed that extends Floors ealed to the foundation to the top plate. 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed Ceilings to theperimeter- penetrations and seams. 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is Recessed Lighting Fixtures installed that is sealed at the perimeter at penetrations and seams. 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; Type or IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air Water Heaters 1612.1 Swimming Pools & Spas 1612.1 Air Distribution Systems Insulation 610.1 URES (must be met or exceeded by alF residences ) REQUIREMENTS Com=(electricLor ficiency requirements in Table 6-12. Switch or clearly marked circuit breacutoff as must be provided. External or built-in heat trap re uired 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, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. c :bziioie manual or automatic thermostat for each s s 604.1, 602.1 Ceilings -Min, R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ..ENERGY PERFORMANCE LEVEL (EPL) I)ISPLEIY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 The higher the score, the more efficient the home. 'ssx vas e��merrarra� i. New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. , Is this a worst case? 6. Conditioned floor area (W) 7. Glass area & type a. Clear - single pane b. Clear - double pane C. Tint/other SHGC - single pane d. Tint/other SHGC _ double pane 8. Floor types a. Slab' Q -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Steel, Adjacent c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic b. Under Attic. e. Under Attic l 1. Ducts a. Sup: Unc. Ret: Con. AH: Garage b. N/A ELECTRIC.... New _ 12. Cooling systems Single family a. Central Unit 1 3 _ b. N/A Yes 1625 ft' c. N/A 133.0 ftz _ 0.0 ftz _ 0.0 fe _ 0.0 ft' R==0.0, 175.0(p) ft R= 4.2, 1033.0 ftz _ R=11.0, 207.0 ftz R=19.0, 360.0 W _ R=19.0, 1272.0 ftz _ R=19.0, 97.0 ftz Sup. R=6.0, 165.0 ft 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Mu.ltizone 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 loe completed based bn installed Code compliant features. Builder Signature:, O Date: Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER 11.00 Cap: 35.4 kBtu/hr HSPF: 7.40 Cap: 50.0 gallons _ EF: 0.93 PT, - THE STq?4'! o COS *NOTE.'The home's estimated energyperTormance score is only available ihrough the FLA/REScomputerpro ram. This is not a Building Energy Rating. If yo ur score is 80 or greater (or 86 for ,a US EPA/DOE EnergyStar "designation), your home may gualify for energy efcienc y mortgage (EEM) incentives ifye obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/'638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. Igor information about Florida's 13nergy Efficiency Code For Building Construction, contact the Department of Community Afzirs at 850/487-1824. EnergyGaugeEL(Version: FLP CPB v3.21) i L V . _ Maroinda Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO6401 64 101 CROWN COLONY WAY ORLN-CRC CHEK3 RIGHT A Fax (407) 321-3913 FL PE # 50068, CHESAPEAKE K 3 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 enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 VT 4-11-01 HIP 10-20-00 A 6-26-03 B 4-21-03 131 4-21-03 C 4-21-03 C 1 4-21-03 D 4-21-03 E 4-21-03 F 4-21-03 G 4-21-03 H 4-21-03 I 4-21-03 J 4-21-03 11 4-21-03 J3 4-21-03 K 4-21-03 K 1 4-21-03 K2 4-21-03 K3 4-21-03 K5 4-26t03 L 4-2a403 L1 4-2&03 L2 4-2A-03 L3 4-2aL03 M 4-2jL- 03 N 4-2XO3 ,. 0 4-2&03 P 4-2ai! 03 Q 4-2jL-03 R 4-2&03 S 4-23 %/ T 4-2,k03 Roof Loads- 6111-- U 4-2'A03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf 16/ V 4-2a03 W 4-2,2--03 ✓ W1 4-22-03 Y 4-2ac03 {,/ Total 33.0 psf Z 4-2A03 %/ Z1 4-2;L-03 ✓ DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" 4/ Z2 4-2&03 ✓ Z3 4-2V,03 %/ Vi Z4 4-2903 PLANS REVIEWED CITY OF SANFORD INV # I DESC QNTY 18331 THD26 18330 THD28 ✓ 18360 SKH26R 2 18361 SKH26L 2 18363 JUS26 16 18370 THJ26 2 18336 THD28-2 3 JUL 2003 SEAT PLATES1.38 1 DATE: 40-0 I: ti 60 p -_ - o z z o p _ v !v - - _ I _ -- -- v U U T o I T S IS _ b I R JUS2 HA ER RI �I L JL L J (� SKH26 HANGERS B 4PLY (2) SKH26 HANGERS \\ - \ 1 — D /— �— / 12 / /71 '77,4 E VOLUME CEILING / I 1 \ / 6 12 \ F ODD SACE / G / Q I F 12 — - ODD SP1 CE -ZH 8'-0 CEIQNG / m Vo 4E / \ VT 1 \ D \ I VT Lcl EHUH28-2 HANG 6t2 K B1- 3PLY \ � �-EHUR2B�FfAT1GER �s1A --- J3 J1 J1 -_ ODD SPACE- K / I CEILING r o K1 KNEEWALL _ 6 m 8'-0 CEILING / K2 To 1 i' o" KNEEWALL TO11'-0" J _ _ Z4 12 _ EHUH28-2 HA� w VOLUME CEILING — - K3 — � K5 - STRUCTURAL SCISSOR GABLE _ -_ �w w w a - I FIELD FRAMEIT —_-- - Cho` rJEd' & gyon Mm THJ26 HANGER J26 HANGERT� � � H � � 7 � _I � JOB NUMBER: CHEK3 Z 2 CUSTOMER: 1, 6 � I, JOB NAME: CHESAPEAKE K Z� Z9 ZI2 DRAWN BY: tly DATE: 11-4-02 I A PITCH: 6/12 & 4/12 O.H.: 1-0"& 1-4 3/4" \ BEARING: 6" LOADING: 33psf 1 rll ti IN 100 0' 6 13-4 1 6-8 20-0 I -91 Summar Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 PLATE CONNECTED WOOD TRUSSES © Madison, Wisconsin 53719 (608) 833-5900 i is the resoonsibRy afthe installer(builder,building contractor licensed contractor, truss industry, but must, due to the nature of responsibilities involved, be •ectororerection contractor) to properlvreceive unload store handle install and presented as a guide for the use of a qualified building designer or installer. Thus, y 'ace metalolate connected wood trusses to protect life and property, The installer, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages ust exercise the same high degree of safety awareness as with any other structural arising from thel use, application or reliance on the recommendations and aterial. TPI does not intend these recommendations to be interpreted as superior information contained herein bybuilding designers, installers, and others. Copyright the project Architect's or Engineer's design specification for handling, installing © by Truss Plates Institute, Inc. All rights reserved. This document or any part id bracing wood trusses for a particular roof orfloor. These recommendations are thereof must not, be reproduced in any form without written permission of the sed upon the collective experience of leading technical personnel in the wood publisher. Printed in the United States of America. ,TORAGE d'I ! s� �Y/-----JIllIIIIIIIII •+::,- _ ",.. _r p CAUTION „n}T casses�storrrd ho Izo , ta(I �S ouI �' h d- .51'!ItrUSS�+Ssllo reU`=1 er-li:Caii �a i.�l�'-.•{fie-t'. �' ''":r�- �supported,om bloeFum �tornr�;ve � f�e�ucessive?�ateral5; �a:� - q �r>s7, -,z .� ��; wM ,�.r{a�� '>:f • � �.5�� E `y,�"r s , ,,,�. ,r�i. ..0 ;, .. .��I -. u�tii 4� ;r "gr��5.''!��'tr rlr' d' :•'k4.,X `' ,ri;ttki'i: ;rl:"� ;� ,:F41...'r,.�.t,tt(�M�ti1,cin.,SE'atrr►n;6Y�it..al.lJ .,�g;:�ar1s:,4LY,_iwIIIn__,.ss.d1[II,'Gu:...5J..FSF„„vE.sNt.l'"�.tS. f7fi�.1;D,:',u.,.f.•H5'.PS U�i�Te�,pnel(�7Y',[,r,ai. lIFwRt1'�1�1 :. �ti.-,,*S�r��,.tr:.l�: L,� 19<i"4ln.112 ~�:Y�'rla.l�e�. ctec, .tr$iYg1,:�t tu-eniwo�.iI�rinlg-, i .2VITTM .: y �hr�ed+car :�: � ,:. -ri4 •a11'jliR•b:•G' .�nt' V,..t;..."aitiS4 �`6:��=b�.,.lu.; �t.�� :J..er.. .. t. a, yr: ;:Ai.'t4dl.._, o:,... w. br,.eakEbaj,�dln n rl,onstallatian�k '." #�": 1"mi, NGE'R t,a no',-"sto.r '.buncltes;i� n� ht un'iessY °trri39:_Im`1' TwA r Gi � ati �.s ku++ ?� a {�i l� mSs; 'M` I72:' 9nSCa're S:II.'dt1:I0i .,..eX2,. hay.: w� a.(ty�„stir { �i{!vY 3 r s "rtflsfi o- � .e c setl tn��ban�li ire, 4 r ,•het+ , reakba ds un�ll,6undles 'Ak :� �� 1 p Lip �� L1i�ced 1]oan��- '�:''t.�-�,.nGt�;uirt�hil - .i�.�..ra''-'.�`.�r�r .•'q+�r � "�I�„_.gar iih`Ir.,dfiT��k,.;ik.,��t'rr d;�rF,�t, ""��L..oYkc�.`?1P.. i�t��-f`�'�:...i�� :� � i a:�r _ vim.,.`�1m4a1�#�oavoid.�htttin Hou�dl�alhus� f+nd�es .r„�:rrxzare; :�aced�n asl�letbn�anarosifiton�a�xun Frame 1 . e,ogAgjgky .' gn. 60* or less or less p roxim_ Tag Approximately Approximately Tag /�r,., gt Line 1/= truss length 1/2 truss,length Line Truss spans less than 30'. ftinLgde 'ft Fth ee truss Spreader Bar :,tii1,agr., attachme' ch Top In Toe In etc, -su weight of t „ I s'np designer', i' Approximately the lifting 1/z to 3/3 truss length truss are s Less than or equal to 60' rary bracir Tag Line Spreader Bar Toe In Less than or equal to 6o, Strongback/ SpreaderBar Tag Line Strongback/ Spreader8ar At or above mid -height Tag Line Typical vertical End Wall i a ttachmeni Plan Blocking Ground Brace Verticals (GBV) Typical horizontal tie member With multiple stakes (HT) !r;truss of bra, OUP of trusse. (EB) Frame 2 12 e1 4 or greater ZZ 'POrV s sv1 ss A�Qs \ \ I�j ° �\ Top chords that are laterally braced,,canbuckle -•- togetherand cause collapse if there lano diago- f nal bracing. Diagonal bracing should benalled the. underaide of the top chord when•purlins t; 'are'attached to the topside of,the top.chord. �� 1 1IIIIII - ml� IIIryI,IiII�IIi ,I� I' III��I,�VI (I III ��Iti ! I 1 I,Ildt,il(u'IIi) 111 IFI I��I�IIII11 TOP.CH�RD,�I�,�iy��Il I I i Inr� MINIMUM I111 70P CHORD I iIklC�lr I ' '. DIAGOhJALBRACE r, it@�N�j Iq q . �!,' trI I, II�It'�liII�IUIII,d, PITCH�III 15 II II ; LATERgLI BRACE SPACING'(6BIS) ii! 117,�I�lI SPAN'll I DIFFERENCE SbACING(lB�s)a�y �, F'['#Itrttsses]!Ill.,i,.y HF .. Up to 28 2;5 Over 28' • 42' 3.0 6' g 6 Over 42' - 60' 3.0 5' 1 S 3 - I- I --- - ,_a-« — Nreresslonaf engineer ?F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace —` All lateral braces Required lapped at least 2 10° or Greater trusses. / Attachment Required Frame 3 ll1v"l{ TOP .iliiPilii TOF CHORD�lll:'J�I1)J 7iujls: 4�IIIdiTI r)J�11,ia.,.?9It�IIIN�III!5iik liyp�6;�PI�� R. '1�141IlIHI��I�IjhiI�,INIFi:: If it 1'S Up 10 32, 412 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' ^.. 6 4 I - --- -- I—...y..,.c.cu F,.'.sarvrral engineer DF - Douglas fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral brace Least 2 Required 10° or Greater �— i X / Attachment Required '`;Pli'CHE© Tf�llSa 12 ✓/' h� �. '1'r, F Top chords that are laterally braced canbuokle y5 Q� togetherandcausecollepaeifthereisnodiago. no) bracing, Diagonal bracing should be naNed Q, to the underside of the top ch^.,-d when purlins ~ are attached to the topside of the top chord. } ;�I SCfSSCAS TRUSS ": 'CE j!j;MIk! I M U M!j iv SPAN 4:.rl rm P 'SPF HI U to 24' 3/12 81 12 - Over 1 24E � 6 r l _ , Over 42 Over 42' - 54' E.IEII.d 4 Over 54' See a re professional engines r L)f- - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir I. Diagonal brace also required on end verticals. �laximum ' f Iisplacernent PlumbLine el 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Top Chord TIb NJOL R NA4 CE BOW J T L(in) 200 -SO" 1/4" 4_2' .100" 1/2' 8; 3' 150" 3/4" 2,5' Length L(In) Lesser of L/200 or 2" L(in) _TLeI-Ir Of L/200 or 2" U200" 1 16.7' P25OW' 250" 1 -1 /4" 20.8' 300"l -1 /2" AL4AWWA FiI'S?WtS 9005 Mamnda Way 6anforr� FL 82771 -- - (4071321.00" Fax (4071321.3s13 Date: March 5, 20Q3 To: Building Department From: Alaronda Systems Tomas Fonce Professional Engineer State of Florida #0050069 Subject: 17aliey 'Trusses All vadleyirusses labeled PVT-1 tiara 100 are covered under the general valley sheet provided in the truss pacl,.age signed and sealed by the engineer of record. The connections are noted On the structural info sheet of the plans. general shheeet. All criteria of the valley trusses are noted on the If you have any questions please feel free to can at 407-321-0064. erely Torn s -Ponce, P.F. �y\dli8tBE41tl��f� Date: .�i S � 3 � \BPS M ;•vNo. o050068 M STATE OF ;= C7FtEop'.\ c ;w 0 SA L /,,.t�l6E�Vt4kt DESIGN INFORWTION TMs d_'V b Fur an Indlsidloi buBding eompw.urt and Jars bees hosed on tafe,rnat,on P, kkd by Use etlenL The dcfgner duda,ms ,ry res(soostblltly fur damages as a taint of 6"BIY ar tomnset 1nf.-Atlas; spccgh voo; and/ er d""gof furntsh,d to Use tras, dctdguer by Um diem and the mttvduas ar acoaac-y of — to eo tton as It nmy teutc to a <>De Pryed sad eazpb no --peoslbdity a exercises oo emb.1 wllh rega,d to laturv- 1,aaduog- shq-- sad t t-limson r kinks. Ibis I— has J n drst Ord es aB lndfvldenl bo0df-g emnp--t m sses_ a ,_ .rnl /1H9.lT17 1-1995 and HDS-97 to he l"-q nyd as part of n,e bu,R,mg degp, by a Butldhfg Des begtstered arebiled or PrOlnsloval n,gu,ge,1. When se" + 4 fir PPs 1 byt,.e buBdtog d- e,. a. dcslgO kod,ags "shown wmt be checked to be sure that the data shown We in tee-rnt Mth the lorai hWldtng ntaes ,ae,d,fee-f do<:_was,, pm -el speeBiaflons or specter appited roads. VW.shown. tress hss noa beers d-lbled for storage or om,Paacy roods_ The destp, asssaaes mmP-esion dmeds (top or boUom) ate cmtth,u- o,aty b,werd by abcu,mg _j._ otho++i e apceaied. I"— bottom d,ards aX j_b. eta noI Adtj braced IateaaBy by a Wopaly aPpBd rwa ceding, they should lxi Wand at . xaa>imum -[Ache of e.e- C0000clor . dls obaB >x mansdadsucb,, d form 'Rpp 20 gauge hot PPd galvatthed sty IDeetir.g ASIM A 653. Gnde 40. -a— dt.cn l._ shown. FABRICATION NOTES Pane to pataU,-iDon, use fatuleator sbal( -%,1- [fits dmo"og to ver,fr that this draa.b,g 1s h, �loo, ; � odUs [lure f tw_fors Plans sad to tmu,og asponsrbgtty for---h art- tlesUod Any dtaaePar.etes are to be Psd Us bes Phto zf+aH not be 1-ft lea—Uon.. knots or at.1-ted filled o•er knothole, for i,ght Rtung -o 1 W-d b—lombarstg �cebs cut rector Pules'half be )eatrd on both face d the xam Mai netts Iuiy bnbedded and sb2a be sym. shout the Johlt mJez othenvtse shown. A Sxa Ptale h 5' sv,de z t' Iong. A Bxtr ph,e b {- rufde x B' TOug. Slots ih-k3l ins p-AW to the Plate length spedRed. Double arts oo web manbm sball mad at the __told dlbe ssetss [roles- uthenvtse showri Cortoedor ptaie slxe ve min4tan sizes Laud an the fonts shoam and ®ay need m l,e bsdeaxd for Cc.tabs hand. Rog and/or e, 2100 9r[zses. 71.1,, tress h Xmt to be bbcteated adth no, t A_d.,t treatd Hasher unless ou,awi,e 51so,, , For ad UUotW lofm-mat,au on 9--my Conbal xefa Ix. ANSIFM 1-t995 PRECAUTIONARY NOTES All br-i g sad acdwo r sooseadaaovs ace to be "Bowed to arard%Dm ■dW -Bandlln hest." & Benda{. H11391_ T,,' are` o be rundled s"U. puuastrr o,e d.umg bandlag sad eatadta g. ddtvay sad l_taBauoa to avo,d xdmage. Temporary sad Pa+a,aracnt b�c fm Is. Lsbr .,.®es 1. a a1Xn[ght* d D mPb rUon sad or.slahm "L"at f-e -ball be desepsed -a taat+Bed by nL},e c^s,,aW hand. Bngts esenual and aMfa, bracing 11 always xz m-d- 9--1 Prccauttomty un-n for tru5sts'egnk s such Itmpotail bracing dwing b-faf6ftm be6mm tx_ to amid tnpph.r andd-woolog.The "Pavls,an of aertiam or t-- Shan be undc Use coot m or P, acpeeleooed to Use IostanaUm of urns s. Aofetsbtssr advlee aI.B be sought if needed. C"81MU-th,n cd axsstructioa loads gtratcr Ul Use deslgo kad, sbaU no, ,.e apphnl to ausso at any Base tic, lea& other thao Use wc,ght of the e,eeta„ -ball be APpBa1 to fn,ssa until slier all fasteuh.,g and b—log Ls compklcL MONO VALLEY VALLEY TRUE COMMON VALLEY ••x!-i,\l-1 f'4IJ/j �r51tM5 WO: VAI I FY q> T IfLESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL L # 20 # 2x4 DR 5x6 OR 4xi hiDIAGONAL WEBS f 416 3l6 4x6 t 4x6 REQUIREDY41TIi SPANS DR OR 2x4 GREATER THEN 26-0-0 316 214 214 0-0-4 2x4 3x6 2x4 214 214 2x4 4110 316 3x6 OR 3x6 cA MAX 5.0.0 O.C. (TYP) f 4x6 an t 4,6 294 s 214 [I: V i QTYA III WHEN DIGAONAL WEB PRESENT USE 4XG PLATE (4) WHEN NO DIAGONAL WEB PRESENT I4SE ZX4 PLATE VALLEY UEM8E41S AT 24'O.C. (TYP) 1x4 3x6 2x4 VARIES 11 uP ro r 2x4 2x4 3x6 MAX TRUSS SPACING MAX 6-0-0 O.C. (TYP) BELOW - 48 • O.C. I® SPANS UP TO 6D-0-0 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES DOT 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 6' 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 EXCEPP AS STIOWN T'LATFS.AItC, T120 GA 1 + 1D PLTt ANSUTPI 1_1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. I..ICENSE #0050068 , 590 GRE eT,anrvv, - n,ncnn ......,,.,. SUPPORTING TRUSS VALLEY OJTYP-)COMMON OR GIRDER COMMON TRUSSES.) • VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET Cont. Support READ ALL NOTES ON THIS SKEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: +iw dxOgb aLowrs on this dmwla' Is not axr.Uon lnactng. wind b,actng. Portal bracing Dr stmltu hradag Part of the bunding deslgu and dbleh must be :-4derd by the bnlidtog dc-[goer. 6racfag show„ b for titers! support of truss maabem Duty W induce bu kBng te„gM 1',a,T;lons must he made to artcbac t,f hca d cad,'.ued spe.-toed lootbns decuraWod by the bundmg ae,gver_ AddBional hncfng of the onera6 sln,dtue may be mqui-i Is— 11113-91 of 7 Pil fr}uss Phte rmututt TFL b located at 583 D'Duofrto Drh:<, Malt Dn, t.'gc„tL rr 5M171Ot Studs @ 6-0-0 o.c. EGg. Job: Dvrg: Dsgnr: TLir Cbl1: TC Live 16.0 psf 'TC Dead 7.0 psf RC Live 0.0 psf Bc Deatl 2.0 TT_sf Ituss ID: VT Date: 4-11-01 DUrFCIC - Lbr_ 1.25 Dulr-Oc - Pil_ 1.25- . O.C. Spacing: 24-0" Design CrIleTia: TPI r- r4 n,...,,- 2enPonurt lulu !ms bcv, }nsal on b,fofnnUoo ,rt•Ndcd bT UK client. The dcsigacr dlsclabns nr resporatbo/1y fo, danrag- an a result or Idlty'or I—ect bdorttntton_ spedfloboltl ,rd/a d�tsn> fumbhed to the int>s dotgucr r the cbe-1 and 111, eanedness .,.,coney "tbb bJornuUen as 11 hey rcl.le to naPa- !ie pt--ject and accepts rro rnpotas>latUlr o,- cache no cmrtrul ,ynh regard to r.bno- >n fanttDng. sMP.nenl and but.Uatlon or a YixY ,row. I,d.a trees al�,lned a dbMual buJldMg cost, pon. nacrnrdaaxe it 151T(PI 1-Ipp5 and NOs-97 to be inc rponlcd pan of the bundl„g deign ky a RoWb,! aIr- f1wfzl-d arehnccl m J-F- lonaf RD,eer1 tVi,en rceic,red Iw app—1 I, tJre kilo>g dcsll,.e,, the rte;yn F•adb,6a shpa-n e,t be d,c h.d to be 1,— U-1 U,e ,I.,. sl»,err b agreement null the locai bu0ding eedos, al db,+eue reewds for r,b,d or.r,o,e Inads_ ¢ed zPceateatb,u w sPaA l -pplkd loads. kss zlro+n- Irvsz l,as not been dofgned for lag- w occupancy bads. The dnlgn asstunts npraelon y Shat-; r11 (toU,p « bctto-1 are eentb,u- =tT bnttd bMb, unl. athm b, dr". where boUo- churls I- Icnsbn a,e iuUy bd c,lrsa lly br racea prvPerlp appUed eeutna. u r>henia tK b xed at n ttmvn ¢f» ,.g of 10'-O_ o.._ Cnnnecbr a stun he t-f—etored 1-, 20 gaup hot red sat+au eed .4-1 rnmtb.e NMI n 6,3. de 40. uMeu Ilu—lsc 16o,>rt_ BRICATION NOT[S r to lab,/ouon. the fabr/qmr shatU rertelr dmwb,s to.e7y tlot U,b drarefns b b etmancc,allh lba taMtminr> Plata asd to •c raperradnug, ter avcb sera. bn. My dbeepa..ete are to be put in n! betwe - Un, orucd fahrtaello„. > almil not be bauorcr knothoto. ror dblwted sza,n, p/en,b >haU be eu( [ht 111161E rood to woocl bwrtng. Con- ,, P6.ta s1a11 be tolled oe Fo11, fags of rla>',<rrdh roib h,tly lrnbcJded and shall be .lwol U,c 7olnl uN ss ollrernbe siraan, A 110b 5- slue a s' b,rp. n 6s5 Plate b 6- K a- long, Slots (hoterl ••,n Panibl to 61c Icnsllt spccMcA. DonMc cuts or, � ivs shah meet N the en.lrofd d the webs a rrlhe.wbe zhow,e Conne:cln put. site Inbntun sha based vn the 7 re_ shorn Tay need to be Inel-ed for cv W N hand- Ird/or ereelbn strve,ts, Thb truss b .lot 6brtoted wIU, Ilre relanhrLL U-led a lnd[>s oUrernbe shown. Pot nddlUonnl tenon ore 9-111T c-b-I ,der I. nrLSl/TTI I-1995 CAUTIONARY i•IOTES dug and vactbn .ccon.mcnd,uona arm >Itmyed N acrordar.ee rtth'Ha»dlb,g HI0-91. Trvsse are to died nttlr paNe,.mr ca,e dorb,! bandln! nddr,s. A"♦t'.•TaM d,s,alyl,on {o axald t Tur.perarT arrd pvnw,enl bray„ l'e+s tnwes b a sGattl,l a,.d rh,nrb p- d for rabLL,F bl-ral 1•„ea> shah be d a 1 MriaYcd by (hc..z. CarJul band_ ssrn11a1 and e. u- tnxtng b a1,, L Normal piculluollall.,boll it,[ mqu4o such luupanty br,Kh'R durI g Ion belwcca trusses fo.,cold loppDllg abaw,g. The sup-rat>bn d v-ctbn d Ia,.g be -d- III, eoa+tml n( PCr)pn> teed In the insWUaUall d bussts- or,al ad Iee shall be sought Ir deeded_ .... 1 1 u U ., bads g cuter destg, ba (s s)IaD no( Ir Tpplied to xf a y Ib N I ds dh n n U,e IU to 1 fl1„otT �, itc ndd -flu al{ la l t i! ar d h,aclns led. 2x OF HIP GiRDER MocmNG ADDED -f-0 TOP CHORD STEED [-]IP (-Ri lccrc -fn f-. r W/ ]Y:I TYPTCAL BLOC ff `LdFVR- IS A �'.��I1rG ON sTEP ' - fpst.enm� Malrouda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-OU64 Fax (407) 321-3913 f TOMAS PONCE P.E. LICENSF !/0050068 i..p GREEnHRVOK Cr. DvIEDO. r'L32 i55 Vyl-UtIlING: MEAD Ali iVOTES OIL! THIS 5NEEt. A COPY OF TiiIS DRAWING TO BE GIVEN TO Ei?ECflr4G CONTRACTOJ?- i3RAC1NG WAR14ING 8 acb,I si vrl a 1, 1 d t g Is n,>t .,r:tl brae/ a -1 ,d b,acln hl;b is a part J IJ c bulidbrg limlPn of d 1 I If Iu t b consldcrcd b s. nnn b r. r lal_ni sotn., 4 lint,J b. i db, ntstnlLx.r b,Vcbrg 1 ra,la to a.rd,ot latch) brat" t t onr embers ontl h, reduce bueklU, I Um bulJbrr d_1lncr- ArrN,.g AddNnnal b ar,Ur - @ a d• ands clUc !' Irnllle Ftoekl s 1 be e of the oy Fc d IxaBorrs dctcrn,U,ed I,y the buUdb S d lnr,er. U toss pL t h stiiute. iPl. 6r' ll l 5.9strvefur, fro: he tuirad. ISc- rilq ovalcd a3 U'OuW,c9y p�r.c 91 0l Tpq. J iaa,am,- w,ace...rro 63> 1 %. Job: — IEug- U14g. Dsg_ nr_ il,Y Cilil_ J C Li 16_U PS[ ['C Dead /.11 jts( ,BC Live U_t) Ilsf 33.0 I,Sf Truss ID; Ii1P Dal�_2D-0p Duff-ac _. II-)F.— 2� - Duir ac --PIi, 12,, O_C SPacirlg: 2�f.On Design Criieria: IPi cr3e OIGI. . DESIGN INFORMATION This design is for an tndfvtduaf building component and has been based on Information provided by the client. The designer disclabnu 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 j of this Information as n may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabria- eon., handling, shipment and Installation of trusses. This thus has been designed as an Individual budklbrg component in accordance wit ANSWM 1-19%and NDS-97 to be Incorporated as part of the bulWtng design by a Building Designer (registered architect or profeaskoud 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, kcal dhnalic records for wind or snow loads. Palled specifications or special applied bads. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are contiml- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are nM fully traced laterally by a properly *poled r%M ceiling, they should be braced at a maximum spacing of ](y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a coritInuing responsibility for such vert- Bation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothol, knots or distorted gram. Members shall be cut for Ught fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rafts fully Imbedded and shall be symabout the Joint unless otherwise shown.. A Sx4 plate IS 5- wide x 4- long. A 6x8 plate is 6' .tile x 8' long. Slots tholes) run parallel to the Plate length specified. Double cuts on web members shall meet at the cenuoid of the web. unless otherwise shown.. Connector plate stew arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This trans is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on 9uality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracnng and erection recommendations are to be followed In accordance wilt, -Handhng Installing A Bracing', HIB-91. Trusses are to be handled with particular care during banding and buading delivery and tnstall u n to avoid damage. Temporary and pemumem bracing for holdfng trusses In a straight and plumb pos- nlon and for resisting lateral forces shall be designed and fnstaned by others. c.mf W hand- ling is essential and election bracing Is always required. Normal pmmuuonary action for fnusm mqubes such temporary bracing during Ios11a11a0on between busses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the controi of Persons experienced In the Installation of trusses. Professional advee shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses untilafter all fastening and bracing is completed. . -0 ar_anrcrync n o At..: i U# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 HOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB = 1.15 WO: CHEK3 WE: This 4-PLY Hip Master designed to carry 111 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# --TC... FORCE ... CSI 1- 2 -13806 0.25 2- 3 -16526 0.27 3- 4 -20882 0.14 4- 5 -20882 0.17 5- 6 -24952 0.20 6- 7 -24952 0.20 7- 8 -20881 0.17 8- 9 -20880 0.14 9-10 -16525 0.27 10-11 -13806 0.25 ' 4-11LYS REQUIRED 6 OU SX10 4X6 44-8 0-6-6 - sa 3X4 5X6 Face = 0-2-8 3.00 as ..BC...FORCE ... CSI 22-21 12242 0.68 21-20 12998 0.66 20-19 16654 0.66 19-18 23653, 0.92 18-17 23651 0.70 17-16 23649 0.70 16-15 23650 0.92 15-14 16653 0.66 14-13 12997 0.66 13-12 12241 0.68 1OX10 4660# 8.0011 17 1-0-0 (RO10-10) I 40-0-0 147 EXCEPT AS SHOWN PLATES ARE T10 GA TESTED PER ANSI/TPl 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-(1064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dn.OViEOOSI-32765 Desigll: Matrix Analysis TVAKININU: 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 biaebng. wind bracing, portal bneing or sanflar bracing which is a part of the building design and which must be considered by the butidfog designer. Bracing shnwu is for lateral support of taus members only to reduce buckling length. prrnis-f mS mushe t made to anchor lateral bracing at cods and sP-ffkd loemim. detertnIned hY lire building desfgrer. Additional bracing of the mcrall structure may br required, (See i116-91 of TM). (Truss Plate institute, TPI. is located at 580 D'on-h" Drive, Madison, tti iscorstn 53719). JOB PATH: 17:17EE-LOKIHOMEDIR TI: A HTY:4 ==============Joint Locations=======_====___ 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) IS- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 - -- ----- TOTAL DESIGN LOADS -- Uniform PLF From PLF To--- TC Vert L+D -46 -1- 0- 0 -46 7- 4--0 TC Vert L+D -23 7- 4- 0 -23 32- 8- 0 TC Vert L+D -46 32- 8- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 BC Vert L+D -20 32- 8- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 0- 4- 0 4660 Hoi-iz Uplift Y-Lon Type 39- 8- 0 4660 0 -1621 BOT 0 -1621 HOT PIN H-ROLL 0 44X63X4 0-6-6 4-2-6 I 5X6 ( 3.00 Face = 0-2-8 08-0 7-2-11 13 i 4660# 8.0011 10-0 1475A (RO-10-10) scale = 0.1595 Eng. Job: Dsvg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0,0 psf BC Dead 10.0 psf TOTAL 33-p „�r- Truss ID: A Date: 6-26-03 DurFac - Pit: 1.25 O.C. Spacing: 24di" Design Criteria: TPi Code Desc: FLA HCS: 08.20M DESIGN INFORMATION This design Is for an Individual budding comporent and has been based on information provided by the cllent The designer disclaim any responsib8l for damages as a result of faulty or Incorrect information. speclBmtbw and/or designs furnished to the tens designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no trsponsfbdity or exercises no control wan regard to fabrtca- tlon, handing, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance will ANSI/-M 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineed. When reviewed for approval by the hufMing designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local bull" codes, local climatic records for wind or snow loads, pryect specfOrations or special applied bads. Unless shown, teas has not been deigned for storage or occupancy kads. 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 propr dy 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 ASrd A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vergy that this drawing is in conformance with the fabricator's plum and to realize a cotunuting responsibility for such verl- Botion. Any discrepancies are to be put in writtng before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fining 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' king. A 6x8 plate is (r 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 sue mtrUmum awls based on the forces shown and may need to be Increased for certaM nano- 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 refit to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection reeonm crulatfons are to be followed In accordance with -dandling bmtalling a Bracme, 11113-91. Trusses are to be handled with particular care during banding and bundling, delivery and tnstatlatian to avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pos. itlon and for resisting late,.] forces .1-0 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 dmnuroing. The supervision of erection of trusses stall be under the control of persons experienced In the msallabon of lr sses. Professional advice shall be sought If needed.. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS- 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,6 MQLTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTIONi L/950 at JOINT # 4 L--0.49" D--0.50" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.231 RMB - 1.15 T 5-0-8 0-6-6 Face = 0-2-8 3.00 0.8 WO: WE: �q Continuous lateral bracing attached to �I either edge of web(s) shown. Bracing MOST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3■x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C6C, V- 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TC:DL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI 1- 2 -4073 0.52 2- 3 -5333 0.59 3- 4 -5387 0.42 4- 5 -5372 0.57 5- 6 -4072 0.53 ..BC ... FORCE ... CSI 12-11 3664 0.76 11-10 3665 0.64 10- 9 5402 0.83 9- 8 3664 0.65 8- 7 3663 0.76 TI: B QTY:1 _ == Joint Locations ........ ______ 1)6900- 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAX. REACTICKS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCMED E: Support 1 988# Support 2 1007# 6X8 4X6 8X10 6YR 5X6 1 3 00 Face = 0-2-8 08-0 8-3-11 22-0-10 8-3-11 1 1 10 9 7 1366# 8.00" 1366# 8.00" (110.10-10) i �e 40-0-0 (10-10) � RO- EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-199S scale = 0.1595 10-10) MarOnda sue emS WA IM41I U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, Flo. 32771 Bracing shown on this drawing b not erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified I r Uons determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI), LICENSE #0050068 rrmss Plate institute. TPI, is located at 583 D'Onedrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DP OVIEDO.FL32766 Daign: Marfr Analysis JOB PATH: C.-17EE LOKIHOMED11? Eng. Job: Dwg: Dsgur: TLY Chk: WO: CHEK3_ Truss ID: B Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DufFpc - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPi Code Desc: TOTAL 33.0 psf V: ,0 2- 1 44- 1 11CS: 0&20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION this design is for an tridlvklual buWtng component and has been based on to mtatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, spectit-ts. and/or designs furnished to the truss designer by the client and the correctness or accuracy of thb information as it may relate to a spe- cific project sod accepts no respons®9ity or exercises no control with regard to fabrica- tion. hanaltng, shipment and installation of trusses. This truss has been designed as an individual building component in aftvniance 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 engfneeO. 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 bead building codes, local cltmaltc records !or wind or snow bads, project specifications or special applied leads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are commu- ously braced by sheathing unless otherwise specified. tPhere bottom chords in tension are not fully braced laterally by a properly applied ttgld ceiling, they should be braced at a maxlmma spacing of LO'-0" o.c. Connector plates shad he manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 4Q unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy, that this drawing is In conformance with the fabricator's plans and to m1W a continuing reaponatbibty for such vert- dcatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shaft be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wick x 4' long. A 6x8 plate is (r wide x 8- long Slots tholes) rum parallel to the plate length specHkd. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires are minimum sties based on the forces shown and may need to be mercaaei for certain hand- I1ng and/or erection stresses. This trues is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltlonal on Information 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'. H(B-91. Trusses are to be handled with particular care during banding and brushing delivery and hutallatton to avoid damage. Temporary and Permanent bracing for holding trusses In a straight and plumb pos. itbn and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporuy bracing dun" lnstallation between trusses to avoid toppling and domfnob4 The supervision of erection of trusses stall be under the control of persons otperienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction kxWs greater than the design loads shall not be applied to masses at any time. No bads other than the weight of the erecmrs shall be applied to ttutsses until after all fastening and bracing I. campktcd. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, i. 1.00, Exp-Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/424 at JOINT #15 L=-1.09" D= 0.45" Ta-0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.31■ MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.53" RMB = 1.15 6.00 T 5-0-8 0-6-6 I CHEK3 WE: MULTIPLE LOADS -- This design is the I:oclposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule- TC- 2 per ft. SC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-11 6040 0.46 3-PLYS REQUIRED 8X10 3X6 Face = 0-*s- 3 001 -2-0 --�{ ail 10X10 6X8 TI: B 1 =E==am _ -Joint Locations = _.__...__ 1)Oa0-0 8) 31- 4- 0 15)20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- A 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 - ------------ TOTAL DESIGN LOADS ---------- -- Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ---MAX. REACTIONS PER BEARnar_ LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H-ROLL 8X10 T 0-6-6 4-10-6 TT� 1 3.00 Face = 0-2-8 Zo 19 2657# 8.00" 18 17 16 15 14 - - -- 1 12 1 1-0-0 40-0 2334# 8.001n 10-0 C(j) A {12) 2X4 866/{ 1 1394y EXCEPT AS SHOWN PLATES ARE TL20 GA D 1rER ANSUTPI i-1995 (RO 10-10) scale = 0.1595 WARN' N : READ ALL NOTES ON THIS SHEET. Eng. Job: MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B1 CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFaC - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building des Bra cinB TC Dead 7.0 psf DurFOC - PIt: 1,25 (407) 321-00(i4 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is for lateral support of truss metnbers only to reduce buckling length. Provision t be made to anchor lateral bracing at ends and specified krcatlons determined by the building designer. Addlttonal bracing of the overall BC Live 0.0 psf BC Dead O.C. Spacing: 24.0" Desi n Criteria: TPI LICENSE #0050068 structure may be required. IS" HIB-91 of TPI). rrruss Plate Institute, TPI. Is located at 583 D'Dnohio Drive. Madison, Wisconsin 53719). 10.0 psf g _ ,, Code DeSC: Ines v�fssA Dfiovteoo,iti327es TOTAL 33.0 psf V:d 0 ,0 _ 6 - 2 Design: Matra Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 DESIGN INFORMATION Ibis design S for an 9idlvkhal btdidfng component and has been based an Information provided by the client. The designer disclaims any responsibWty for damage as a mutt 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- cif c project and accepts no mponsfblitty or exC1C15es Ile Wntlml witil rtgaid to fabraa- is-, handling, shipment and installation of trusses. This thus has been designed as an Indwidual budding component in accordance Witt ANSI/7P1 1-19% and NDS-97 to be incorporated as part of the buUding design by a Building Designer begistered ardutect or professional engmeed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads, pried spetllfraUmu or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords imp or bottom) are contmu- ously braced by sheathing unless othewise specllkd. Where bottom chords In tension are not fully braced laterally by a properly applied rigid titling, they should be braced at a maximum spacing of IO'-0" o.c. Connector plate shad be manufactured from 20 gauge hot dipped gahanized 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 fabriatofs plans and to real lu a mnunutng responsibility for such Verk- Iiratlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed aver knotholes. knots or distorted palm. Members shall be cut for tight fixing wood to wood bearing. Con- nxctor pates shad be located on bah faces of the truss with nags fully Imbedded and shad be sym. about the johd unless otherwise shown. A 5x4 pate is 5' wide x 4" long A 6x8 pate Is (' wide x 6- long. Slots fhoks) run parallel to the plate Length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plot. sIa are minimum sire based on the force shown and may need to be Increased for certain hand- ling and/or erection atresses. Thus thus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infornamon on Anal ty Control refer I. ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erectian recommendations are to be followed In accordance with'Handhng Installing a BradnW, HIB-91. Tosses are to be handled with particular pre during bandies and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tnuses in a stmight and plumb pee - Rion and for missing 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 requires such temporary bracing during ftfsta}latbn between trusses to avoid toppling and dounnoFng. The supervision of erection of trusses shad be order the control of persons experienced in the Installation of trusses. Professional advice shaft be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to tosses at any time. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L--0.42" D--0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTIONS T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.15 -r 6 0000 Face = 04 ---3 6-� 4 o-sue WO: CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MOST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace mast extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, CRC, V- 125imph, H- 15.0 ft, I- 1.00, Exp-Cat. B, Rzt- 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE. . . CSI -BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 :1 _ --Joint Locations =-=-s-====.-==a= 1) -Om=--Joint 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 .10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 DOT PIN 39- 8- 0 1365 0 -1011 BOT H-ROLL PROVIDE UPLIFT COMilECTION PER SCMMMLZ: Support 1 992# Support 2 1011# 6X8 8X10 AYR -6.00 5X6 3.00 Face 0-6-6 5-6-6 0-2-8 080 i1 9-7-11 19-4-10 9-7-11 1366# 8.00" 8 6 1-0 0 1366# 8.001r Cam) A (12) 2X4 EXCEPT 40-" 1-0-0 �-(RO-10.10) AS SHOWN PLATES ARE T120 GA TESTED PER ANSMI 1-1995 scale = 00-10) .1595 A : READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEKY"""aaaa"aaaaa Maronda S-ac A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C kwaaw CONTRACTOR. Dsgnr: TLY Chit: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 $AN -0064 FL. Bracing i shown on this drawings not erection bracing, abed sidcm portal bracing or slnilar bra ng witch s a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac -Pit: 1.25 40771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown s for lateral support of truss members only to reduce buckling length. Provislors must be made to anchor lateral bracing at ends and speeff ed locations determined by the budding designer. Additional bracing of the overall structure BC Live BC Dead 0.0 psf O.C. Spacing: 24.0" Design n Criteria: TPl LICENSE #0050068 may be,equled. IS" HtDQSi s-91 of TPd. frruss Plate Institute, TM. islasted at 583 D'Onolfo Drive, Madison. Wisconsin 53719). 10.0 psf Cove Desc: - 10m^ VA}NiESSADROVteno.a'-suss TOTAL 33.0 psf V: 9.0 - 21 7- Design. Mau Analysis JOB PATH: C:ITEE-LOKWOMEDIR . RCS: 08,20.02 DESIGN INFORMATION Ttds design is for an individual building canponenl and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect lnfornatkxn, 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 wah re- to fabrlea- 1 on. handling, shipment and Installation of trusses. 'lints truss has been designed as an individual budding component in accordance wnt ANSI/TPI 1-19%and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engmeer). When realewed 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 blinding codes. local clknstie reams for wind or snow bads., project specifications or spacial applied loads. Unless shown., tress has net 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 oedhag. they should be braced at a maximum spacing of ]0'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabraxtor shad review this drawing to verify that this drawing is in conformance with the fabricator's pions and to realize a continuing responsibility for such veri- fuatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the tress with us& fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x C long. A W plate is 6' wide x 8' long Sots (holes) run parallel to the plate Length specified.. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues are mod m rn slut liaised on the forces shown and may need to be increased for certain hannd- Ung and/- erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on gua ay Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed In accordance with "Handling Installing & Bracbtf, H1B-91. Trusses are to be handled with particular care during handing and bundtb)& delivery and installation to avoid danage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rlon and for reststirg lateral forces shall be designed and Imatallcd by others. Careful ha d- hng is essenBai and election bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation Wilt= ttllsses to avoid toppw* and da®hemg. 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. CmnCtimnAkm of construction loads greater than the design loads shall not be applied to trusses at arty time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CWRDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX LIVE LOAD DEFLECTIONt L/999 L--0.42" D=-0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.44" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22" RMB - 1.15 T WO: CHEK3 WE: �q Continuous lateral bracing attached to ly either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3■x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCB 7-98, C&C, V= 125mph, B- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: C1 ATYA ===-awe=z == pint Locations bean...=_= 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 3-365 0 -1011 BOT B-ROL'I, PROVIDE UPLIFT COMEECPION PER SCENDULEt Support 1 992# Support 2 1011# 10-0-0 11 20-0-0 L, 10-0-0 1 3 14 5 6 0000 Face = 0-JW- 3 0W -0 0 6X8 8XI0 6XR --6.00 1 5X6 3.00 Face = 0-2-8 T 9-7-11 19-4-10 9-7-11 11 -46 i 1366# 8.00" 8 1366# 8.00" CdWdW41. 404)-0 A (12) 2X4 (i RO-10 10) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANS1/TPI 1-1995 scale = 0.1595 - Maronda cx ctttllS WAKNING: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, M. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stniLv bracing which is a part of the building design aced which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of Grass members only to reduce buckling length. Provsions must be 1t TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPl) LICENSE #OD50068 (Truss Plate Institute. TPI, Is located at 583 D'Onofno Drive. Madison, Wtscwmr to 537191. 1005 VANNESSA DROVIEDO.IL32766 Eng. Job: WO: GHM Dwg: Truss ID: C1 Dsgnr: TLY Chit: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI _ Code Desc: TOTAL 33.0 nsf v-no nc n,)_ e1 XAn HCS: 09.20V JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provkled by the client- The designer d'--'-'-- any responsmtCty for damages as a result of lanky m Inconed information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as n may relate to a spr epic project and accepts no responsg Wry or exerelses no control with regard to fabrlca- Bon, handNng, shipment and installation of trusses. This truss has been designed as an Individual budding component in accordantt wta ANSI/TPI 1-19% and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional englneed. When reviewed for approval by the building designer, the design loadhip shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads, project specffk tin- or speed applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords [top or bottom) are continu- ously braced by sheathing unless otherwise specified. When bottom chords N tension are not fully braced laterally by a properly applied rigid c Ahng, they should be braced at a vml mum spacing of 10'4)' o.c. Connector plates shah be manufactured from 20 gauge hot dipped gah-antzed 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 ux"dommance with the fabricator's plans and to reabW a exmtinuhng responsibility for such verf- fkaUon. Any discrepancies axe to be put in writing before cutting or fabrfcetfo. Plates shan not be installed over knotholes. knots m distorted grain. Members stall be cut for tight fnting 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 otberxrbe shown. A Sx4 plate Is 5"wide x 4" long. A 6c8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shah meet at the centroid of the webs unless otherwise shown. Connector plate sires are minknum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnforroatlon on guaUy Control refer to ANSI/171 1-1995 PRECAUTIONARY NOTES Au bracing and erection recommendations are to be followed in accordance with "Handfing, Instalhnng ♦$ Bracing. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent tracing for holding trusses In a stralgirt and plumb Ilion and for resisting lateral forces shah be designed and instaBed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bradng during installation between trusses to avoid toppling and doinlnoing. The supervision of erection of trusses shall be under the control of perwns experienced fn tine lrsiahaBon of trusses. Professional advice shah 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 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 L=-0-35" D--0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.210 RM = 1.15 T 6 Face = 049 0-8 CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CRC, V= 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. sac l L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC. -FORCE ... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 6X8 8X10 ors 1366# 8.00" -- " 1-0-0 CdN 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAMMMSA DROVIEDOXI-32766 Design.- Matrix Arfofysis WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erecttun bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provfions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may he required. (See RIB-91 of TPI). frruss Plate Institute, TPI. Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). JOB PAIN: C:17EE-LOKWOMEW TI: D ===Joint Locations:a:=_=:==.==s=a=. 1) 0-=0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 3-2) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-1-4 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lon 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H-ROLL, -6.00 I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 PSI` BC Dead 10.0 psf TOTAL 33.0 osf T 5X6 Face �i 8 13W 8.0011 (R0-10-10) scale = 0.1595 Truss iD: D Date: 4-21-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI - Code Desc: V:09.05A2- 21649- 5 HCS: 08.20.02 CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: WE: DESIGN INFORMATION This dmtn is for an lix"ual bu ldh* component and has been based on information provided by the cbent- 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 - accuracy of this information as it may relate to a spe- cgie project and accepts no responsibWty, or rxereises no cornttoi with regard to fabrim- tlon, handling, shipment and hntallatbn of trusses. This toss has been designed as an Individual buDdhrg component In auk will ANSIfM 1-19%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 kndbngs 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. prmjed specifications or special applied toads. Unless shown, truss has not been designed for storage or occupancy kale. The design assumes compression chords (top or boumn) are continu- ously braced by sheathing unless otherwise spRffied. Where bottom, chords in tension are not fully braced bit -ally by a properly applied rigid ceiling, they should be braced at a maXimum spacing of I(Y-T o.c. Conmedor plates shall be manufactured frorn 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 vergy that this drawing is in conformance with the fabrtcalm s plans and to realbr a continuing responsibility for such verf- ikation. Any discrepancies are to be put to writing before cutting or fabrication. Plates shall not be in -rand over lmothoies, (mots or distorted grain. Members siWl be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the teas with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' km& A 6xB plate is 6' wide x 8' long. SkAs thoks) ram parallel to the plate kngth specified. Double cuts on web members stall meet at the cenirold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- hng and/or erection stresses. This truss is not W be fabricated with fire retardant treated amber -n otherwise shown. For additional Information on Quality Control refer to ANSI/-M 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed it accordance with 'Handling installing A Bracing', Hl"I. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for bokhog trusses in a straight and plumb pos- aton and for resisting lateral forces shell be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for troves requires such temporary bracing during Imtallatfon between inisses to amid toppling and dmninoing. 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 net be applied to trusses at any time. No beds other than the weight of the credocs shall be applied to trusses until after all fastening and bracing is completed, TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 NEW: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE r Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L=-0.32" D.-0.33" T=-0.65" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42a MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 7-0-8 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. NndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 58.0 ft N= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 cs====Joint Locations .... ......=: �1)0 0- St...r0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14. 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ---MAX. REACTIONS PER SEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1365 92 -974 BOT PIN - 39- 8- 0 1365 0 -1008 BOT H-ROLL Ilk 12-8-0 14_8-0 12-8-0 1 2 q 6 6 0000 6X8 3X4 6X8 Face = 0-*B 1231� I �i 0-8 1366# 8.00" 1-0-0 40-" cd ) A S (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 '--" : READ ALL NOTES ON THIS SHEET. Mdrondd System Sil A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bmchng. wind bracing portal bracing mr similar bracing which is a part of the building design and which must be considered by the buildhig designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length, provisions must 1. TOMAS PONCE P.E. made to anchor lateral bracing at ends and spected locations determined by the building designer. Additional bracing of the overall structure my be required, (See HIS-91 of Tpi). LICENSE #0050068 11russ Plate institute, TPI, is located at 583 D'Onofrb Drive, Madison, Wisconsin 53719). 1005 VANNFSSA DRoVIFDOXI-32766 Design: Marty Aftdlytis JOB PATH: C:iTEF,-LOXiHOMEp71R f 3.00 Eng. Job: Dwg: Dsgur: TLY Chk: TC lave 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf 5X8 Face = 0-2-8 -18, 1366# 8.00" _ 10) scale scale = 0.1595 Truss ID: E Date: 4-21-03 DurFac - PIt: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Dese- HCS: 08.20.02 JB: AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client.'fhe designer disclaim.- any respons6nny for damages as a result of faulty or Incorrect information, specification and/or designs furnished to the tress designer by the client and the correcincss or accuracy of this information as x may relate to a spe- cglo project and accepts no responsibility or exereses no control with regard [o fabrica- tion, handing, shipment and Installation of trusses. This truss has been designed as an bx"ual building component in accordance will ANSin-M i-1995 and ND.S-97 to be tncorponded as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designerthe design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local cmnaue records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords itop or bottom) are contmu- otsly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a f-poly applied rigid eeikng, they should be braced at a maximum spacing of 10'a" me. 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 fabrfrator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain- Members shall be cut for tight f ttmg wood to wood bearing. Con - nectar 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 Sx4 plate Is 5' wide x 4• king. A 6x8 plate Is 6" wide x 8' long Slats (boles) 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 zee ""u"um sizes based inn 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 addasonnl Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing $ Bracing', 1111"1. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- filon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essentlal and erection bracing is &Mays required. Norval precautionary action for trusses requires such temporary bracing during histalilbn between trusses to avoid toppling and dommolng- The supervision of erection of tosses shall be under the control of persons experienced to the installation of tosses. professional advice shag be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses unit[ after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 HOT CHDRDSi 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D--0.31■ Tv-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.21" RMB - 1.15 0 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125WIt, H= 15.0 ft, I- 1.00, Exp.Cat. S, Xzt. 1.0 Bld Type. Encl L= 58.0 ft W. 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCS ... CSI .BC ... FORCE ... CSI 1- s -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 0.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 6X8 7-8-8 0-6-6 Face = 0.4912-23000 I--- as TI: F ATY:2 = = --Joint Locations ==sasaa_=a:ersa 1) OaO =0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 4- 0 1365 94 -973 HOT PIN 39- 8- 0 1365 0 -1007 HOT H-ROLL 5X8 3•00 Face = 0-2-8 0-80 ( 13-7-11 11-4-10 13-7-11 1 13 1 11 1 9 8 1366// 8.00" 1-" 40-" 1-" 1366# 8.00" CC��A (12) 2X4 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.1595 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNES:5A DKOVIMOXI-32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which most be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifkd locations drlemdned by the building designer. Additional bracing of the overall structure may be required. lSee HIB-91 of TPIi. frnus Plate Institute. TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKIHOMFVIR Eng. Job: Dwg: DsW: TLY Chk: NO: CHFK3-- Truss ID: F Date: 4-21-03 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI , Code Desc: TOTAL 33.0 psi V: - 7 HCS: 08.20.02 DESIGN INFORMATION This destg0 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 thus designer by the client and the correctness or accuracy of this Information as n may relate to a spe- ctllc project and accepts no responsibility or encetctses no control with regard to Fabrica- tion. handling. shipment and installation of trusses. Thb truss has been designed is 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 Budding Designer fregistered mclinecl 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 agnomen[ with the local building codes. kcal climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage - occupant' Reds. The design assurnes compression chords dep or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by " property applied rigid cenhtg, they should be braced at a maximum spacing of 10'-(' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabraator sban review this drawing to verify that this drawing is in eonformamce with the falrricatoYs plain and to realize a continuing responsibility for such ven- fleatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots m distorted grain. Members shall be cut for light fitting wood to woad bearing Con- nector plates shall be )am, on both faces of the truss with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long, A 6x8 plate is 6' wide x 8' long Sits tholes) run parallel to the plate kngth specified. Double cuts on web members shall meet at the centruid of the webs unless otherwise shown. Connector plate sizes ate minknum 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 fare retardant treated lumber unless otherwise shown. Fin 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', Hm-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bnactng for Bolding trusses in a straight and plumb pus - 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 tosses requires such temporary bracing during tnsia Winn bdwew fiuseS to avD1d Wppbng and dommoing. The supervision of emeilon of trusses shall be unfler the control of persons experienced in the installation of trusses. Professional advice stall be sought If needed. Couentration of construction toads greater than the design leads stall not be applied to trusses at any it..- No loads other than the weight of the erectors shall be applied to trusses until alter an fastening and bracing is completed. B: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: G 63TY: i TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 MOLTIPLE LOADS -- This design is the composite result of multiple loads. = __=m==a =====,joint Locations=====:__====a_= 1) WEBS: 2x4 SP #3 All COMPRESSION Curds are assumed to be 0- 0- 0 2) 8- 4- 4 5) 31- 7-12 9) 24- 7- 8 6) 40- 0- 0 10) 15- 4- 8 2x4 SP #2 2,4,6 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 PROVIDE UPLIFT COWWTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125imph, Ha 15.0 ft, I- 1.00, Exp.Cat. B, Szt- 1.0 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION support1 970# Support 2 1008# Bld Type. Encl L- 58.0 ft W. 40.0 ft Truss %-Loc Vert ----- Horiz Uplift Y-Loa Type MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 0- 4- 0 1365 39- 8- 105 -970 BOT PIN L/999 0 1365 0 -1008 SOT H-ROLL La-0.28" D=-0.29" T=-0.57" ..TC... FORCE ... CSI ..BC...FORCH... CSI MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4030 0.48 12-11 3623 0.79 T- 0.42" 2- 3 -3449 0.40 11-10 3646 0.66 MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3132 0.57 10- 9 3130 0.56 Te 0.20" 4- 5 -3451 0.41 9- 8 3645 0.66 RMB - 1.15 5- 6 -4029 0.50 8- 7 3622 0.79 15-0-0 10-0 0 1540-0 Ilk 1 2 5 6.00 8-2-8 0-6-6 Face = 0-*&- 12-2403 00 I CI 6X8 6X8 5X6 8-0-6 0-6-6 Tr� 1 1 3•00 Face = 0-2-8 0-8-0 { 1 14-8-8 9-3-0 14-8-8 1 11 Yo 8 13661# 8.00" 1366# 8.0011 1-0-0 404)-0 (12) 2X4 10) EXCEPT EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 MarOnda S)/Stem YIIAKIr IritL: READ ALL NOTES ON THIS SHEET. A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: I . CHEU Truss ID: G Date: 4-21-03 4005 MARONDA 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 bmctng or similar bracing which is a part of the building design and which must be considered by the building designer. TC Dead 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 Bracing shown Is for lateral support of truss members only to reduce buckbmg length. Provisions most be BC Live 0.0 psi O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See Hid-91 of TPI). BC Dead 10.0 psi n Design Criteria: TPI - LICENSE H0050068 Phiss Plate in stitute. TPI, is located at 583 D'Omofrto Drive, Madison. Wisconsin 53719). - Code DeSc:, IOD5 VANNESSA DROVIEDOXI-32766 TOTAL 33.0 Psf V- .0 . _ - Design: Matrif Analysis JOB PATH: C1TEE-LOKWOMEDIR HCS: 08.20,02 WO: CHEK3 WE: JB: CHESAPEAKE K 3 AC: l O# UPLIFT D.L DESIGN INFORMATION 71ils design is for an kKlWual bWkhng compon-A and has been based on information provWed by the dknL 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 lt may relate to a spe- cdk project and accepts no responsibility or exercises ro control wlth regard o fabna- is=, handling, shipment and installation of tenses. This truss has been designed as an Individual buadbrg component In accordance with ANSI/TPl 1-1995 and NDS-97 to be mcorporafnd as part of the bulkling design by a Building Designer fregtstered architect or professional engtneerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the kcal building codes. local chmaatie records for wind or stow bads. project specifications -special applied loads. Unless sham, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords flop or bottom) are continu- ously braced by sheathing unless otherwise specXied. Where bottom chords in tension are net fully braced laterally by a property applied rigid ceiling, they should be braced at a maximnum spacing of I(Y-W o.c Connector plates shag be manufactured from 20 gauge hot dipped gahantred steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator staff review this drawing to vertfy that this drawing is in conformance ance with the fabricator's plans and to nshre a continuing responsibility for such vert- fiatlon. Any discrepancies are to be put in writing before cutting or fabrication - Plates shall not be installed over knothota. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shalt be looted on both in of the trim with natk fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 1s 5' wide x V long A W plate is 6" wide x it long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate siren are minimum sires based on the forces shown and may need to be bnaeased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addaonal information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AS 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 bmdng for holding tames in a straight and plumb pos- Won and for restating lateral forces shall be signed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing awing frata0aton between busses to avoid toppling and domi ofang The supervision of erection of trusses shall be under the control of persons experienced in the tmtallatlon of trusses. Professional advice shall be sought B needed. Concentration of construction loads greater than the design loads shall not be applied to tomes 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. MULTIPLE LOADS -- This design is the ccuPOsite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# -TC ... FORCE ... CSI 1- 2 -2367 0.50 2- 3 -2302 0.34 3- 4 -2065 0.49 4- 5 -2283 0.34 5- 6 -2348 0.51 BC ... FORCE ... CSI 10- 9 2054 0.55 9- 8 2033 0.48 8- 7 2036 0.54 TI: H HTYA .............. .. •==Joint Locations ... ............ 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LAIRDS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- Ox 0- TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0--0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LrOCATICN----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1381 0 -559 HOT PIN 19- 8- 0 1368 0 -559 BOT H-ROLE, 7-0-0 6-0-0 7-0-0 11 1 2 5 6 6 0000 5X10 6XR TOP CHORDSt 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Encl L. 58.0 ft W. 20.0 ft Truss in TNT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECfIONt T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" EKE - 1.00 T 1381N 8.00" 1-11-1-9 (R1-1-7) I lei 204)-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED P ANSI/TPI 1-1995 430# WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems ) A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING h— CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on fhb drawing is not erection bracing wind bracing. PMW bracing or stmllar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown la for lateral support of buss members only to reduce buckling length, provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the oveall structure may be required. (See HIB-91 of TP11. LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Dn of to Drive. Madison, Wisconsin 53719). 1005 VANNFS4A DRAVIEDO.PL32766 Design: Mori[ Analysis JOB PATH: C.ITEE-LPKWOMMR -6�00 1368N 8.001111-9 Ija i (R1-1-7) scale = 0.3010 Erg. Job: E Wig= Truss ID: H Dsgnr. TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPi _ Code Desc: TOTAL 33.0 pSf HCS: 08.20.02 JB: AC: 10# UPLIFT D.L WO: CHEK3 WE: TI: I DESIGN INFORMATION Mils design is for an Individual building component and has been based on Information provided by the client. The designer disclaimsany responsmdlty for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the tnuur designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cdlc project and accepts no responnsiblltty or exeteises no control with regard to febrica- lion, handling, shipment and Installation of busses. This truss has been designed as an individual building component In accordance with ANSIfM 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered :architect or professional enghneerl. When reviewed for approval by the budding designer, the design loadings shown must be checked to he sure that the data shown are in agreement with the local building codes, tocai clInnatic recoils for wf� or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The resign assumes connpression chords (top or botiond are —un - oushy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of I V-W o- Connector plates shall be manufactured from 20 gauge hot dipped gaMntzed steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reaNre a continuing responsibility for such veri- fication. Any dscrepatudes are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fYting wood to wood bearing. Con- nector plates shad be located on both faces of the toss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A Bx8 plate is (r wide x 8" long, Slots looks) 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 sixes are minimum sixes based on the form shown and may need to be Increased for certain hand - hog and/or erection stresses. Tbb truss b not to be fabricated with ftre m4arrlant treated lumber unless otherwise shown. For additional tnformation on Quality Control refer to ANSI/f17 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling lnssuing 8: Braelog', HIB-9l. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding busses in a straight and plumb poa- dion and for resisting lateral forces shad be designed and Installed by others. Careful hand - hog Is easaWal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during hlsta11ation between busses to avold toppling and daminomg. The supervision of erection of trusses shad be under the control of persons experienced In the Installation or trusses. Professional advice stall be sought 1f needed. Concentration of construction leads greater than the design loads shad not be applied to trusses at any time. No toads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed TOP CEMS: 2x4 SP #2 BOT CHDRDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION. L/999 L.-0.04" D=-0.04" T.-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T• 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 5-3-15 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, &zt. 1.0 Bld Type. Encl L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC...PORCE ... CSI 1- 2 -973 0.27 2- 3 -791 0.23 3- 4 -667 0.16 4- 5 -787 0.24 5- 6 -972 0.30 ..BC...FORCE... CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 == ••=Joint Locations ............. 1) 60�00 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 HOT H-ROLL Ilk 9-(W k 2-0-0 k 9-0-0 1 2 5 6 6 0000 4X8 4X6 oaa iaa —600 O�L1-6 �L 5X6 T 5-0-6 1 1 20-0-0 10 9 g 712# 8.00" 660tY 8.0011 le 20-" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.3171 r-- WAN I : READ ALL NOTES ON THIS SHEET. ft. Job: WO: CHEK3 Maronda S-(S @1i15 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: I CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chic: Date: 4-21-03 4005 MORON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32711 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or skntlar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DUrFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 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.{/rr P TOMAS PONCE P.E. dditional Ong e overall at ends � Se,fld" ©91 of T ` building designer. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 flocated lYuss Plate Institute. TPi, is loted at 583 D`Onofdo Drive, Madison. Wisconsin 53719). ,.l 11 Code Desc: 1005 VANNES.SA DROVIEM.FL32766 I TOTAL 33.0 Psi _ 1 _ 1 C Design: Matru Analysis JOB PATH: C M-LOKIXOMEDIR HCS: 08.20.02 K 3 AC: D.L. WO: WE: DESIGN INFORMATION This design is for an tridlvldurel building component and has been based m toformatbn provided by the client. The designer disclaims any -spotsibd[ty for damages as a result of faulty or incorrect information, specification and/or designs funnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific protect and accepts no responslblhty or exercises no coatrol with regard to fabrim- tion. handling, shipment and tnstattatim of trusses.. This truss has been designed as an individual budding component in accordance with AN51/7Pl 1-19% and NUS-97 to be incorporated as part of the building design by a Bui)ding Designer 1-gistered architect or prafesskmat engineer). When reviewed for approval by the building designer. the design badbip shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow bads. protect specifications or special applied loads. Unless shown. tens has not been designed for storage or occupancy loads. The design assumes compression chords ttop or bottom) are continu. ously braced by sheathing unleas otherwise specified. Where botlwn chords in tension are not full' braced laterally by a properly applied rigid ceiling. they should be braced at a nwodmmu spacing of la-W o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood beating Con- e nector plates stall be located inn 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 US plate is 6- wide x fr long Slots (hoks) 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 mmunu m sires based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber umkas otherwise shown.. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection reconunrndatforo are to be followed in accordance with -Handling Installing R Bracing, H1B-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avow darage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Rion and for misting lateral foreu shall be designed and installed by other. Careful hand- ling Is essential and erection bracing is always negubv& Normal precautionary scums trusses requires such temporary bracing during 4asWhtion between trusses to avoid toppUng and domrbmbeg. Tfx supervision of ar-u— of trusses shall be under the control of persons experienced In the installation of muses. 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 trvsse_s until after all fastening and bracing is completed. TOP CHORDS[ 2x4 SP #2 BOT C&DRDS: 2x4 SP #2 NEW. 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.07■ MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 5-9-15 0-6-6 1 MULTIPLE LOADS -- This design is the --- __------- =-Joint Locations== ........ _____ ecuposite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 continuously traced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 WndLod per ASCE 7-98, C&C, V= 125a1ph, ----MAX. REACTIONS PER BEARING LOCATICN----- H= 15.0 ft, I- 1.00, Exp.Cat. B, iczt- 1.0 x-Loc Vert Horiz Uplift Y-Loc Type Bld Type= Encl L. 58.0 ft W. 20.0 ft Truss 0- 4- 0 711 60 -532 BOT PIN in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 19- 8- 0 711 0 -566 BOT H-ROLL limpact Resistant Covering and/or Glazing Reg TC... FORCE...CSI .BC...FORCE ... CSI 1- 2 -963 0.26 8- 7 816 0.40 2- 3 -753 0.22 7- 6 816 0.40 3- 4 -753 0.22 4- 5 -963 0.29 10-0-0 10-0-0 1 2 4 5 6.00 4X6 00 20-0-0 8 7 712# 8.00" 6 11-1-9 7120 8.00" (R1-1-7) I i" 20-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSLITPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DRDV1ED0,F1-327SS Design: Maur Andfysis i VRkKN1NLi: READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown m 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 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 of the me s1l structure may be required. tSee HIB-91 of Tpl). ffruuss Plate Institute, TPI. is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). JOB PAIN: CAMFLOKIHOMEDIR Fag. Jab: Dwg: Dsgar: TLY Chk: TC Llve 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 0-" 1-6 1 T 1 119 scale = 0.3010 Truss ID: J Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI _ Code Desc: - HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# CHEK3 DESIGN INFORMATION Thls design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the mrectness -accuracy , this information as lt may relate to a spe- cl0c project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and hutallation 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 fregtstered 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 specak& where bottom chords in tension i e not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10r4r 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 fabriratoYs plans and to realize a continuing responsibility for such verl- flcation. 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 light fitting wood to wood bearing Con- nector plates shall be lasted on both faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 6.d) plate is 6" wife x 8" long. Sins (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on ®uatlty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting Lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during lnstailallon between Vusses to avoid toppling and domhnohng The supervision of erection of trusses shalt be Wunder 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 truss es at any lime. No loads other than lire weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGESe 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 Ler-0.03" D.-0.03" T•-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 5-9-15 0-6-6 MULTIPLE LOADS -- This design is the ceuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Types; Encl L= 58.0 ft We, 19.5 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -947 0.26 8- 7 801 0.46 2- 3 -737 0.22 7- 6 749 0.45 3- 4 -740 0.27 4- 5 61 0.20 Ti: J 1 ATY:4 =1) === --eJoint Locations===_.=====__. 0 0 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 700 26 -531 BOT PIN 19- 3-12 635 0 -473 BDT H-ROLL Ilk 10-0-0 11 9-5-8 11 1 2 4 5 6.00 -6 00 4X6 oaa 0-9-10 3X4 T I I M 19-5-8 I 1 8 7 70W 8.00" 6 1- _ VOW 3.50" IR-1-�1�7) e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199! (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOYL32766 Design: Matrix Analysis 19-5-8 scale = 0.3254 n 1%K1N1r4U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY TC Live - Chk: 16.0 psf Truss iD: J1 Date: 4-21-03 DurFac - Mr 1.25 Bracing shown on this drawing is not emciion bracing wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae -Pit: 1.2,5 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24,0" p g' made to anchor lateral bracingat ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. BC Dead 10.0 psf Design Criteria: TPI Plate Institute. TPI., is located at 593 D'Dnol r , Drive, Madison, Wisconsin 53719). Code Code Dese: TOTAL 33.0 psf V 0- 6 7- I'd JOB PATH: CATEE-L0KIH0MFD]R HCS: 08.20.02 JB: CHESAPEAK K 3 AC: 10# UPUFT D.L. WO: WE: DESIGN INFORMATION This design Is for an Indfvfdetal building component and has been based on infotmalbn provided by the client- The designer disclaims any responsibility for damages as a resuk of faulty or incorrect Information. specifications and/or designs famished to the tram destger by the client and the correctness or accuracy of this Information as it may relate to a spe- ditc project and accepts on respomsbilky or exercises no control with regard to fabrka- tfon, handlln& shipment and installation of trusses. This truss has been designed - an Individual building component in accordance with ANSUM 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 shorn are in agreement with the local building codes, local climatic records for wind or snow bads, pr.j.d specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced lateraW by a properly applied rigid cefhing, they should be braced at a maximum spacing of 10'-0" o.c. Connectw plates shall be manufactured fran 20 gauge hot dipped galvanized steel meeting AM M A 653. Grade 40, -mks s otherwise shorn. FABRICATION NOTES Prior to fabrlcatlmt, the fabricator sha8 review this drawing to verify that this drawing is In conformance with the fabricator's plaza and to realize a continuing responsibility for such vert- ncation. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes, knots or distorted gtatrL Members shall be cut for tight filling wood to wood tearing. Con- nector plates $hall be located m both faces of the truss with nails fully imbedded and shalt be sym. about the nun unless otixrvise shown. A 5x4 plate is 5" wide x 4" long. A Sx8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shell meet at the centroid of the webs unless otherwise slows. Connector plate sass are mudmuun sues based on the forces shown and may need to be Increased for certatn hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For a.r.niLlon -n information on gustily Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling installing B Bracing•, Hf15-91. Trusses are to be handled with particular care during banding and bundling. delivery and Irstakatkm to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb pos- klon and for resisting lateral forces shale be designed and Installed by others. Careful hand- bag is essential and erection bracing is ahvays required. Normal presutonmy action for misses requires Such temporary bracing during IistaWtion between trusses to avid toppling and dombomg 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 mrnbrucUorm leads greater than the design lads shall not be applied to trusses at airy tine. No toads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed TOP CHORDS- 2x4 BOT CHORDS: 2x4 WEBS: 2x4 SLIDERS: 2x4 BEAR. BLK: 2x4 SP #2 SP #2 SP #3 SP #2 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L.-0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4-5-15 0-6-6 F6.00 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ecalposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced tmTess noted otherwise. WndLod r ASCE 7-98, H- 15.0 ft, I. 1.00, Exp.Cat. B, gyt. 1.0 , Bld Type- Encl L= 58.0 ft W. 19.5 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf ImVact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -1753 0.33 2- 3 -1578 0.30 3- 4 -1383 0.31 4- 5 -1383 0.30 ..BC ... FORCE ... CSI 9- 8 1553 0.34 8- 7 1454 0.37 7- 6 113 0.13 TI: J3 ATY:1 -s-- Joint Locations ...=_._=........ a1)0 -0- 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-32 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 19- 8- 4 645 0 -382 TOP H-ROLL 0- 4- 0 701 168 -515 BUT PIN 3X6 4X8 2X4 Kve 3.00 1 0 1 6-11-12 11-9-12 9 7 702# 8.0011 645N 1.5011 (R1-1-7) 1 Ie 19-5-8 L0-3-8 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 ) scale = 0.3209 Maronda Systems VVAKNIrib: READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY 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 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sx H18-91 of TPI). LICENSE N005OD68 (Truss Plate institute, TPI. is located at 583 D'Onofro Drove, Madison. Wisconsin 53719). 1005 VANNESSA DR:OVIEDOSI.32766 Design: Matrix Analysis JOB PATH: C:ITEE-LOKWOMEWR 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 nsf Truss ID: J3 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08-20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION The des%m Is for an Indtv&1tia1 bl :kill g 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- cfnc project and accepts no responsibility - oceucbes no rnrrtml with regard to fabrica- tion. handift shipment arrd installation of I— This truss has been designed - an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer tregfstered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow bads. project specifications or special applied bails. Unless shown. truss has not been designed for storage or occupancy bads. The design assume compresslon chords [top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum Spacing Of 10'-W o.c. Connector plats shall be manufactured from 20 gauge ha dipped galvanized steel meeting ASiM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verily that this drawing is in conformance with the fabricators plans and to realhe a continuing respontbdity for such vert- fimtion, Any discrepancies are to be put in writing before cutting - fabrkalbn. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting and to wood bearing Con- nector plates shad be located on both faces of the truss with mils 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. Sleds (holes) run parallel to the plate Length sp-Med. Double cuts on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate sties are minima" stzra 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 hunber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bmet rag', HIB-91. Trusses are to be handfed with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and tnstalled by others. Careful hand- ling b essential and erection bracing is always required Normal Precautionary action for musses requires such temporary bracing during lostafla0wl bdw een tnwm to avoid toppling AM domlwJng The supervision of erection or trusses shall be under the control of persons experienced to the mstalbtion of trusses. Professional advice shad be sought if needed. Concentration of corutnwAkrn bads greater than the design loads shall not be applied to trusses at any tine. No bads other than the weight of the erectors shad be applied to trusses mull 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 CONNFZrION PER SCHEDULE - Support 1 64# Support 2 1076# MAR LIVE LOAD DEFLECTION: L/999 1--0.07" D--0.07" T--0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.050 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.034 RMB - 1.15 7-5-15 0-6-6 WO: CHEK3 WE: [l: Plate(s) OFFSET from joint center. The Joint Detail Report lust be included with any submittal, inspection, and/or fabrication documentation. MDLTIPLE LOADS -- This design is the coaposite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125iph, B- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W- 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 7agiact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 -37 0.12 2- 3 296 0.30 3- 4 1196 0.44 4- 5 511 0.29 5- 6 235 0.15 BC ... FORCE...CSI 13-12 7 0.17 12-11 4 0.09 11-10 -323 0.11 10- 9 -430 0.17 9- 8 -174 0.10 8- 7 -170 0.10 TI: K HTY:3 - ==Joint Locations= ___ r== aaaa= 1) 0- 0- 0 6) 20- 8- 0 all) 8- 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- Q 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 ---MAX. REACTIONS PER BEARING LOCATICK----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 185 173 -64 BOT PIN - 11- 6- 4 1282 0 -1076 BOT H-ROLL 6 0000 00 f. 3-4-8 10.80 I ;M= n 8-0-0 3-4-0 13 12 11 1 185# 8.00" 1283# 3.50" 1-1-9 COSME��11'�LATES 4) 2X4 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-1995 Im-aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N005W68 1005 vANNFSSA DR-WEDOXI-32766 DesignMertz Analysis 4X6 VWPL1101111 V: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by time budding designer, Additional bracing of the overall structure may be required. ISee HfB-91 of TPI). (Russ Plate Institute, TPI, is located at 583 D'Onofrlo Drrve. Madison. Wisconsin 53719). JOB PA7I1: CITEE-LOKIHOMEOIR Erg. Job: Dog: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 vsf 4-2-6 0-6-6 T L Ij CANT: 9-0-0 (Rl 11-9 -i-7) scale = 0.2803 Truss iD: K Date: 4-21-03 DurFac -Pit. 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: RCS: 0& 20.02 JB: CHESAPEAKE K 3 AC: IN UPLIFT D.L. DESIGN INFORMATION This deskp is for an Individual building component and has been based on Information provided by the client The designer disdains any responsibility for damages as a result of faulty or bux—et brfomatlon, specgicatfons 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- eNk project and accepts no responsibility or exercises no control with regard to fabrim- timn, hamdltng, shipment and installation of t -sea. This truss has been designed as an Individual building component in accordance wit ANSI/TPI 1-1995 and NDS-97 to be incorporated as pact of the building design by a Building Designer tiegtstered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be clucked to be sure that the data shown are In agreement with the kcal building codes, local climatic records for wind or snow loads. prnJea specifications or special applied bads. Unless shown. truss bas not been designed for storage or occupancy bads. The design assumes compression chords µop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced all a maximum spacing of 1(y4r 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 labrkator shall review, this drawing to verity that this drawing is in conformance with the fabricators plans and to realize a continuing responslblily for such veri- fkation. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long A 6x8 plate is 6- wide x W long. Slots µroles) run parallel to the plate Length spectlkd. Double cuts on web members shall meet at the cenbold of the webs unless otherwise shown.. Connector piece sizes are minkmum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This buss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handing Installing @ Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb poa- Rion and for restating lateral forces shall be designed and butane i by others. Careful hand- ling Is essential and erection bracing is als ys required, Normal precautionary action for trusses requires such temporary bracing during lnstallatbn between hwaes to avoid toppling and domhnomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of busses. 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 anti after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 i9SSS: 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 56# Support 2 1127# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 6-5-15 0-6-6 CHEK3 WE: 11: Plate(s) OFFSET from joint center, The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the collgosite result of aultiple loads. iihdLod per ASCE 7-98, C6C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type- Encl L- 58.0 ft Wa 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Iupact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 74 0.17 2- 3 291 0.20 3- 4 1142 0.29 4- 5 976 0.28 5- 6 355 0.28 6 0000 BC ... FORCE...CSI 11-10 -18 0.18 10- 9 -350 0.14 9- 8 -256 0.15 8- 7 -260 0.19 3-4-8 10.80 I 4X6 TI: KI QTYA = - w===.joint Locations ......... ====_. 1)�0- 0- 0 5) 15- 4- 0 9) 11- 4- 0 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- 0 7) 20- 8- 0 ill) 0- 0- 0 4) 11- 4- 0 8) IS- 4- 0 ----MAX. REACTIONS PER BZkRn G LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 4- 0 185 181 -56 HOT PIN 11- 6- 4 1282 0 -1127 BOT H-ROLL 4X8 0-6-6 r 1 T I 8-0-0 3-4-0 9 4_0 11 1 8 186# 8.00" 1282# 3.50" 1-1-9 CANT: 9-0-0 20-8-0 1-1-9 COSI�T�L� A (4) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2922 WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K1 CONTRACTOR. Dsgur: TLY Coll: Date: 4-21-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - 1 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinner bracing which is a part of the building design and which must be considered by the building desigrier. Bracing TC Dead �.o psf DufFae - Pft: 1.25 407 321-0064 Fax 407 321-3913 ( ) shown le for lateral support of truss members o only to reduce buckling Length. Provisions must be BC Live ox psf O.C.Spacing: p cing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HJB-91 of TPo. BC Dead lo.o psf Design Criteria: TPI - LICENSE #0050068 fl7uss Plate Institute, TPI, is located at 583 D'Onuhio Drive, Madla m. Wisconsin 53719). — Code Desc: 10M VANNESSA DROVIMOYL32765 TOTAL 33.0 psf IV• 9 5. 2- 21 -15 Amign: Matrix Andysis JOB PAIN: C:17EE-IOXVI0MEDIR HCS: 0g.20.02 JB: K 3 AC: U.L. WO: DESIGN INFORMATION This design is for an lndtMual budding component and has been based on tnformatlon 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 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 ccritrol with regard to fabrfca- liun, handling, shipment and installation of truss". This [nos has been destined ss an on Individual building component accordance accordance wttt ANSI/TPI 1-1995 and NDS-97 Lobe incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). when reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specNraltons or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop 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 miling. they should be braced at a maximum spacing of I V-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 shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ved- Ilcation. Any discrepancies are to be put 1n writing before cutting or fabrication. Mates shall not be installed over knotholes, knots or distorted grain. Members shad be cut for tight titling wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" king A 8x8 plate is 8' wide x 8- long. Slots (toles) 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 minimum sites based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated (umber unless otherwise shown. For additional Information on guadty Control refer to ANSI/TM 1-M5 PRECAUTIONARY NOTES All tracing and erection recommendations are to be followed In accordance with 'Handling installing & Bracbril . HIB-91. Trusses are to be handled with particular care during handing and bundling• rich" and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- dlon and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing 1s always required. Normal precautionary action for trusses requires such temporary bracing during kistallalkm between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shad be sought if needed. 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 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 58.0 ft Wa 20.7 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D--0.02" T--0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.00 5-5-15 0-6-6 I WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the cc%)osite 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 1 640# Support 2 856# Support 3 356# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -806 0.23 13-12 683 0.15 2- 3 -609 0.22 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 L R-11-1) 0 TI: K2 ATY:1 =--_ ===Joint Locations===-======__. 1) 06 0 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 9 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To - TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4--0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Luc Type 0- 4- 0 615 82 -640 BDT PIN 12-10- 0 2435 0 -856 BOT H-ROLL 20- 6- 4 1 546 0 -356 BOT H-ROLL 120# 5X6 2X4 4XR M 0 0-6-6 2-2-6 1 T 3-0-0 1 M 13 12 11 1 616k 8.00" 2435# 4.00" 8 7 1-1-9 546N 3.50 n (RL-1-7) 20-8-0 1-1-9 � 040/12-10-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.2922 WAKNING: READ ALL NOTES ON THIS SHEET. LM aronda System A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbndar bracing SANFORD, FL. 32771 which Is a part of the budding design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified Locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. I.Sec HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute, M. is Located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). 100E VANNESSA DRDV1F_rxn. vr_ssraa Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: K2 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDiR HCS: 08.20.02 K 3 AC: 10# WE: 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 hncorteet Information. specUintions and/or designs furnished to the truss designer by the client and the cared.— or accuracy of this information as it may relate to a spe- eHIc project and accepts no responsibility or exercises uo control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance will ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the bulling 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 spedkatbro or special applied loads. Unless shown, buss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specJflc& Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fab"ntfon, the tabrfcalor shall review this drawing to vertfy that this drawing is in conformance with the fabricator's plans and to —11- a continuing responsibility for such ved- fication. Any discrepancies are to be put in wrmrrg before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted Bann. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall the sym. about the joint unless otherwise shown. A 5x4 plate is 5"wide x 4"long. A 6x8 plate is 8 wide x 8' keg. 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 forms shown and may need to be increased for certain hand- ling and/or erection stressea. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quaint' Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ay bracing and erection reeommendatbns 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 histaltatlon to avoid damage. Temporary and permanent bracing (or holding trusses In a straight and plumb pos- ylon and for resisting lateral forces shay be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires s such temporary bm.Wg during lnslaliatlon between litisses to avoid toppling and dommamg. The supervision of erection of trusses shall be under the contra of persons experienced in the installation of trusses. Professional advice stay be sought r needed - Concentration of construction loads greater than the design loads *bay not be applied to tresses at any time. No loads other than the weight of the erectors shay be applied to trusses unto after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 4-5-15 0-6-6 EM MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chards are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V- 125uph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L- 58.0 ft W- 13.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 926 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 !7", - -=Joint Locations.a.......... _. 1)--0--0--for 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 487 206 -493 HOT PIN 12-10- 0 422 0 -408 BOT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE.: Support 1 206# 7-4-0 5-8-0 1 2 4 6 0000 4X8 ) 1 -3.00 7Xd JAq 4-2-6 04-0 1 64)-0 7 1 487# 8.00" 5 1-i-9 � 4231! 4.00" F(R1-1-7j 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4674 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WRWNIMU: 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 shnilar bracing which Is a par of the budding design and which most be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce budding 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 Hsi-91 of TPI). (Fruss Plate institute. TPI, is located at 583 D'Onofru Drive, Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf Truss ID: K3 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: - Deri— Mmrfr A,uhfvrir HCS. 0&20.02 DESIGN INFORMATION This design is for an lnt WWuaJ building component and has been based on information provided by the client. The designer disctahns any responsibility for damages as a —it of faulty or incorrect information. specl8cidtions and /-designs furnished to the truss designer by the client and the correctness or accuracy of this tnformation as It may relate to a spe- cific proJeci and accepts no responsibility or "end— no control with regard to fabrtn- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance wlU ANSI/TM 1-1995 and NDS,97 to be tncorporated as part of the budding design by a Building Designer treglstered architect or professional erngheer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the kcal budding codes. local climatic, records for wind or snow bads, pr4ed specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords atop 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 celltng, they should be braced at a maximum spacing of W-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASR4 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- flcauon. Any discrepancies arc to be put hi 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 thus with nails fully Imbedded and shall be sym. about the John unless otherwise shown, A 5x4 plate is 5" wide x 4" king. A 6x8 plate is 6" wide x 8" long. Slats (hokes) run parAM to the plate Length specffed. Double cuts on web members shell meet at the centrokf of the webs unless otherwise shown. Connector plate sties are mlntmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TA 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be [allowed in accordance with -Handling Installing & Bracing'. H1B-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 tresses in a straight and plumb pts- Mon, and for resisting lateral form shall be designed and installed by others. Careful hand- ling is essential "red erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during histatlatinn between trt s to avoid Wppling and dombioing. TTe supervision of erection of trusses shall be under the control of persons experienced In the installation or tresses. professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any tune. No bads other than the weight of tine erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.040 MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.05" RMB = 1.15 0-6-6 4 WO: CHEK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the codiposite result of multiple loads. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 58.0 ft W. 13.3 ft Truss in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 923 0.58 6- 5 789 0.16 2- 3 964 0.59 5- 4 789 0.16 TI: K5 QTY:1 __ == = =-Joint Locations= =____==___ 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 - - - -MAX. REACTIONS PER BEARING LOCATION__ X-Loa Vert Horiz Uplift Y-Loot Type 0- 4- 0 491 36 -550 Bar PIN 13- 0- 0 492 0 -589 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHgDULE: Support 1 550# Support 2 589# 6-8-0 6-M 1 3 6 0000 0 4X6 i 3-10-0 -►I is 3-10-0 -"i 3.00 1I 3.00 0-6-6 4 I 3-10-6 0-8-0 --- 0-8-0 6-0-0� 64)-0 6 1 1-1-9 492# 8.00" 4 492[! 8.00° 13-4-0 1 1-1-9 GABLE MJJ OLIAhN (16) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 24)-0 o.c. scale = 0.42% Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.0064 fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNESSA DR.OVIEDOY1.32766 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 part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of taus 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 HIS-91 of Mi. lTruss Plate Institute, TPI, Is located at 583 D'Orofrio Drive, Madison, Wisconsin 537 1% 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 DO Truss ID: K5 Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc; FLA Design: Matrix Analysis JOB PATH: CATEE-LOKWOMEDIR HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L WO: DESIGN INFORMATION This design is for an Indlvidual building component and has been based on Infomatlon 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 truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- cific pmjed and accepts no responsibility - en;ercfses no corntrni rvltln re�a, nd to fabras- tfon, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/771 I-1995 and ND"7 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local cltmatic records for wind or snow loads, Hl project speccatbns or special applied loads. t)nkss 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 are not fully braced hteralty by a properly applied rigid ceding. they should be braced at a naximmm spacing of Id-0' o.c. Connector Plates shall be manufactured from 20 gauge het dipped gelmmUed steel meeting AS7M A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrkator shall review this drawing to verily that this drawing is in conformance with the fabricator's plans and to reatitt a continuing mponsibillty for such vert- fkatiorn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grant. Members shall be cut for light filling wood to wood bearing, Con- nector plates shall be located on both faces of the tress with naffs fully Imbedded and shall be sym. about the Joint unkss otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6xB plate is 6- wide x 8- long. Slats (holes) run parallel to the plate length specified. Rouble cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sires are mthnu n W_ based on the forces shown ar.d :nay ncd tl be I-SEMvi for enaln hana- png and/or erection stresses This L-uss is no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information m Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling Installing & BraclnC. HID-91. Trusses are to be handled with particular care during banding and bundling, delivery and Instafiatim to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- mbn and for resisting lateral form shall be designed and Installed by others. Careful hand. Hag is essential and erection bracing Is always requued. Normal prerautk—.y action for busses mqui es such temporary bracing during histaDalfon betweon trusses to avoid toppft and dominos ng. The supervision of creation of trusses stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at b any time, No ads other than the weight of the erectors stall be applied to trusses until alter all fastening and bmchng is ennpkied- ATY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 ® Continuous lateral bracing attached to ==ar= __=======Joint Locations===..====__=___ WEBS: 2x4 SP #3 either edge of webs) shown. Bracing MUST be 1) 0- 0- 0 3) 12- 6-10 ' 5) 6- 3- 5 2x4 SP #2 2 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 SLIDERS: 2x4 SP #2 segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c ------------ BEAR. BLK: 2x8 SP #2 Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace TOTAL Uniform PLF DESIGN LOADS From ------------ PLF To All COMPRESSION Chords are assumed to be required on any web over 141-0". MULTIPLE LOADS -- This design is the TC Vert L+D -46 TC Vert -1-10- 9 -46 -1- 2-15 continuously braced unless noted otherwise. couposite result of multiple loads. L+D -9 BC Vert L+D -10 -1- 2-15 0- 0- 0 -9 -10 13- 2-10 12- 6-10 " WndLod per ASCE 7-98, CSC, V. 125m>ph, Shim or wedge if necessary to achieve full bearing, Concentrated LBS Location H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt. 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- 0- 5 Bld Type- Encl L- 58.0 ft W- 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Support 1 609# Support 2 TC Vert L+D -87 5- -127 9- 7-10 2-14 Impact Resistant Covering and/or Glazing Req 591# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; TC Vert L+D BC Vert L+D -202 12- 0- 1 MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -21 2- -53 5- 0- 5 7-10 L=-0.24" D= 0.081 T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -40 12- 0-11 MAX HORIZONTAL TOTAL LOAD DEPLEMON: T- 0.05" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- MAX HORIZONTAL LIVE LOAD DEFLECTION: , T- 0.07" 2- 3 1694 1.00 - 4 -203 0.30 35# 87q X- Vert 1 *raA 546 Horiz Uplift Y-Loc 0� TOP Type H-ROLL 7i`33 366 262 `-'M BOT RMB = 1.00 13-1-14 PIN i 2 3 4-5-10 i 0-61-1 _L 1 3 3 �-6-6 2-6-5 r1.68 I V---9 o 0-74 l 11-9-1 6 5 367# 9.56" 4 1-10-9 547# 2.50" 12-6-10 I_ 0-8-0 (R1-10-7) 21g 641Y EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-155 scale = 0.4437 Mdronda System WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Boating snows an this drawing is not erection bracing wind bracing, portal bracing or similar tracing which Is a part of the budding design and which must be considered by the building designer. B (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce b wkbng length, provisions roust bed made in anchor latent bracing at ends and specified locations determined by the bulling designer. Additional LICENSE #0050068 bracing of the overall structure unay be required. (See HI13-9I of MI. rlluss Plate institute, 7Pi. Is treated at 583 D"Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DB.OVIEDO,FL32766 Detirn: Mary Aneivrie ina oarv. r.rrrrrnv, o.,...-,..n 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: L Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA RCS., 0810.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a Mull of faulty or incorrect Information, spectlkations 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- eftic pmJea and accepts no resporstbNty or exerclses no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an lndtvldual building component in accordance wilt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer Iregislered architect or professional engineer). When reviewed for approval by the building desAmer, the design loadings shown must be checked to be acre that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications - special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully traced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10 T o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the falatmtoes plans and to realize a continuing responsibility for such verl- fi atRm. Any discrepancies are to be put in writing before cutting or fabrication. Plates shah not be installed over knotholes, knots or distorted gram. Members shall be cut for tight filling wood to wood bearing Con- neclor plates shall be located on both faces of the truss with nails fulls Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" ling 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 minknum sum based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses, This lass s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additonal information on Quality Control refer to ANSI/TP11-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with liandling hisGWog A Bractng', H1B-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- nion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection tracing is atways required, Normal precautionary action for trusses requires ouch temporary bracing during fnstaliatlou between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. 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 unill after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L=-0.10" D=-0.10" T--0.20" MAX BDR170MAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" WE: MULTIPLE LOADS -- This design is the cixposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 11, 4" span framed to BC one face Or 9" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V. 125nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 58.0 ft W= 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB - 1.00 1 2-PLYS REQUIRED I 1 8-10-8 TI: 11 QTY:2 ='___==== —Joint Locations======________: 1) m0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATIOK--- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer nnust provide ad —late drainage to prevent ponding. (0.25 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8X10 4YR JX6 5X6 866// 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 IMS 4ANNFSSA DROv1EDOX1.32766 VVA F41NU: 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 sp d1ed locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB-91 of TPI). (muss Plate Institute. TPI, is located at 583 D'Onof to Drive. Madison, Wisconsin 53719). 2-4-0 rT- 4 866# 3.50" scale = 0.7000 Eng. Job: , Dwg: Truss ID: LI Dsgnr: TLY Chk: Date: 4-22-03 TC Live 16.0 psr DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI — Code Desc: FLA TOTAL 33.0 psf V' -05-02- 21714- 5 ••-••6,� ,.••�••• ^""'7+,., w rnrnr l-a1EC-LUAttlVMCUIIf HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design is for an individual budding component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the buss designer by the client and the correct— or accuracy of this Information ion as it may relate to a spe- cific project and accepts no responsibility or exercises nocontrol with regard to fabrica- tion, handling shipment and installation of trusses. This toss has been designed as an bbdlvidual building component in accordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer Uegistered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sun that the data shown are In agreement with the local building codes. local climatic records for wind or snow load., Project specifications or special applied bads. Unless shown. tress 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 hat. a by a properly applied rigid ceiling, they should be braced at a maximum spacing of I (Y-0- o.e. Connector plates shall be manufactured from 20 gauge lot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revle"r this drawing to verffy that this drawing b in conformance with the fabrteawes plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication, Plates shag not be installed over knothole, knots or distorted grain. Members shall be cut for tight flitting wood to wood hearing. Con- nector plates shag be located on both faces of the tow with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate s 6- wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrohd of the webs unless otherwise shown. Connector plate sizes are minbnumn saes lased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Tlds buss 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 reconunendaticrs are to be followed in accordance with-liandling installing h Bmcing-, 1118-91. 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 poe- Rion and for resisting lateral forces shall be designed and installed by others. Canhul hand- ling Is essential and erection bracing Is always required. Normal precautionary action for tosses requires such to nporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of musses shag he under the control of persons experienced in the tnstagatlon of tosses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shag out be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses umll after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to ® ==___=0_=====-Joint Locations—etane=====a=== BOT CHORDS: 2x4 SP #2 either edge of web(s) shown. Bracing MOST be i) - 0- 0 3) 12- 6-10 5) 6- 3- 5 WEBS: 2x4 SP #3 positioned to provide equal uubraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 BEAR. BLK: 2x8 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c . ------------ TOTAL DESIGN LOADS - --- Analysis based on Simplified Analog Model. Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". Uniform TC Vert L+D PLF From PLF To 9 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -46 -1-10- -10 0- 0- -46 13- 2-10 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location Shut or wedge if necessary to achieve full TO Vert L+D -31 1- 4- 4 WndLod per ASCE 7-98, C&C, V. 125mph, bearing- TC Vert L+D -48 3- 9- 1 H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TO Vert L+D -70 6- 1-15 Bld Type. Encl L. 58.0 ft W- 12.6 ft Truss Support 1 609# TC Vert L+D -98 8- 6-12 in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Support 2 591# TC Vert L+D -127 10-11-10 - Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: L/577 JOINT # Support 1 263# BC Vert L+D -19 3- 9- 1 at 5 Le-0.25" D= 0.00" T=-0.25" --TC... FORCE ... CSI ..BC...FORCE... CSI BC Vert L+D BC Vert L+D -44 -60 6- 1-15 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 T- 0.06° LOAD DEFLECTI ' MAROH06ZONTAL LIVE 311J " 2- 3 - 06 0.92 5- 167 0.47 48# 70# ----MAX, RFA S PER BEARING LOCATION_---- 9tLoc Ver ii�i.z Uplift Y-Loc Type Z3 0-10 71 0 Top RMB . 1.00 13-1-14 0- 4-13 678 263 -591 g-ROLL -609 BpT PIN 1 2 3 3 3 4-5-10 0-6-1 on 1.68 j 0-1-0 1 T 1-7-7 I 074 i 11-6-10 6 5 4 678# 9.56" 719N 2.50" ilia- 12 10 L0-8-0 (Rl-10-7) T 6# 60f! EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANSUTPI 1-1995 44� scale = 0.4437 �Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #OO50068 1605 VANNESSA DR.OVIED0.1"L32766 11V1°11(111iNU: 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 sun lar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral tracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be rNutred. ISee HIB-91 of TPO.. nhss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). 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 osf Truss ID: L2 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrit Analysis JOB PATH: CATEE-LOXIHOMFDIR HCS: 08,20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on idomudion provided by the chant. The desiger disclaims any responsibility for deauges as a result of faulty or incorrect tnformatlan, specifications and/or designs furnished to the truss designer by the client and the cone i ess or accuracy of this information as it may relate to a spe- eRk project and aceLlAs rw responsibility or txctc:ses no control with regard to fabrlca- tion, handlin& shipment and installation of trusses. This truss has been designed as an Individual building compormA 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 enguxed. 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 load building codes, local climatic records for wind or snwsv loads, pre"d 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 cominu- ously braced by shmtbdng unless otherwise specified. Where bottom chords in tension are not fully braced Uteralhy by a properly applied rigid ceiling, they should be braced at a maximma spa" of 10y-(" 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 falnication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabniator's plans and to realize a continuing responsibility for such veri- tkstfon. Any discrepancies are to be fat in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members "hall be cut for tight fitting wood to wood hearing. Con- n>eetor plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless othenwtse shown. A 5x4 plate is 5- wide x 4- long A &S plate is 6' wide x 9- long. Slots (holes) run parallel to the plate length specfkd. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sires are minimum sins based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIM 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Installing a Bracing-. NIB-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- ition and for resisting lateral forces shall be designed and installed by others. Careful band. - ling is essential and erection bracing is always regmlred. Normal precautbiary action for trusses requires such temporary bracing during bulzillation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shalt be under the control of persons experienced in the bWalletion of trusses. Professional advice shah be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine- No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is cornpleted. 3B: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x12 SP #2 DOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT C0t4NBCTION PER SCBEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L--0.16" D--0.17" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTIONt T- 0.04" WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 19r 4" span framed to BC one face On 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L- 58.0 ft W= 8.9 ft Truss in 100 zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RMB - 1.00 2-PLYS REQUIRED 1 TI L3 QTY:2 ___-_===__ ===Joint Locations= ... =___==___a- 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS --------- -- Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ---MAX. REACTIONS PER BEARING LOCATION---- - X-Loc Vert Horiz uplift Y-Loc 0- 1-12 1394 0 -594 HOT PIIN 8- 8-12 1394 0 -594 BOT ' H-RACE This truss has not been designed for ROOF PONDING. Building designer must provide to drainage to prevent ptnlding. (0.125 in. ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 1 2 3 8XIO AYA sea 5X6 I I L 6-6-8 I 1394# 3.50" }e 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 A ING: READ ALL NOTES ON THIS SHEET. MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing (407) 3214XI64 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Pr-Wons must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and speetlkd locations determined by the building designer. Additional bracing of the overall structure may be required. (see H113-91 of TPly LICENSE #005(1068 frruss Plate institute. TPl, is located at 583 D'Orofrio Drive, Madison, Wiscorsbn 537191 1005 VAMMMA MMEDOXI-32766 I 4 1394# 3.50" Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Llve 0.0 psf BC Dead 10.0 psf TOTAL 33.0 DSf scale = 0.7000 Truss ID: L3 Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI - Code Desc: FLA HCS: 08.20,02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: M QTY:12 DESIGN INFORMATION This design is for an timWidual building component and has been based on information Wovfded by the cgeuL The designer discialras any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs fumJshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific c protect and accepts no responsibility or exercises ro control wgh regard to (abnta- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual budding cmnponent in accordance with ANSI/TPI 1-1995 and NDS97 to be incorporated as pad of the building design by a Building Designer lregistered 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 bidWhig codes. local eU a Jc records (o wind or snow bads. prayed specifications or special applied lands. Unless shown, truss bas not been designed for storage or occupancy leads. The design assumes compression chords µop or bottom) are continu- ously braced by sheathing unless otherwise speetlied. 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. ��7L��iIL�7►I►L��i�� Prior to fabrication, the fabrimtor shall review this drawing to verify that this drawing Is in conformance with the fabricator's plaza and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. plates shall no be installed over knotholes. knots or distorted gram. Members shall be cut for tight telling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nulls fully imbedded and shag be sync about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- king. A W plate is 6- wide x Ir king. Slots (holes) rum parallel to the plate length spec fled. Double cuts on web members shall meet at the centroid 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- ling and/o erection stresses. Ths 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 to accordance with "Handling Installing d Bracing'. 1tI8-91. 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- Iion and for restating lateral forces shall be deserted and installed by others. Careful hand- " Is essential and erection bracing is always required Normal preautbnary action for trusses requires such temporary bracing during mstallatfon between trusses to avoid toppling and domLwhng. The superhsk n of erection of trusses shall be under the control of persons experienced In the ttstatlatlon of trusses. Professional advice shall be sought IF needed. Concentration of construction loads greater than the design lads shall no be applied to trusses at any tima e. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. TOP CHARDS: 2x4 SP #2 Analysis based on Sinplified Analog Model. .....===Joint Locations ...... .... =1) BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 07,0 0 3) 10- 8- 8 5) 5- 4-=4s WEBS: 2x4 SP #3 ccaposite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION ----- BEAR. BLR: 2x4 SP #3 continuously braced unless noted otherwise. X-Loc Vert Horiz Uplift Y-Loc Type WndLod per ASCE 7-98, C&C, V= 12 5mph, Shim or wedge if necessary to achieve full bearing. 10-10-12 357 0 -518 TOP H-ROLL li. 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 PROVIDE UPLIFT CdIaiECTION PER SCEaMULE: 0- 4- 0 432 243 -448 BOT PIN PROVIDE BORIZONTAL CONNECTION PER SCHEDULE Bld Type- Encl La, 58.0 ft Ww 10.7 ft Truss Support 1 448# Support 1 243# " in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 2 518# Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC...PORCE... CSI L/999 1- 2 -1003 0.54 6- 5 924 0.23 L.-0.08" D- 0.02" T=-0.07" 2- 3 -92 0.41 5- 4 924 0.29 " MAX HORIZONTAL TOTAL LOAD DEFLEC ON- T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 11-0-0 1 2 3 4.00 T i2-&5 0.6-6 2.00 I 0-8�� 1 10-0-8 11 6 5 41 433# 8.00" 358# 2.50" 1-7-2 a1_ 10-8-8 I I {RO-2-15) le (R1-7-0) 1' EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4694 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DfLMEr'DOXI-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 bracb:g, wind braetn& portal bracing or similar bracing which Is a pad of the building design and which must be considered by the bugding 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). Rruss Plate institute, TPI, Is located at 583 D'Ondrio Drive. Madson, Wisconsin 53719). Job: DWg: Dslmr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss iD: M Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH., CATEE-LOKIHOMEDIR HCS. 08.20.02 WE: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an h u"ual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this ntformatlon as it may relate to a spe- M0c project and accepts an responsibility mr exercises no control with regard [o fabnca- Rion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSi/'IPI 1-1995 end NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enghteer). 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, "ect 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 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 W-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing mpons"lity, for such verl- fetbn. Any discrepancies are to be put in writing before cutting or fabrication. plates slat not be Installed user knotholes, knots or distorted grala Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tress with naffs 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 6" wide x S" long. Slots (hoks) run parallel to the plate length specified. Double cuts on web members shag meet at the centtold of the webs unless otherwise shown. Connector plate sizes are rninlmnm styes lased on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-199S PRECAUTIONARY NOTES All bracing and erection recommendations mendations are to be followed in accordance with 'Handling installing & Bracing". HIS-91. Trusses are to be handled with particular care during bandMg and bundling, delivery and trutallatfun to avoid damage. Temporary and pemanent bracing for holding tresses in a straight and plumb pos- Rion and for resisting lateral forces stag be designed and Irstatkd by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during iutallstion between trusses to avoid toppling and dombudn& The supervision of erection of trusses shall be under the control of persons experienced in the hnstaitatfon 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 alter all fastening and bracing is completed. TI: N QTY:2 MULTIPLE LOADS -- This design is the =-__S=Locations..._- ----=Joint Locations___ mil composite result of ltiple loads. 1) 0- O- 0 3) 10- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 continuously braced unless noted otherwise, ----MAX. REACTIONS PER BEARING LOCATION ---- Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type hearing- 0- 4- 0 417 264 -419 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 10- 1-12 331 0 -520 HOT H-ROLL Support 1 419# PROVIDE HORIZONTAL COITION PER SCHEDULE Support 2 520# Support 1 264# -TC ... FORCE ... CSI ".BC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 10-3-0 11 1 2 3 TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 12--aph, H- 15.0 ft, I= 1.00, E1ip.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft W. 10.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D- 0.01" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB - 1.15 0-6-6 1 2-4-4 1-7-3 1 2.00 0-8 1 1 9-7-0 418# 8.00" 332# 2.50" 1 (Ri 7 10-3-0-0 se-0) 0.1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-I995 scale = 0.4971 WARNING: READ ALL NOTES ON THiS SHEET. Fug. Job: WO* CHEK3 ass Maronda SyStt'tt1S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N CONTRACTOR. Dsgnr: TLY I Chk: Date: 4-22-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbc 1.25 SAN FORD, FL. 32771 gracing shown on this drawing is not erection bracing wind bracing, portal bracing or stmilar bracing which is a part of the building design and which must be considered by the building designer. Bract g TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce bucking length. provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Design Cfltefla: TPI ' LICENSE #0050068 (foss Plate Institute. TPI. Is located at 593 D'Onofrio Drive. Madison, Wisconsin 53719), Code Desc: FLA 1006vANNWSA13ROVIMO.M32766 I TOTAL 33.0 psf V:Q 0 .02- 71 - Design: Marra Analysis JOB PATH: 17:1TEE-LOKIHOMEDIR Ha, 08 2002 DESIGN INFORMATION This design Is for an individual budding component and has been based on information p—Aded by the client. The designer disclaims any respoasfbldty for damages as a result of faulty or incorrect information, specHieatlons 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 silo- cite p -Jed and accepts no responsibWty or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This toss has been designed as an i xWklua) budding component in accordance with ANSI/T'P1 1-1995 and NDS-97 to be Incorporated " part of the building destgn by a Building Designer [registered architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow Inds, project spe ci iratkms or special applied bads. Unless shown, truss has not been designed for storage car occupancy bads. The design assumes compression chords flop 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 i(y-0" me. Connector plates shall be manufactured tram 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 confornatxe with the fabricator's plans and to realize a continuing responsibility for such veri. fistlon. Any discrepancies are to be put in writing before cutting ar fabrkatlon. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood beatntg. Con- nector plates shall be located on both is of the truss with nails fully imbedded and shaft be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- king. A W plate is 6- wide x 8- long. Slats thoks) rum parallel to the plate length specified. Doable cuts on web members shaft meet at the centrod of the webs unless otherwise shown. Connector plate steel an minimum as sibased on the forces shown and may need to be Increased for certain hand- Ihtg and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Irdormatlon on Quality Control refer to ANSI/7'Pl 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed Inaccordance with "handling ltnstadbug R Bracing. M-91. TYusses are to be handled with particular care during banding and bnndkng. delivery and installation to avoid damage. Temporary and permanent bracing for boding trusses in a straight and plumb pos- awn and for resisting htenl forces shad be designed and installed by others. Careful hand- ling B essential and erection bracing Is always required. Normal precautionary action for tosses requires such temporary bn.Mg during letstallatfott betaxxtt trusses to avokl toppling and dombn dog. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shad be sought Y needed. Concentration of construction bads 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. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O 6QTY:2 TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the w --6 _=__===-=Joint Locations ========:a- BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 7- 8 4) 7- 3- 0 SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. ----MAX. RFACTIONS PER BEARING LOCATION ---- per5uph, Shin or wedge if necessary to achieve full bearing. X-Loc Vert Horiz Uplift Y-Loc Type He: H= 15.0 1. I= 1.00, p.Cwt. B•2RftaTruss1.0 VIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 319 257 -420 BOT PIN 7- 1-12 232 0 -446 BOT H-ROLL Type- Sul- 58,E PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL. 4.2 psf, BCDL- 6.0 psf Support 2 446# Support 1 257# Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: ..TC... FORCE ... CSI ..BC ... FORCE ... CSI L/999 1- 2 712 0.26 5- 0 -787 0.14 L>•-0.02" D= 0.00" T=-0.02" 2- 3 -81 0.29 0- 4 -883 0.18 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.15 7-3-0 Ilk 1 2 3 4�.00 2.00 I 0-8-0 6-7-0 11 319# 8.0011 41 233# 2.50" L 1-7-2 j (R1-7-0) Pit 7-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.6513 WARNING: READ All NOTES ON THIS SHEET. Erg. Job: WO: CHEK3 MarOnda Syste111S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. BRACING WARNING: Dssnr: TLY I Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawl" is not emtlon bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 Psf O.C. Spacing: 24.0m TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer- Additional bracing of the overall structure may be required. ,See HI8-9I of TPU. BC Dead 10.0 psf Design i n Criteria: TPI - LICENSE #0050068 frruss Plate Irstmute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). Code Dese: FLA lots vANNF83A DR.CMEDWIL32766 TOTAL 33.0 psf V: 2- - +.... .,r.,.. a..-rr—c Aurinueurx HCS. 08.20.02 K 3 AC: 10# UPLIFT D.L WO: CHEK3 DESIGN INFORMATION 119s design is for an individual building component and has been based on information provided by the ctleot The designer disclabro any responsibility for damages as a result of faulty or Incurred information, specffkatk+ns andt, designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- chic project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer treglotered architect or professional engineer).. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied loads. Unless sham. truss has not been designed for storage or occupancy loads The design assumes compression chords flop or bottom) are continu- ously braced by sheathing unless oth a vtse specified. Where bottom chords in tension are not fully braced latemity by a property applied rigid ceiling. they should be braced at a maximum spacing of I(Y-W 0 connector plates shall be manufactured from 20 gauge but 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 realise a continuing responsibility for such ved- fkatin Any discrepancies are to be put in writing before cutting m fabrication - Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight (riling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naffs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" tang 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 sues are minimum sins based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with 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', HI13-91. Trusses are to be handled with particular care during banding and hurdling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for restsu g lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always squired.. Normal precautionary action for trusses require such temporary bracing during installation between trusses to avoid toppling and domfooing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Proksalonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at b any time. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear an multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SC MULE: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All CCHPRESSION Chords are assumed to be continuously braced unless noted otherwise. Sbim or wedge if necessary to achieve full bearing. Field Connection at Support 1 most be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: s _ =---Joint Locations= = ==..=-=.s... =1)0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION--- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, C&C, V- 125mph-, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L- 58.0 ft W. 4.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 11 1 2 0 I 4 212# 8.0011 1-7-2 (RI-7-0) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE, #0050068 1005 VANNFSSA DROVIEDD.FL32766 Design: Matrix Afwfysis 4-3-0 2.00 I 87# 2.50" -I G/L: 4-1-i2 Over 3 Supports VVAII(I411114 : 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 most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce budding length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. I.See HIB-91 of TPp. (Truss Plate institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53714). JOB PATH: C:iTEE-LOKVIOMEDIR scale = 0.9442 Eng. Job: WO: CHW Dwg: Truss ID: P Dsgnr: TLY Ctdi: Date: 4-22-03 TC Live 16.0 psf DufFac - 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 hsf v-no nG n j_ 1)1 771 I HCS: 08.20.02 DESIGN INFORMATION 719s design is for an hxWWuW building component and has been based on Infomation petwlded by the client. The designer disclabro any responsibility fer damages as a result of faulty or incorrect information. specifications and/or designs furnished to the Inns designer by the client and the correctness or accuracy of this information as 9 may relate to a ape- clhc project and accepts no respers6rtlmy or exercises no control with regard to labAca- tson. har.11m& shipment and installation of trusses. This tress has been designed as an Individual bukling component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer iregptered architect or professional engines). When reviewed for approval by the building deslgrxr, the design loadings shown must be checked to be sure that the data shown are to agreement with the local building codes. focal ehmatc records for wind or stow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or ocupancy loads. The design assumes compression chords Ilgr or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are net fully braced laterally by a property applied rod ceQtug, they should be braced at a nraxlmran spacing of lor-T o.e Connector Plates shall be manufactured from 20 gauge tot dipped galvanized steel umeeUng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fahrtcehon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrtntors plans and to realize a continuing reap nstbDay for such verl- f cidiam Arty discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for light Bmmg wood to wood hearing Con- nedo plates shall be looted on both faces of the truss with nabs fully imbedded and shall be sym about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long A Bx8 plate is 6' wide x W long, Slots (hoks) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of like webs unless otherwise shown. Conned" plate sins are mhrtmum sizes based en the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This tress is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional mformatfn on Quality Control refer to ANSI/TPt 1-1995 PRECAUTIONARY NOTES Au bracing and erection tecommendatons arc to be followed In accordance with 'Handling Installing & Bracing', 111"l. Tosses are to be handled with particular care during banding and bundling„ delivery and Imtatlation to avoid damage. Temporary and permanent bracing f" hekitng trusses in a straight and phrmb pos- Won and for resisting lateral forces shall be deslgmed and installed by othees. Careful hand- ling is essential and erection bracing is always requbed. Normal precautionary action for tresses requires such temporary bracing during fastallaton between fusses to avoid toppling and dombmamg. The supervision of erection of trusses shall be under the control of persons turpalmeed in the a-i-Raton of trusses. Professional advice shaft be sought If needed. Concentration of construction loads greater than the design loads shall net be applied to trusses at any time. No loads other than the weight of the erectors shaft be applied to trusses until after all tastenbrg and bracing is completed. CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TOP CHDRDSt 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS- 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONQ=CN PER SCHEDULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" Der 0.00" Tre 0.00" MAX HORIZCbrZAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION- T. 0.00" RMB . 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All CON PRE SSION Chords are assumed to be continuously braced unless noted otherwise. WhdLod per ASCIE 7-98, C&C, V. 125mph, H= 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type= Encl L. 58.0 ft W. 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -56 0.01 0- 3 20 0.01 TI: i••Joint Locations......==m::sa,= sl)-0 6._ - 0 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ---MAX. REACTIONS PER BEARIM LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 BOT H-ROLL 1-8-4 1 2 4 _ 2.00 0-8-0 Plate Height 14 1-0-4 = 0-2-1 3 1-7-2 138# 8.001' 49# 2.50" 1-84 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANS1/'1'P1 1-1995 scale = 1.5329 �— MarOnda Systems WAKNINV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY MAR, S5 FL 3A Bracingshow n on this drawing is not erection bracing wind bracing. portal bracing or shnilar bracing part of the building design and which must be considered by the building designer. Bndug (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of trues 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 Hl6-9I of TRY LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Onofrio Drive, Madlson. Wisconsin 53719). 1005 VANNESSA Da.OVIEDDY1.32786 Design: Matrix Analysis JOB PATH: C:ITEE-LOKWOMEDiR Eng. Job: Dwg: Dsgor: TLY Chk: WO: CHEK3— Truss iD: 6Q Date: 4-22-03 TC Live 16.0 psf DuWae - Lbr: 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 psf V- 0 - 2 2 12 - HC7;: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPUFT D. WO: WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer disclamn any responsibility for damages as a result of faulty or incorrect information, specifications and/- designs furnished to the truss designer by the client and the correctness or accuracy of this information as f may relate to a spe- c6ic proicet and accepts no responsibility or exercises ne control with regard to fabrira_ tim. handling, shipment and installation of trusses. This truss has been designed as ae individual building component In accordance with ANSI/TPI 1-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneei. when reviewed for approval by the building designer, it. 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 - special applied loads. Unless shom truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ousy braced by sheathing unless otherwise sperm. Where bottom chords in tension are no frilly braced gteratly by a properly applied rW ceWrrg, they should be braced at a maximum spacing of Io'-(- o.e. Connector plates shall be manufactured from 20 gauge ha dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realne a cumUnufng responsibility for such ved- 0antlon. 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 b: cut for tight fitting wood to wood bearing. Con- nector plates shalt be located on both taco of the truss with trails fully imbedded and shall be sym. about the jourt unless othervlse'sbown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- wide x r km& Slots [(roles) 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 stm are minknum slrn 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 mtormatiom on Qual ty control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations art to be followed in accordance with -Handling installing & Bracing', HiB-91. Trusses are to be handled with particular cane during banding and bundling, delivery and installation to avoid damage. Temporary and perm aneot bracing for holding trusses in a straight and lily fos- Itkm 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 btstaIlatfon between trusses to avoid toppling and dorm ofng. The supervision of erection of trusses shall be under the control of persons experienced in /Jae Installation of trusses. Professional advice shall be sought If needed. Concentration of construction kads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing 6 completed TOP CARDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CCNN3 ON PER SCBEDULEt Support 1 422# SuppoSupport 3 365# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.170 D= 0.02" T.-0.15* MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 3-10-3 0-6-6 1 I Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSIC3i Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing - Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R QTY:2 === ==--Joint Locations===.-__ ==..s. 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION---<- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 HOT PIN 5-11- 4 75 0 -65 BOT H-ROLL WndLod per ASCE 7-98, CSC, V- 125spii, H= 15.0 ft, I. 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Lpncl L. 58.0 ft W- 6.0 ft Truss in ]NT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Iapact Resistant Covering and/or Glazing Rgq 6-0-8 1 2 6.00 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I as-o 5-4-8 4 3 248# 8.00" 1271/ 2.50m i, 1-1-9 .j, 6-0-8 76# S0n (( (R1-1-7) C/L: -11-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 Msi1aonda SyStemS WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the buckling designer. Bracing (407) 321-OD64 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bating of the overall structure may be required. (Ste HIB-91 of TPI1. LICENSE 80050068 frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wiscv esm 53719). 1005 VANNESSA MOVIEDOXI-32766 Erg. Job: W , Dwg: Truss ID: R Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFae - Pit 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Cade Desc: FLA TOTAL 33.0 psf HC9. 0g.20.02 DESIGN INFORMATION This design is for an tndtvidual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty m hux-ect Information, speclikatbns and/or designs furnished to the tress designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific prv}ect and accepts no responsibility or exemises no control wtth regard to fabrt®- tlon, bamditng, shipment and installation of trusses. This tress has been designed as an ixWWuaJ building component In accordance with ANSI/TPI 1-1995 and UDS-97 to be Incorporated as part of the building design by a Building Designer (mg.1steted architect m professional engineer). When reviewed for approval by the building designer, the design loadings shown mist 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. prgect spectBcaunns or special applied loads. Unless shown- tress has not been designed for storage or occupancy bads. The design assume, compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully traced laterally by a property applied ,Vd cetlmg, they should be braced at a max)vnum spacing of ld-0' o.e Connector plates stall be manufactured from 20 gauge lot 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 plaza and to realize a continuing responsibility for such ved. fkatkm. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt 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. abort the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- king. A 6x8 plate is 6- wide x 8- Ion& Slots )holes) nm parallel to the plate length specified. Double cuts on web members shall med at the c entrold of the webs unless otherwise shown Connector plate suss are mmimuan 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 fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing @ Bracing% HIS-9 1. Trusses are to be handled with particular can during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dambotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought tl needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any tame. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is canpkted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCMEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D. 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bariFieldnConnection at Support 1 moist be able transfer 136 pounds of horizontal reaction -TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 S _ --Joint Locations=.....-==s===.= -1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, CBC, V- 12_R ph, H- 15.0 ft, I= 1.00, Ezp.Cat. B, Kzt- 1.0 Bld Type- Encl L= 58.0 ft W= 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Rgq 4-8-8 1 2 6.00 3.00 o- -o 1 4-0-8 4 3 205# 8.0011 1-1-9 98# 2.50" e 4-&8 60# 2 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 C/L: 7-4 1-1995 Over 3 Supports TWAKNINV: READ ALL NOTES ON THIS SHEET. Eng. Job: MaU onda S�/S�Ei11S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dog: CONTRACTOR. Dsgur: TLY 4005 MARONDA WAY BRACING WARNING: TC Live SANFORI), 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 most be considered by the building designer. Bracing TC Dead (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is for lateral support Of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Live LICENSE //0050W Additional bracing of the overall structure may be required jSee HIB-9I of'1Pq. (Truss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). BC Dead - IOa5 VANNESSA DMOVIEDO.F1.32766 TOTAL Design: Mora Analyris JOB PATH: C1TEE-LOKWOMEDIR Ai ll 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 psf At ch with (4) 10� Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Truss ID: S Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L DESIGN INFORMATION This design is for as hxtvldual bu&hng component and has been based on Information provided by the .Lent The designer d1s 1-i— any responsibility ty for damages as a result of faulty or incorrect information.. specifications and/or designs furnished to the truss design.( by the client and the correctness or a«uracy of this infor.tion as L may relate to a spe- cific pr"ect and accepts no responsibility o exercises no control with regard to fabrica- tion. handbbn& shipment and installation of trusses. This tress has been designed as an individual building eompanenl in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered ardiftea or professional engineed. When reviewed for approval by the building destgoer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, kcal climatic records for wind or snow loads, payee( specifications or special applied loads. Unless shown, in, has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ace not fully braced Iateratty by a property applied rigid ceding, they should be braced at a mauimum spacing of i0'-0. O.C. Connector plates shall be manufactured from 20 gauge hot dipped gatvarured steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verity that this drawing is In conformance with the fabricators plans and to realize a continuing responsPollay for such vert. fkatlon. Any dts—parncies 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 fan of the truss with malls Gully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5• wide x 4• long A ex8 plate is 6• wide x 8' long Slots lbolni run parallel to the plate length specified. Double cuts on web membm shall meet at the centroid of the weir unless otherwise shown. Connector plate sites are minimum sties based on the forces shown and may need to be increased for certain hand- ing and/- erection atresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Informal bn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AL bracing and erection recommendations are to be followed in accordance with "Handling Installing @ Bracing'. HIB-91. Tresses are to be handled with p°rtimiar care during banding and bundling, delivery and trstaflatbn to avoid damage. Temp—W and permanent bracing for hoktung tnrsses In a straight and plumb pos- Hion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always requh'e& Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avow t "I" and domhtoing The supervision of erection of busses shall be under the control of persons experienced in the favtallalbn of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors stall be applied to trusses until alter all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CBDRDSt 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULEt Support 1 294# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L.-0.02" D. 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" Me . 1.15 2-6-3 0-6-6 WO: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 a__=====Joint Locations==.........;... 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 Top PIN 0- 4- 0 161 143 -294 BDT PIN 3- 3- 4 43 0 -41 BDT H-ROLL WndLod per ASCE 7-98, C&C, V= 125taph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Bzt. 1.0 Bld Type= Encl L. 58.0 ft W- 3.4 ft Truss in II9T zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 3.00 I 0.8-0 1 2-8-8 4 3 161# 8.00" 70# 2.50" L° 1-1-9 �e 3-4-8 44# 25011 C/L: -3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports ''- NAKMIN9j: READ ALL NOTES ON THIS SHEET. MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORD, FL: 32771 own on this drawing is not ereclbn bracing, wind bracing forts! bracing or shnilar bracing which Bracing shown p rt building design and which must be considered by the building designer. Bracing (407) 321-0064 FaX (407) 321-3913support TOMAS PONCE P.E. shown is for 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. LICENSE #0050068 Additional bracing of the overall structure may be requmed. ISee HIB-91 of TPA. ITruss Plate Institute, TPI, is located at 5a3 D'Onofno Drive, Madison, Wisconsin 53719) 1005 VANNESSA DROVIEDQFL32766 Design: Matrft Analysis JOB PATH: CATEE-LOKiHOMEDIR Attach with (3) 10d Toe -Naffs Attach with (1) 10d Toe -Nails scale = 0.8355 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEKS— Truss iD: T Date: 4-22-03 TC Live 16.0 psi 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 lo.o psf Design Criteria: TPi - CodDe: FLA es TOTAL 33.0 f V•e - 21 HCS: 0& 20.02 DESIGN INFORMATION This design is for an bxUvkh al buWtng component and has been based on Information provided by the client. The desWrer disclaims any responsibility for damages as a result of faulty or incorrect information., specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as IL may relate to a spe- cific project and accepts m responsibility or exercises no control with regard to fabrka- fion handkhtg, shipment and installation of trusses- This truss has been designed as an tndlvldual building component in accordance wit ANSI/TPI 1.1995 and NDS-97 to be incorporated as pout of the building design by a Building Designer (registered architect or professional eaAneed. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, )Deal climatic records for wind or snow lends, project specifications or special applied bads. Unless shown, truss has not been designer) for storage or occupancy bads. The design assumes compression chords (top or bottom) are cmdmu- ously braced by sbeathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celling they should be braced at a maximum spacing of l0'-0' ox, Connector Plates shaft be manufactured from 20 gauge hot dipped gslvanlzM steel meeting ASIM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, tine fabrlmlor shag review this drawing to verify flat this drawing is in conformance with the fabricators plans and to realize a contmumg 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 m distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on bah lam of the bass with nabs fully imbedded and shall be "Tit. about the joint unless Otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x i' long. Skis (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrod of the webs unless otherwise shown. Connector plate aloes are mhr rt um stress based on the farm shown and may need to be increased for certain hand- ling and/or erection stresses. This buss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional InfomaNun on Quality Control refer to ANSI/-M 1-1995 PRECAUTIONARY NOTES All bracing and eraYlwr recommendations are to be followed In accordance with 'Handling Installing & Bracing. HIB-91. Trusses are to be handled with Particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pea, m and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essemlal aDd erection bracing is always required. Normal Precautionary action for [noses requires such temporary bracing during InsWatimn between trusses to avoid toppling and dpmnoing. The supervision of erection of trusses shall be under the control of persons Cgerfenced in the Installation of trusses. Professional advice shall be sought 9 needed. Concentration of construction heads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is compiled JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. 'POP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCBBDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L--0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLEMON- T- 0.04" RMB = 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccmposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless toted otherwise. Wndlrod per ASCE 7-98, CkC, V= 125mph, H. 15.0 ft, Ia 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Encl L= 58.0 ft W- 2.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Reg TC...FORCS...CSI .BC ... FORCE ... CSI 1- 2 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 U QTY:2 a ==a======a==Joint Locations—...=s=as==a= 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION--=-- X-Loc Vert HoriZ Uplift Y-Loa Type 0- 4- 0 127 131 -157 BOT PIN 1-11- 4 60 0 -191 HOT H-ROLL 2-0-8 1 2 6 0000 1-2-8 0-4-2 4 3.00 I 0-" 1-4-8 4 3 cR1-1-,� 1-°r 127# 8.00n 2-0-8 60# 2.50" 1- I EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321.OW Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAM ESBA DRO FM0,FL32766 Design: Marra Awlysis VVAKNIN(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 bufld(ng designer. Bracing shorn is for lateral support of tens members only to reduce buckg»g length. Provisions must be made to anchor lateral bracing at ends and specified locations detemdned by the buitdmg designer. Additional bracing of the overall structure nay be required. (Set HIB-91 of TP11. Reuss Plate Institute. TPi, Is located at 583 D'Qnofrb Drive. Madison, Wisconsin 53719). JOB PAIN: C. tM-LOKWoUE )/R Eng. Job: -- Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Uve 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 1.1370 Truss ID: U Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI - Code Desc: FLA HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT DESIGN INFORMATION This dmW is for an hx"uW budding component and has been based on Information prwkded by the cis rat. The d-W= disclaims any responsibNllty for damages as a mull of faulty or Incorrect information. spuUleatMns and/or designs furnished to the loos designer by the client and the correctness or accuracy of this information as a may :elate to a spe- cific. project and accepts no responsibility or exercises no control with regard to fabrlca- lion, handling, shipment and installation of t..—. This truss bas 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 Budding Designer lregtstemd architect or prde:sbnal enghneed. When reviewed for approval by the budding designerthe 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 snoiv loads, Project specCkatbm or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes coaxpresston chords (top or bodon) ann caminu- ously braced by sheathing unless otherwise specgkd. When, boltmn chords In tension are not fully braced laterally by a property applied ngld ceding. they should be braced at a maxknum spacing of 19-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal arde d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verdy that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veut- ftcation. Any discrepancies are to be put in writing before cutting m fabrication - Plates shall not be Installed over imotholis, knots or distorted grain. Members shad be cut for light tilting woad to wood bearing Con- nector plates shad be located on both faces of the truss with nags fully imbedded and shad he sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long A 6a8 plate is G wide x 8•--long Slots (holes) nun parallel to the Ware length specltled Double cub on web members shad meet at the centmd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Wug 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 AO bmctng and erection recammendallom are to be followed In accordance with -Handdog 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 pos- afon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is esserdtal and erection bracing is always required. Normal prerautlonary action for tnissm mgwres such temporary bracing during histaltatiol between trusses to avold toppling and daninoing The supervision f erection of trusses shall be under the control of person experienced In the installation Of trusses. Professional advice shad be sought if needed. Comxntratlan of constructlon bads 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 =ill after all fastening and bmeing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T. 0.00" MAX HORIZONTAL TOTAL 1AW DEFLECTION: T- 0.00" MAX BORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type- Encl L- 58.0 ft W. 0.8 ft Truss in INT zone, TC:DL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 1 i 0-9-0 6 0000 TI: V QTY:2 --w--r= --Joint Locations=---------w 1) 021 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 --MAX. REACTIONS PER BEARING LOCATION-- =- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BUT PIN 0- 8- 4 7 0 -1 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 111# Support 2 77# 0-10-14 E:N�� 0 9-0 4 3 i-1-9 65# 7.50" 50 8# 1.50" ie - �e o-o-i (R1-1-7) C/L: 0-5-0 (RO-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 lOO`- VAN14E SA D&OVIEDD.g1.32766 Design: Marra Analysis TWA M I M U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracbg shown or this drawing is not erection bracing wind bracing portal bracing or stmflar 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 Mating at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP0. Rruss plate institute. TPI, is located at 583 D'Onof io Drive. Madison, Wisconsin 53719), JOB PATH: CITEE-LOKIHOMEDIR Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL, 33.0 osf scale = 1.7484 Truss iD: V Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI - Code Desc: FLA HCS.• 08.20.02 .............. JB: CHESAPEAKE K 3 AC: 10# UPLIFT DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client- The designer disclaims any respotwibthty for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the toms designer by the client and the correctness or accuracy of this Information as it may telate to a spe- clUc protect and accepts no responsibility or exercises no control wab regard to fabrlea- tbn. handling, shipment and Installation or trusses, This truss has been designed as art Individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer [registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or stow loads. project specal ations or special applied bads. Unless shown, tans has not been designed for storage or occupancy bads. The design assumes compression chords atop or bottom) are contiu- ously braced by sheathing unless otherwise specified. Where bottom chords in twin are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxlmum spacing of 19-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvannsd steel meeting ASTM A 653, Gmde 40. wiless 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- fkation. Any discrepancies are to be put in writing before cutting or fabrication - plates shall not be tnstalk i over knothole, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both faces of the trams with nalk fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate is Y wide x 4' long. A US plate is 8' wide x 8' long. Slots fholes) rim parallel to the plate length specified.. Double cuts an web members shall meet at the cent aid of the webs unless otherwise shown. Connector plate size are minimum slue based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This cuss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on guaRty Control refer m ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handing Installing Q Bracing. H1B-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avail damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting lateral forces shall be designed and installed by others. Careful hand - Rag is essential and election bracing is always required Normal precautionary actin for truases requires such temporary bracing during Installation between trusses to avoid toppling and d mbwtng. Tit. supevisfoo of erection of trusses shad be under the control of persons experienced in the installation of trusses. professional advice shall be sought R needed. Concentration Of constrvctbm loads greater than the design leads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appltni to tnmses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHDRDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, CSC, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 58.0 ft W. 9.9 ft Truss in INT zone, TCDL- 4.2 psf, BCDLw 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTIONt L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta, 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" FMB = 1.00 0-6-2 1 WO: MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 4.24 QTY:2 --- ===c====Joint Locationsx =e:= .====me= 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LmDS ------- Uniform PLF From PLFTo TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION-- --- - X-Loc Vert Horiz Uplift Y-LOC Type 0- 5-11 214 274 -588 HOT PIN 9- 9- 0 417 0 -331 HOT H-ROLL 3X8 3X4 215# 11.31" �1-6-2 (Rio-6-0)e 9-10-13 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #'0050068 1005 VANNE35A DROVIEDO.F1.32766 Design: Marra Analysis rltAft(lMIMU: 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 sindlar 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 mennbe s only to reduce truckling length. Prnvmiors must be made to anchor lateral bracing at ends and specifed k—tins determined by the building designer. Additional bracing of the overall structure may be required. [See 111E-91 of Tph). frnem Plate lnsUtute, TR, 1s located at 583 D'Onofrb Drive, Madison. Wisconsin 53719). JOB PATH: CATEE-LOKWOMEDIR 1 417# 2.50" Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 par BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.4873 I Truss ID: W Date: 4-22-03 DurFac - Lbr. 1.25 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 21743- 30 HCS: 08.20.02 CHESAPEAKE K 3 AC: 10# 6043 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the lien The designer dlsciaims any responsibility for damages as a result of faulty or lnmrrect information. specifications andIm designs furnished to the truss designer by the client and the correctness or accumcy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics- tion, hand hig, shipment and installation of busses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-I995 and NDS-97 to be incorporated as part of the budding design by a Budding Designer (registered architect or professional engineed. When reviewed for approval by the building designer. the design loading; shown most be checked to be sure that the data shown are In agreement with the beat building local climatic records for wind or arrow bads. project specifications; or special applied bads. Unless shown, truss has not been designed for storage :or occupancy loads. The design assumes comnpressio n chords (top - bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped gJvanired 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 falxfcaWs plans and to realize a continuing responsibility for such ved- flcatfon. Any discrepancies ane to be put In writing before cutting or fabricaWn. Plates shall not be Installed over knotholes, itnots m distorted gain. Members shalt be cut for tight fRibig wood to wood bearing. Con- nector plates shag be located on both faces of the truss with ruffs fully imbedded and shall be sym about the jobs unless otherwise shown. A Sx4 plate B 5' wide x 4" long A ftS plate Is 6' wide x e" long. Slats (holes) ram 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 mbumum sizes based on the force shown and may reed to be increased for certain hand- ling and/or erection stresses. Tbis truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Par 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 Ikndltrig Installing a Bracing'. HIB-91. Trusses are to be handled with particular care during banding and banding. delivery and installation to avoid damage. Temporary and permanent bracing for hotdtng muses in a straight and plumb pos- ition and for misting lateral forces shall be designed and installed by others. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for muses requires such temporary bracing during huWkilbn between trusses to avoid toppling and dom moing. The supervision of erection of trusses shall be under the control of persons experienced in the lnsta}Sro, of Winn. Professional advice shad be sought it needed. Concentration of construction loads grater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter an fzstening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 iEBS: 2x4 SP #3 WEDC,SS t 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 375# Support 2 430# Support 3 56# 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 - 1.00 f4 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mu t be able transfer 52 pounds of horizontal reaction iitndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Part L= 58.0 ft W. 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI W 1 QTY:1 _ - -==Joint Locations"--=eum...:_==as 1) 0 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DRSIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- B- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9. ----MAX. REACTIONS PER BEARING LOCATION----- R-Loc Vert Horiz Uplift Y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H-ROLL 4-8-9 1 2 4.24 28# 4.95" 1-6-2 (R1-6-0) 1� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 2-2-2 120# 2.83" 4-8-9 240,E 00" CANT: 0-0-7 rn� 11 Over 3 Supports UIIAKNINU: READ ALL NOTES ON THIS SHEET. Madronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing sbown en this drawing is not erection bracing. wind bracing, portal bracing or stmnar bracing which is a part of the building design and which must be considered by the building designer. Bracin (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length provisions most be g [Wade to anchor lateral bracing at girds and specified locations determined by the building designer. LICENSE #0050068 Additional bracing of the overan structure may be requdred. (See Hl"l of Tp6. frruss Plate Institute, Tf7. Is located at 593 D'Onofrb Drive, Madison. Wisconsin 53719). 1005 VANNPSSA DROv1EDO.F1.32766 Design: Mears Analysis JOB PATH: C.9TEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf COanTction by others. Attach with (4) 10d Toe -Nails scale = 0.8481 Truss ID: W 1 Date: 4-22-03 DurFac -Pit, 125 O.C. Spacing: 24.0" Design Criteria: TPI - Code Desc: FLA HC&- 08.20.o2 CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION 'Ibis design is for an Individual building component and has been based on "armation provided by the cheat The designer disclaims any responsibgfty for damages as a result of faulty or incorrect lnfermnlion. specMaxtiens and/or designs furnished to the tens designer by the client and the correctness or accuracy of this Into nration as It may relate to a spe- c61c prgect and accepts no responsibility or exercises no control with regard to faboca- tton, handling, shipment and Installation of trusses. This teas has been designed as an inilivldual 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 tregbtered and-- - professional enpneerl- Wlxrn 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 -&—tic records for wind or snow loads. paged spedYkatfms or speclal applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes exmnpression chords ttop 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 ngd ceiling they should be braced at a mardmum spacing of 101-0" O.C. Connector plates shall be manufactured Icons 20 gauge hot dipped galvanized steel meeting AMM 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 wah the fabricators plans and to realize a continuing resp erwra fitly for such ven- firation. Any disnepancles are to be put in writing before cutting or fabrication. Mates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filing wood to wood bearing Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym, about the Joint unless otherwise shown A 5x4 plate Is 5' wide x 4' king A 6x8 plate is 6- 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 sires are ndnhmum sires based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19M PRECAUTIONARY NOTES Ali bracing and —ion recommnendatbra are to be followed to accordance with -Handling Installing Q Bracing, }fill-91. Trusses ate to be handled with particular care during banding and bundbmg delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses to a sbaight and plumb pos- Won and for resisting lateral forces slat) be designed and batatied by others. Careful hand- . ling Is essential and erection bracing Is always required Normal precautionary action for fbusses requires such temporary bracing during liistalhUM betty= tosses to avolil toppamg and domhwbng. The supeMslon of erection of j tresses shag be under the control of person experienced in the installation of tnaasa. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any tire. No bads other than the weight of the erectors slag be applied to trusses until after all fastening and bracing 1s completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL COl`IIIECTION PER SCHEDULE z Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel #'l L--0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00■ MAX BIDRIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 4-3-15 0-6-6 i Analysis based on Sinplified Analog Model. MULTIPLE LOADS -- This design is the coaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125aph, H- 15.0 ft, I- 1.00, Exp-Cat. B, Kt. 1.0 Bld Type= E1sc1 L= 58.0 ft W- 7.0 ft Truss in lAPT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Ivpact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y ... n======a===Joint Locations===.===sr====--.- 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION_-% R-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -355 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 DOT H-ROLL PROVIDE UPLIFT CONNECTION PER S(MWULgz Support 1 433# Support 2 355# Support 3 52# 7-" i 2 6.00 l 1 74)-0 4 3 281# 8.001, 151# 2.5011 le 1-i-9 .}e 74)-0 82N .50" ( (RI-1-7) j 6- EXCEPT AS SHOWN PLATES ARE 1120 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: 10-12 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY G BRACINWARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing portal bracing or shnilar bracing which is a part of the building design and which must be considered by the buildlnng designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length, provisions must be Micas determined by tits building designer. a l ofth m�t1 t, ma BC Live 0.0 psf LICENSE #005006$ AA lddiva branchor n, structure b� a y required (5ee HIBai of TPI)- Rtnrss Plate instituteTPI, 1s located at 583 D'Onofrlo Drive, (Madison, BC Dead 10.0 psf loos VANNLSSA DROVIEDO.Ft-32766 Wisconsin 53719). TOTAL 33.0 psf Design: Matrix Analysis JOB PATH: C17F.E-LOKWOMED& Connection designed by others. Attach With (2) 10d Toe -Nails scale = 0.4M Truss ID: Y Date: 4-22-03 DurFac - Pit- 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS 09.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: DESIGN INFORMATION This design 5 for an individual buff ttg component and has been based on information provided by the client The designer disclaims any responsibility for damages as a mutt of faulty or incorrect tnforroadcar, 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- ci is proJect and accepts no reaponslbf illy or exercises no control with regard to fabraa- bon, 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 englam). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local chmatte records for wind or snow loads, project specifications, or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 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.c. Connector plain shall be manufactured from 20 gauge hot dipped galvanized steed meeting ASl'M A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such ver" fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. rector plates shag be located on both faces of the truss with nails fully imbedded and shall be sym. about the mint unless otherwise shown. A Sx4 plate is 5' wide x 4' king. 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 cent-d of the webs unless otherwise shown. Connector plate size are minimum apes based on the forces shown and may rued to be increase( for certain hand. long and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handhng installing & Bracing, HID-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- abn and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during lttsta➢atlon between busses to avoid toppling and dommot ng. The supervision of erection of trusses shall be under the control of persons experfenced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction kxub 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 asses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION- L/635 at Mid -panel # 1 L=-0.10" D- 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All CCNPRRSSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125uph, R. 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L- 58.0 ft W. 5.1 ft Truss in Ift zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCR...CSI .BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 ......=_===.Joint Locations=== 1) 0- 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 147 -278 TOP PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT C%XCIECTION PER SCI3EDiJLE: ' Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 6 0000 3-1-2 5-1-8 11 4 3 219# 8.00" 110H 2.5011 _I_ e 5_1_$ 61NJ50" (R1-1-7) C/L:-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321 -0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE Lf0050068 1005 VANNESSA DP OVIEDO.Ft32766 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 h not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only in reduce buckling length Ptovisimm must be made to anchor lateral bracing at ends and spectBed locations determined by the building designer. Additional bracing of the overall structure may be required. [See HIB-91 of TPI). f maan Plate institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 5371% Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf scale = 0.6197 ID: Z 4-22-03 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI - Code Desc: FLA Design: Matrix Analysis JOB PA171: CMFE-LOKIHOMEDIR HCS. 08.20.02 DESIGN INFORMATION This design B for an Individual bulldtng 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- ctllc project and accepts no responsibility or exerches no control with regard to fabriar !lose. handling, shipment and installation, of trusses. This thus has been designed as an hrdivldual building component in accordance with ANSI/TPI 1-1W5 and NDS-97 to be incorporated as part or the bmNing design by a Building Designer (registered architect or professional engirt When reviewed for approval by the building designerthe design loadings shown must be checked to be sure that the data shown are to agreement with the local building codes. local eiimatic r cords for wind or snow loads, Project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes ecr,pressbn chords Itop or bottom) are conitnu- muly braced by sbeathkng unless otherwise specified.. Where bottom chords in tension are not fully braced laterally, by a properly applied rigid cetWng, 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 ASIM A 653. Grade 40, unless otherwise shown, FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verf- fiation. 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 nalis fulty imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5• wide x 4' long. A 6x6 plate is 6• wide x W long Slots (holes) run parapel to the plate length sped. Double cuts on web members shag meet at the centmkl of the webs unless otherwise shown. Connector plate sins are minanum at'— 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 Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing" HIB-9I. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral fonts shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always retfutred. Normal precautionary action for trusses recluft" such temporary bracing during InstaNatfon between Itimm to avoid toppling and dorobnoft4 The supervision of erecllon of trusses shall be under the control of perms experienced in the trutatiation d trusses. Professional advice shall be sought If needed - Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erecters shall be applied to muses until after all fastening and bracing Is completed JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L WO: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 Ls-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RAID = 1.15 2-4-11 7- 0-6-6 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 91 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Blot Type- Et1c1 L. 58.0 ft Ww 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 31 0.25 4- 3 0 0.19 Ti: z 1 QTYA -====a==a=====Joint Locations =======>zs=a=as= 1) 0- 2- 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION--:-- X-LOC Vert Horiz Uplift Y-Loa Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER S(EEDUL,gr Support 1 287# Support 2 176# Support 3 27# 3-1-8 1 2 6.00 2-1-2 Attach with (3) 10d Toe -Nails Attach with (1) 10d TOO -Nails 3g9 3-1-8 F 4 154# 8.00" L 1-1-9 3 67# 2.50" 1 (RI-1-7) 31-8 37# 2 " EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI C/L: 1-1995 Over 3 Supports scale = 0.8792 WAIMING: READ ALL NOTES ON THIS SHEET. Eng. Job: MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dog: Truss ID: Z1 CONTRACTOR. Dsglu: TLY Chk: Date: 4-22-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 Bracing shown on this drawing is ot erection bmcing wind bracing, portal bracing or similar bracing which s for ,uaJbuilding of the des) and which must be considered by the building designer. Bracing support of truss TC Dead 7.0 psf DurFae - Pit: 7.25 TOMAS PONCE P.E. members only to reduce budding length.. provisions must be Additional lateral s d tfons determined by the bundh* designer. b"� u str ctw BC Live 0.0 psf O.C. Spacing: 24.0" LICENSE A 0050068 omeP�c bed y rewired. (See HIB-9Iof TM. rrruss Plate tnstmute, TN. Is bated at 563 D`Dnofrfo Drive, Madison. BC Dead 10.0 psr �D+e,signCriteria�:ITPI - loos VANNFS,SA DRgYtEt%l,i'LSY766 Wisconsin 53719). Code Desc: FLA Design: Marra Anafysis JOB PATH: C.•tTEEdAK1tf0MFDjR TOTAL 33.0 Ilse V: 0 2- 1 4 - 34 HCS: 08.20A2 DESIGN INFORMATION This design is for an ihdlvklual building 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 information. specifications and/or designs furnished to time truss designer by the client and the correctness or accuracy of this information as It may relate to a ape- cifk protect and sccepts no responsfbdlty or exercises no control wttm regard to fatria- tion. handibtg, shipment and Installation of tnrssea. This truss bas been designed as an Individual building component in accordance with ANSI/TPi 1-19% and NDS-97 to be incorporated as part of the building design by a Building Designer frcgtstered ambaeci or professional engfneed. 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 cimetic records for wind or snow loads. prc"d specifications or special applied loads. Unless shown, truss bas not been designed for storage m occupancy loads. The design assumes compression chords (top or boti m) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid cellfng, they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivanhed 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 m ahze a continuing msponsibWty, for such veri- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be tnstalled over tawthoin, knots or distorted grain Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate is 5' wkle x 4' long. A 6x8 plate is 6' wide x S' long. Sias (holes) run parallel to the plate length specified. Doubk cuts on web members shall mat at the centrold of the webs unless otherwise shown. COMector plate sires are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on quality Control ref- to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Handling instating A Bracing'. Hl"I. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. ition and for restating lateral forces shall be designed and installed by others. Careful band- ing is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during histaRatim between homes to avoid toppling and dominoing. The supervision of erection of trusses shell be under the control of persons experienced in the installation of trusses. Professional advice shall be sought 9 needed. Concenuaaton 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 a actors shall be applied to trusses until after ail fastening and bracing is completed. IB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTIOis T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the colllposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type= Encl L= 58.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI .BC...FORCE... CSI 1- 2 10 0.03 4- 3 0 0.02 Ti: Z2 ATYA =_ = ===Joint Locations=______________ 1)O=20 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 31 -65 TOP PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 165# Support 2 65# Support 3 7# 1-i-8 1 2 6 0000 4 89# 8.00" 25i/ 2.50" ��a�1-1-9-1-9 13# 2, " 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSM71 1-1995 Over 3 Supports Mdronda System Si WflkKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 whieh� shown on trio drawing Is not erection bracing, wind bracing, portal bracing or stm6ar bracing part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See iHIB-91 of TPt. LICENSE #0050068 17tuss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 3005 VANNESSA MOVIEDO.F1.32766 Design: Md#r Analysis JOB PATH: C MEE-LOKIHOMEDIR Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: -- Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: Z2 Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Dose: FLA HCS 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L DESIGN INFORMATION nits design is for an bubvkhW budding component and has been based nit Information provided by the client. The designer disclaims any responsaNnty for damages as a result of faulty or incorrect Information. spect8cations and/or designs furnished to the truss designer by the cent and the correctness or accuracy of this Information as it may relate to a spe- cli , project and accepts no responsibility or exercises on control with regard to fabrtra- bon. handling. shipment and installation of trusses. This truss has been designed as an individual budding component in accordance will ANS1/TPI 1-1995 and NDS-97 to be Incorporated as put of the building design by a Budding Designer (registered architect or pofessbnal emglneed 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 loads. project specdkall— or special applied )ads. thiless shown. teas has not been designed for storage or occupancy bads. The design assumes Compression chords (top or bottom) are continu- ously braced by sheathing notess 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 IV-W D.C. connector plates shad be manufactured from 20 gauge hot dipped gadvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shaft review this drawing to verify that this drawing is in Conformance wab the fabri atoes plans and to readze a Continuing responsibility for such vert- licetlon. Arty discrepancies are to be put in writing before cutting or fabrication Plates shall not be Installed over knotholes, knots or distorted grain. Members sbali be cut for tight feting wood to wood bearing. Con- nector plates shad be located on beta faces of the truss with naps fully Imbedded and strap be sym about the joint unless otherwise shown. A Sx4 plate Is 5- wide x 4- king. A 6x8 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 centruld of the webs unless otherwise shown. Connector plate sloes are minimum sins based on the forces shown and may need to be increased for certain hand. ling and/- emmorn stresses. This tans is not to be fabricated with the retardant treated hnmber unless otherwise shown. Foradditional information on guabty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in aeeorciarae with -Handling installing 9 Bracing'. HIB-91. Trusses are to be handfed with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding t msees in a straight and plumb pos- aion and for resisting lateral forces shall be designed and butslled by others. Careful hand- ing b ess nUal and erection bracing is always required. Normal precautionary action for tresses requires such temporary bracing during hnstaBiiUm between trusses to avoid topping and dame naLng Tim supervision of erection of trusses shall be under the control of persons mrperlenCed in the installation of tresses. Professional advice shall be sought if needed Concentration of construction bads greater than the design bads shad not be applied to muses at any time. No toads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEDCsESt 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTICN: L/999 La-0.02" D. 0.00" T--0.01* MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00, MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 2-5-15 I 0-" WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coutposite result of multiple loads. All CNPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, lizt= 1.0 Bld Type- Part L. 58.0 ft W. 3.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ,.BC ... FORCE ... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 QTY:3 _==== ==Joint Locations .... aua...===.._ 1) 0- 2- =1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAX. REACTIONS PER BEARING LOCATIOlN---1- R-Loc Vert Horiz Uplift Y-Loc Type 3- 2-12 71 99 -190 Top PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT E-ROLL PROVIDE UPLIFT CONNECTION PER SCHBDULgf - support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 6 0000 2-2-6 9 3-4-0 - F / 4 161# 3.50" 72# 2.50" L 1-1-9 s1_ 3-4 0 63A 2(S0" j" (R1-1-7) r C/L: 3-2-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WPKlr INU: READ ALL NOTES ON THIS SHEET. MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or stmiiar bracing which is a part of the budding design and which must be Considered by the budding designer. Bractng (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for latent 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 budding designer. Additional LICENSE A'OOS0068 bracing of the overall structure may be required. (See HIS-9) of TPd. (Truss Plate institute, TPI. is located at SW D'Onofriu Drive. Madison. Wisconsin 53719). IODS VANNFSSA MOVIF.DOXt.32766 Design., M49nx Analysis JOB PAIN: CA EE-LOKIHOMED/R Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Eng. Job: W . Dwg: Truss ID: Z3 Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFOC - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Code Desc: FLA TOTAL 33.0 osf v-no na no_ "7.40 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The designer drerArims any responsibility for damages as a result of faulty or incorrect information. speMOratforu and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wormation as 9 may relate to asp, chic project and accepts can responsibility or execctaes no control wish regard to fabrtca- tion, handling, shipment and installation or trusses. This thus has been designed as an individual budding component in accordance with AN51/TP1 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer iregist !red architect or professional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local huddling codes. local clanatic records for wind or snow, leads, project specifications or special applied Wads. Unless shown, taus has not been designed for storage or occupancy Wads. The design assumes compression chords ltop or bottood are com bru- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are Dot fully braced laterally by a properly applied rigid calling they shard be braced at a maximum spacing of 10'-W o.e Connector plates skull be manufactured from 20 gauge but dipped galvantrnd steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabriotofs plans and to realhe a continuing responsliraby for such verl. 0otlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knothokm. knots or distorted grain. Members strati be cut for tight flitting wood to wood bearing. Con- nector plates shaft be located on both faces of the truss with raft fully Imbedded and shall be sym. about the joint unless otherwise shorn. A 5x4 plate is 5' wide x 4" long. A Bx8 plate ta 6 wide x g" long. Slots (holes) run paralid to the plate length specgled. Double cuts on web members shall meet at the eentrod of the webs unless otherwise shown. Connector plate sixes are mi namum sixes rased on the forces shown and may need to be Increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control rcfer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AV bracing and election recommendations are to be followed in accordance with Ilandbog Installing a Bracing", HM8 91. Trusses are to be bandied with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permarent bracing for holding trusses In a stralgbt and plumb pow - Alan and for restating lateral forces ahab be designed and installed by others. Careful hard- ling is essential and erection bracing is always requited Norma prcuutforury action for trusses requires such temporary bracing during hisfallatbn between tnimes to avold toppbV and dwnmoing The supervision d ereebo , of trusses shall be under the control of persons experienced in the Installation of trlr ises. Professional advice shall be sought 9 needed. Concentration of construc0on loads greater than the design Icads shall not be applied to muses at any time. No toads other than the weight of the erectors stall be applied to tosses until after an fastemng and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHDRDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D. 0.00" Tec 0.00" MAX HDRIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 WO: WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccaposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125tnph H. 15.0 ft, I- 1.00, Exp-Cat. B, Kzt. 1.0 Bld Type. Part L- 58.0 ft W. 1.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDLec 6.0 psf .-TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 Ti: Z4 ------- =- —=--Joint Locations=x=x=vnZ:ea=- 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BBARINC LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 BOT PIN 1- 0- 4 21 0 -16 BOT H-RDDL PROVIDE UPLIFT CONNECTION PER SCBMOLEt Support 1 175# Support 2 66# Support 3 16# L 1-1-8 1 Zl F6.00 F�l 1-1-8 4 1-1-9 89# 3.50" 25# 2.50 1-1-8 21# 2. t1 (R1-1-7) C/L: 1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Maron a Sye ins WAMINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 40D5 MARONDA WAY SANFORD, FL. 32771 81ACIM shown on this dmwWg, is not erection bracing, wind bracing portal bracing or similar bracing which is a part of the building design and winch must be Consktered by the budding designer. Bratlng (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length. Provislonrs must be trade to anchor lateral bracing at ends and specified locations determined by the building desigjrer. Additional LICENSE #0050068 bracing of the Overall structure may be required. (See HIB-91 of TPl). frruss Plate Immure. TPI, is located at 583 D'Onofrio Drive, Madison, Wiscaostn 53719). 1005 VANNE36A DROVIEDO.F1.82766 Design.' Marit Analysis JOB PATH: C:tTEE-LOKIHOMEDIR Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Fang. Job: Dwg: Dsgnr: TLY Chk: Tutus ID: Z4 Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf Durfac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI t Code Desc: FLA TOTAL 33.0 psf V. - HCS: 0& 20.02 I J'j 1 i ww to CV Ln M rn CN z W-aync WINDL OAO SPECIFICA TION 0108 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 s'—O" MAX WIDTH x 14'-0" MAX HEIGH STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 13 GA HORIZ ANGLE I. 054" HORIZ TRACK 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT do (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT j 3. VINYL OR WOOD DOOR STOP l (NAILED ON 6" CENTERS) MUST my, .- OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 1 4.' U—BAR TO HAVE A MINIMUM DRILL R 9/3 R IN T HOLE N TRACK FOR YIELD OF 80 KSI J8—US BRACKET �w ATTACHMENT 5. TRACK, AND DOOR STEEL TO �. . HAVE A MINIMUM YIELD OF 33,000 PSI. (1) J8—US BRACKET LOCATED ."•� AT EACH ROLLER LOCATION • 6. OPTIONAL - (MIN) EXCEPT TOP BRACKET ROLLER p ; .080" ALUMINUM LOUVERS WITH HIGH (P/N t25139). ,�, IMPACT STYRENE FRAME MAY BE =- LOCATED IN THE END PANELS OF THE BOTTOM SECTION, 7, LOCK OR OPERATOR IS • REQUIRED. i 5/1.6xI —5/8" 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH JB—US 1 ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR ST'J C;TtjPE AND .054" VERT TRACK—, IN ACCORDANCE.;iWITHitY�l� f�RENT BUILDING CODES-'FcOADS 0 O LISTED ON :TH1'S_DP'�'AWI�lr1r.•;��%' 1/4-20x9/16" TRACK BOLT do 1/4-20 HE Approved: ;_' NUT AT EACH JB—US BRACKET ' 'WS Wilsvn. �.� ' JMU A06S6N OR;}PENSACptJ� FL ,52514 ti FIORIDA'P TIFl61NINO; 004Q489 GEORGO� F,ERT)FICA ON NO., 0 ej 19 NORTFL.GROIJ1`0 P.TIFlCAIIO ' N0. 3.936 .. Date: OP T10N CODE.- a7 08 REV.' P _ _ WY 9 ' x 14 ' MAX 4 4 PSF 1 OF 4 TRACk; END H/NGE, TOP BRACKET REOUIREMENTS 1/4-20x9/16" TRACK ° \ BOLT & 1/4-20 HE NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA NOE BODY HINGE 8° i (4) 1/4-2Ox5/8" SELF —THREADING SCREWS (P/N 100320) 1/4-2Ox5/8" SCREWS END HINGES L 0. 20 GA op. -BAR WIDE BODY HINGE (P/N SEE BILL • .,'°" r OF MAT'L) r. 1 H Nfl HI GCE RH END HINGE M ,' r• ' i' NYLO-'I�OLLER (PIN s 70791) ® \ BOT� BRACKET \ f� (P/ H-270y� 54 & LH-203`55) .-4EK CREWS 4(p,/N 100507 c Approved: , • W.S. Wla°n, P.E 3395 ADOISON OR., MSACOLk FL 32514 �.• FLORIOA CUMITICAnON NO. 0048489 GEORC 4 CERVICAnON No. 018519 1 /2" NORTH caRouNA cERnMAnoN No. 02383e .(20 GA CENTER Date: __ o 16 GA END STILES STILES) 2 OF 4 oP r/o/v CODE: 0108 REV.-_ P WM 9' x 14' MAX 44 PSF U-BAR LOCATIONS NOTE: C' MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN I. 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE 00 Approved: Wil»ni�E�GotlnZ!'1rL:___,= Fl.ORIOA :CERTIFICATION NO. 0048481 (;OiaL1 CEFMMTIQN 1i074t851A rORTH':t,AROUNA CERTIFICATION HO ; OZ3✓i�5. `.. ' e Date: - '-k_ OOTION co REV. P WM 9' x 14' MA 44 3 OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specificatiTs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 1 t%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRIPTION: 1, Waynelvlark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and A " rvers;';GAIS(Q127). APPROVED. dPTn6R•L S p�>>�.:'.Y Based on ofhe&stS'bti: i N N :.I_e$}t ':Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: W.S :uliison,t-' '7'- C ( `a 3395.Ad`diso6.Dr.;PA*.Coka F> Florida Ccr't No..OA�1�48�:. - Georgia Cert`Nb,�pt85•I Q)`` North Caroling CyrC Nd. O$6�� .,r :• 01"A�'GE f'ii •-L' e.J 1 e: K COUNTY WING DIVISION IL (71i . ca rl rn CV z Wayn� ' aeon MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIRCA 170N 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 16'-0 RAISED PANEL " MAX WIDTH x 14'-0" MAX HEIGHT POS, 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF , NOTES• 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR'`"THE LOADS LISTED ON 13 GA HORIZ ANGLE f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JB-US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067' VERT TRACK (1) JB-US BRACKET LOCATED 11i AT EACH ROLLER LOCATION Approved: . EXCEPT TOP BRACKET ROLLER jam.; yr.ggor. r .;yY'-•.. .'. (P/N 125139). 3335 'Ab GMRC14 ZtiWCATr0N No. 018519 HaRTF1. ION N0. •0 383 ''" Date: YTtt �. ' " p:rim, 17 _. OP TION Ct�[JUc�`: r�1`,; :REV. PI WM 16 " x 14 ' MAX, f 27 —29 PSFI. 1 OF 4 5 %v TRACK END HINGE TOP SRA CKET RE-OUIREME-N TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) % ,j,,PJt.'lQARROWBODYHINGE ,00wc, —:2Ox5/ (4) 1/44" 8 SELF —THREADING SCREWS TEK SC (2) 1/4--2Ox5/8- REWS ALL END HINGES 2' NYLON ROLLER W1 4 1/2- STEM (P/N) 108135 WIDE BODY ;'7/16" PUSH NUT AT EACH HINGE (P/N SEE t ^OLLER (P/N 243341) BILL OF MAI-L) JV LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 CA T.,OR HINGES U—BAR H ; JN RH END HINGE (3) 1/4"-20x7/8' TEK SCREWS (P/N 100507) r.T Approved: .. 7 /2' 20 CA CENTER W.S. Wtlw, PZ STILES 3395 ADDISON OR.. PeiSAODLA, FL 32514 FLORIDA CERTIFICADONNO. 0048Q9 - GEORGIA CERTIFICATION No. 018519 BOTTOM BRACKET 16 CA END STILES NORTH CAROLINA CMFICATION NO. 0=6 (P/N RH-270354 Date: & LH-270355) OPTION COOE.- 0110 REV- P I Wlvf 76 x 14' MAX +27 -29 PSF 1 2 OF 4 U-BAR L OCA TIONS N giL. MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 F 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/B TEK SCREWS ATTACH AT EACH STILE Approved:,.. .w.� wad � ,;,� rt � . � �., ..,.• ,, 3393„i�DDISON DR"PE}LC�{D1p8Ff.`�2Stir'.. c % aRIQA;C-,r- ' ' ORCih+ N�Of Ti5 - ., e— + + {: NtNt1H�0�R U^i7, (E1CA0F 123tt<i6 Date:'"*.--J-.2��©( A o �4i�'•c.o o o o � 0� k ,qP a. S �Tt'(ge t � qcq A '.�q OPTION Cbb- ti'F;' �?�� ,;; .• t `'`REV P1 WM 16' x 14' MAX, 1 � i. l +27 --29 PSF 3 OF 4 CENTER STILE & INTERUMATE'HINGE LOCATONS IN 16, 15' 14' 12 10, Approved: ORANGE COUNTY BUILDip DIV. W-1 V6150n, P.F 3395 ADDISON OR., PO4SAMLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORGA CM)CATION NO. 018519 NORTH CAMUM CERTIFICATION NO. 023836 Date: OPTION CODE 0110 1 REV PI I WIV 16'x 14'MAX, +27 -29 PSFI 4 OF 4 L. Wind Load Test Report Report # 0110P 1 TEST REQLWMENT: February 22, 2001 The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacolaw�. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER' 0110 P TEST DATE: February 22, 2001. Temp .71° F. PRODUCT DESCRIPTI N- 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with.4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAMARJTY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have ,less loading at equivalent pressures due to the decrease in area. Doors heights are appr4yed io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiotr�ad, An�veis�,�GAlB(Q127). APPROVEl?�PTIQCS.i F, So"'!�'�.' Based on o er tes b ui'Gi I' .''Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ?Name: � ,. t��j ��?"Fr ��7 7"► �� :��t�Gr'Frrvaa W.S. Wilson, -� - 3395 � `- Addison.f3r,�en�a00a.-I�I4215i4 %� r"•,;� Florida Cert N&�,gts�i a., 3 8 � � �� ' t �.�-� s,:l6 U_ C & Georeia Cart" o, oYBj,� , *_ C.d 4.j t ' d �:3 • ILO C'4 to rrT rn CV z °d a VA :d wa��,,��n�. ton MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA 17ON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX 'MOTH x 14'-0" MAX HEIGHT RAISED PANEL SCC # OZ-b0[o MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF NOTES; 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). MASTER PLAN! 13 GA HORIZ ANGLE •I 0 I .054" HORIZ TRACK °' 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. I (2) 1 /4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) T20 HEX NU (NAILED ON 6" CENTERS) MUST 1/4-I OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. I 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 0-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB-US BRACKET ATTACHMENT 7. OPTIONAL - .080" (MIN) ALUMINUM (1) JIB -US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN ' THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE .BOTTOM SECTION, (P/N 125139)• S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 51� �, 5� W.S. Wilson, P.E. 3395 AOOISON OR,, PENSACMA, FL 32514. FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICAnON NO, 01019 NORM CAROU14A CERTIFICAnoN No. 023e3e Oate: Y--Z R .oI OP 9'lON COOE.• 0108 1 REV. P 1 5/16x1-5/8" LAG SCREW AT EACH JB-US BRACKET 054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET WY 9 ' x 14 ' MAX 44 PSF I 1 OF 4 FRACK END HINGE, TOP BRACKET REOUIREMENTS, 1/4-20x9/16" TRACK BOLT do 1./4-20 HEX`�f' NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"— TEK SCREWS (P/N 141668) r1 • MA AT'i a�. 14 CA :. 11 • ,HINGE 1.SCREWS (P/N •' ��' I 100320) (2) 1/4—•204/8" q17leTEK SCREWS ALL END HINGES t(P/N 3" 20 CAU--BAR WIDE BODY HINGE SEE BILL OF MAT•L) NYLON ROLLER / 0 (P/N 270791) -\. BOTTOM BRACKET—� (P/N RH-270354 �' — & LH-270355) �. TEK SCREWS (P/N 100507 ' 2Approved: W.S. uson, P.E, 3395 ADDISON DP- PENSACOLA. FL 32514 FLOFMA CERVQ11ON NO. 004840 GEOVA CERi1F1CAT10N N0, 016519 NORTH CAIMMA C&TnI CATION N0. 0=6 Date: 4 --28 —ol 11,11m y \ 16 GA END STILES WEI (20 GA CENTER STILES) OPTION CODE.' 0108 1 REV.' P 1 I WY 9' x 14' MAX 44 PSF 1 2 OF 4 U-BAR L OCA TIONS 11 NOTE: MAXIMUM SEC110N WIDTH IS 21" 12'-6' THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN S' p1-M44 "19-IRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 1. (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. WRaon, P.E 3395 ADDISON WL. PENSACOLA, FL =4 FLORA CUMnCA110N NO. 0048489 GEORM CEA11F1C MN NO, 018519 NORTH CAROUNA CEInnCAnCN NO. OZ3838 Date: 4- z 8 - 0i OPRON CODE. 0708 1 REV P1 I WM 9' x 14' MAX 44 PSF I 3 OF 4 Wind Load Test Report Report # 0108P 1 February 1, 2001 AkTEST REUI FMED4 to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE, Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or I I %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER,• 0108 P .TEST DATE: January 25, 2001. Temp 64° F. ( DUCT DES RIPT ON• SSG - 1. WayneMark Model 8000, 9x7, 4 section. 2, Exterior skin iras minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNF F5 Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GAIB(Q127). APPROVED OPTIONS Based on other tests a uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Ame: W.S. Wilson, P.E. 17-28-o/ 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 • FF to rn CV a z d Way�ne paiton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPSCIFICA TION 0110 WAYNEMARK 8000 RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 0-40 5_ TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r Approved: G..—.� W.S. Ng7aon, P.E 3395 ADDISON DR., PENSACOLA, Ft 32514 FLORIDA CERTIFlCATION 140. 004844E CEORCU CERTIFlCATION NO. 018519 NORTH CAROUNA CERTIflGflON NO. 023838 Date: `-28-01 & 8100 APPROVED SIZES: 16'-0" MAX WDTH x 14'-0' MAX HEIGHT SCC # 01- 006 MAXIMUM SECTION WIDTH 21" 1 J 4AP$; U 067" HORIZ 1 (2) 1/4"-20x9 TRACK BOLT 8 1 /4"-20 HEX 5/16"x1-5/8" L SCREW AT EA JB-US BRAC14 DRILL .281 OR 9/3: HOLE IN TRACK F JB-US BRACK A TTACH ME 1 /4"-20x9/16" TRACK BOLT k 1 /4"- 20 HEX NUT AT EACH J8-US BRACKET (1) J8-US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECIIOI 067" VERT TRA, (1) JIB -US BRACKET LOCATE AT EACH ROLLER LOCATK EXCEPT TOP BRACKET ROLLS (P/N 125135 OP 77ON CODE 0110 1 RE-V. P 1 I WM 16 ' x -1-4' MAX +27 -29 PSF I 1 OF 4 TRACK, END HINGE TOP BRACKET REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4"-20xcz / TEK SCREWS (P/N 141668) SCC # •. 0 2 -o& MASTER PLAN NARROW BODY HINGE 3 7V r� • i ® i :r (4) 1/4"-2Ox5/8" SELF —THREADING SCREWS 2" NYLON ROLLER (2) 1/4"-2ox5/8" . w/ 4 1/2" STEM TEK SCREWS ALL / (P/N) 108135 I ... Q END HINGESlip ® Q 1 ik WIDE 7/16" PUSH NUT AT EACH HINGEB(P/N SEEROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN I PUSHNUTS AND BRACKETS 3" 20 GA i I .(D- OR HINGES U—BAR ( l I> LH END HINGE RH END HINGE > > •m :e• (3) 1/4"— 20x7/8" 1 m 20 GA CENTER TEK SCREWS t (P/N 100507) ' r � " Approved: s. wwlaon, P.E �"' STILES 3US ADDISON OR.. PENSACOLA, FL =114 FLORIDA CERTIFICATION N0, 0048489 GEORGIA CERT1F011ON NO. 018519 \ BOTTOM BRACKET 15 GA END STILES NORTH CAMUM CERnF1Gn0N NO. 023838 . / (P/N RH-270354 Date: & LH-270355) OPTION CODE- 0110 REV. P1 WM 16' x 14' MAX, f27 -29 PSF 1 2 OF 4 • a U-SAR � OCA r�OrNS 12'-6" THRU 14' HIGH DOORS N—� W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SCr # `1;7*~-6 2-do G MASTER PLAN V-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSi U—BARS LOCATED AS SHOWN I � (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. W9> m P.E. 3395 ADDISON OR., PEN=LA. FL 32514 FLORIDA CER'i MA110N. No. Down GEORGU CERi1FICAMN NO. 016519 NOM UMUNA CEF'TIFICAMON ND. 023836 Date: OP 17ON CODE." 0110 1 REV- P1 I WM 16' x 14' MAX, +27 -29 PSF 13 OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS Oi ASTER PLAN 12' 10' Approved: W.& wn=, PE M95 AOOISON OR., Pe4WOLA. FL 32514 FLORMA CERTImnCN NO. 0048489 MORM CERIIFICA110N NO. 018519 NORTH CAROUNA CERIIFI moN N0. o=6 Date: ?-.z B -o ( OPTION CODE,- 0110 1 REV P1 I WY 16" x 14' MAX, f27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 ®TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. ' ;SCC # ©2- 'RODUCT DESCRIPTION: 6 1. WayneMark Model 8000, 16x7, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. �./-1t V 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA13(Q127). APPROVED OPTIONS Based ono er tes b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ilame: . W.S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georgia Cert No. 018519 Mistor File ,# 7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained In your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. IL Governmental Product Approval: Avency Initials/Date 6gengy Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACh 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 cr Created on 02/04/02 Pape 1 of 2 NORANDEK PAGE 29 I. CAULK TOP' OF MULL. #10 X 3/4" TEK SCREW WINDOW JAM 5/8t . - 1X3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA-39) WINDOW 5/8" JAMB #10 x 3/4" TEX SCREW -. CAULK BOTPC OF MULL PRECASTED, SILL -SEE CHART FOR FASTENERS MULLION ANCHOR CLIP 10 GA. GAM SHEET METAL 800 LB. MAX CAPACITY 1X3 MULLION (XFLA-26-1) lx4 MULLION XFLA-39) WINDOW SILL, SILL 3/4-MAX -SEE CHART FOR FASTENERS ACTUBM NAME. � Al MASTER FIIz # NOTES: 1) ALL OR ALU3MIMM EXTRUSIONSARE ALLAY 6083 T6. 2) WHEN THERE IS ONE TAPCON {{1�40' X 1-1 2') CHARLES A 'P X ON EACH ANGLE LEG. THE TAPCON SHAIL �E -REG. P C&WrMtUM& �2 �e121 3) axc g cORMULUeisTR1:N .000 PSI AT 28 DAYS. f NORANDEX .PAGE 30 1) ALL AL OR We 2) ►4�ti11 ON EAc 9) CEC CONCM IT28, DW Sul SH HEAD DW SILL IH NORANDEX PAGE 24 4 d a� e - TYP. 1 N ACTURER . NAW,; .r� (2) 110 x 1-3/4' 9 PH SUS IN 2 3/16"0 x 2-3/4' TAPCON THRU I BY BUCK. (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' Ffi-SUS INTO .2 x BUCK '- SEE EMATION FOR ANCHOR SPACING OR (2) #10 x 1 3/4' PH-SMB DM 2 HY BUCK WTTH 1-1/2- MIN. EMBEOMENI SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK i - r f-- REW.s do 80.0 D.P.. 1b. or I ft or - m e 147,3T8` B �4) 48 48 24 e . YC.6' 46 46 }p 6 262750` 57.6 57.e 24 8 llLaTS' ar ($) 64.5 67.6 ib 6 75.5' 67.5 . 67.6 e 1AA" 80 647 56.7 2g 9 eS6ffi (2.5) eRp e6.6 }0 e u 45 so N.6• (Q 46 46 16 6 10 152.469` 446 4ae 2t 1D o OPTIONAL 111�76' or 61e 6S5 10 2 BY 4Se' ia) M4 .4.4 to 10 10 WOOD BUCK 12e- �. 6" b4.5 20 e�.e26 (i6) 4 64.6 64.5 10 }p 10 Hn/ 01 DID1ClTC8 p CALL SIZE WIDTH ul rm. —17� (c.s.x) a.noe. .. a...... rMACK AS REQUIRED 1 BY 2 BY (2) 3/16'e x 2-1/4` TAPCON OR MIAMI DADE APPROVED CONC. FASTMM SEE ELEVATION FOR ANCHOR SPACING. NOTES: ASHM AS REQUIRED- MAX SHIM STACK 1/4'. ALL ALUILDNUM E7TT[NUSIONS ARE ALLOY 8063-15. OR TO WITH 'TYPICAL WAIL THICKNM OF • 0.LA62' . S) WE HIGH QUALM -CAUL$ HEHIIND WINDOW FNGI4 4) GLASS THICKNESS BASED ON TABLE E1SOO GLASS CHARTS. AND MAY VARY DEPENDING ON 3TLB, 5) THE RESPOHSI9L M FOR S'E[Y.CTION OF NORANDEX PRODUCTS TO ME 7 ANY APPI.ACABLC LOCAL LAWS, BUIDING CODES, NANM OR OTHER SORDiAFRTY MUMMEME M REST SOLELY WITH THE ARCHITECT B LNG OWNER OR CONTRACTOR. 7) CONCRETE COMPRESSIVE STRMOM - 3.000 PSI AT 28 DAYS. 1/4' SHIM -� MAX w a0' (s) Me) 9e` (4) Ye' (3) 6b' (Z5) Mk or �1+t►-: 114 or q q N tit: jz � w 24 e 6 Ng 18 to e e tiff< 10 a NoW ao is 10 �,ld Uj d ,, " 24 16 is 1 10 10 20 t0 10 to O Q y .y le-) 4/10 0 x 2-3/4` TAPCON OR MIAML y ! e DADPPROVED CONC. FASTENERS. e A a A SEE ELEVATION FOR ANCHOR SPACING. *1 f p ba t • 3 N % X X X X X PANIC, PANEL �y�. PANEL p PANEL PANEL PANEL I--1& -) I r,.�7� �_-q (2BYZ) (4BY2)eu� eve P4 4 �A 6 } NORANDEX PAGE 23 A (2) ,f]0 x 1-3/4' PH-SMS INTO 2 BY BUCK OR 9WITH A 1 1/4; 'MIN.. EMBEDMENT UNTO MABy SONY. (SHOW SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1--3/e FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. --_-L T lL OPTIONAL 2 BY WOOD BUCK (2) 110 x 1 8/4' PH -ENS INTO 2 By BUCK WM 1-1/2' MIN. SMBSDMW. SEE ELEVATKIN FOR ANCHOR SPACING. 11-2 x 1001) BUCK 11 I OR 0 0' a HEADER AND' SILL, SECTION TYP. I BY BUCK 3/16" TEMPERED GLASS PANEL .SIZE DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME INCHES CAPACITY-PSF HEAD AND SiLL JAMB WIDTH/HEIGHT E)L71 MAL INTERNAL 3M xxx xm ALL 30%' x 56%" 53.3 55.8 10 16 18 8 36 3i6• x 49.8 49.8 12 18 22 s 30e x 791/2 " 49.7 49.7 10 16 20 36 4s" x 791/2 " 45 8 45 12: 18 22 8 SERIFS Li00 &fTnmnnr gLIDING GLASS DOOR. r r Of! ERABr E PANELS �pr�EN�SR�Cr� FUMMA B.0-A.F. TA ON f1 : 2- I TA -- OR MlAlti MA MAcrum N 1 x WOOD B DA FEES ENS CONC. B 1r1DPR= SEE ELEVATION FOR ANCHOR SPACING. D:• 3/18'4 x 2-1/4' TAPCON OR 6 DADE APPROVED CONC. FASTENER ELEVATION FOR ANCHOR SPACING. ' 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUS3DNS ARE ALLOY 8OeS-T5 OR T8 8) USE HIGH .gUALSTY CAULK BEHIND WINDTYPICAL WALL THICKNESS OW FLANGE. 4) GLASS THICKNESS BASED ON TABLE EVWO GLASS 6) �PONSIBILITY FORMAY VARY DEPENDING ON SIZE PRODUCT$ TO :MEET ANY � oN.O+� BUILDING CODES, ORDINANCES OR � ..' sA-LA B�UIRS1�il"%S REST :SOLELY WITH THE -ARCHITECT BUILDING ON REST "OR CONTRACT6K 8) CONCRB3E COMPRESSIVE STRENGTH - 5;000 Psi AT 28 DAYS. a.s a et x X PA PANEL •�l�-yam ... �-� 1/4' SIBk MAX % X PANEL PANEL PANEL PANEL /00 m - (4BY2) jMX rjVM � A]OR.ANDEX PAGE 22 i !0 X 1-3/4' P.H. S.M.S j 10 X 1-3/4` P.H. SiM.S. /1-1/2' MIN. EMBEDMENT W/1-1/2' MIN. EMBEDMENT NOTES: SEC ELEg AATI R SEE ELEVATION FOR 2) -SM AS ALL ALAI .ANCHOR SPACING. OR: T8: 9 3) USE .= NIZj.4 GI�S:4 A 5� , • Z WILBUR BuffmR�UBDI 8) NOTE 1 HEAD AI MAX SHIM STACK 1/4-. USIONS ARE ALLOY 6063-T5 'N� B WINW-W FLANGE. ASED ON TABLE E1300 GLASS ARY DFPENDING ON SIZE. 1YOR SELICTION OF NORANDEX ANY-APPIJCABLE LOCAL LAWSbINAWESOR OTHER , SOLELY WITH THE ARCHIYIX'1. '=)r�rR,AOR. TO HAFT �:X,U�' FASTENERS AT ALT. FIN ATTACHMENT UNDER SHEATHING 1 10 X 1-3/4" P.H. S.M.S. CWMAL FLORIDA B.O.kV. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR MMAIVANCHOR SPACING. A�'iORER NAMBa • MASMMX#3 HEADER AND SILL S -WOOD FRAME # 10 X 1-3/4' P.H. S.M.S. x/1-1/2' MIN. EMBEDMENT SM-ELEVATION FOR ANCHOR SPACING. s&4: '. (TOP AND BOTTOM) CHARIXI* A: S? E FL REG: E . i 49121 DATE:, 3/Q7/Qit' S ONS WINDOW FASTENER -SCHEDULE __W0- EIGHT ANCHORS g N0 ANC ICHES SEE 45 SO N o) q P5 PS PS 2 2 2• 2 2 2 25' 2. -s 3 —s 3• 'L- 2 z 2 2 q V 2 2 4� 2. 2 3 q Qq� ti`4rq 2.-2-� 3 3 3 rZ � 3 S 3 4• 3 3 3 3 co w -6/8 2 � 2 3 2-3 9 3 !F G3 ti Gl 3 3 s s 82- F 2 2• f_� I a l a _3 3• 3 4 4 3 4• � 4 `o L y ��od 2 3 20 9 4 5 R k 4 'ti 3 4• '�- 4 5 4 5 y4 k.r fq 0 NORANDEX PAGE 10 / 10 X 1-3/4' P.H. S.M S. 2" MIX EMBEDMENT S/EE ELEVATION FOR ANCHOR SPACING. 0 O . WUUD .FRAME T # 10 X 1-3/4' P.H. S.M.S. W/1-1/2' )41N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI ACTUM NAM: TIP. ''E ALT. FIN ATTACHMENT 10X-.j1 13/� ,�. UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING.,_ 1/4' MAX - SHIM (BOTH TYP. JAMB SECTION n WOOD FRAME wIN1K7W DIMENSIONS FASTENER SCHEDULE DTHHIM O. NIGHT ' S SILL NO. JAMB cb W :Ii13.S R�Jcm RE NO 6 ti B• 2 45 OD P3F Ps b" 64 1 2 2 2* 2 'F - 2 2 yWy,,,, t7 25' y 2 2 _ 18 9 •- 3. 3• 'Z- 2 2 2 2 �i FDA G! 8. 2 3 3 �� 2. 37-1/4 g 3, 3 9• � '2- 3 3 3 3 COS y 'aC t~Ell �, L8� 12 48-5/B' 2 2 2 . 3 3 3 ti . 3. 9� 3' 3 9 !1• 2 NOTES: 1) SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 8063-75 10 X 1-3/4" P.H_ S.M.S.1. OR TYPICALffii►INDUF 0.62 9 USE HIGH QUALITY-CC taiLK N/1-1/2' 3M KWEDMENT SEE. ELEVATION FOR . GE 4 GLASS TAB".BASED ON 1"ABLE Ei3Oo GLASS CHAR". AND -MAX VARY DEPENDING ON SIZE. ANCHOR SPACING. 5) THS RL:4PONSIBIFM FOR: SELECTION OF. NORAHDRJC PRODUCTS TO MEET ANY APPLICABLE IOCAL LAWS. BUILDING CODES; "ORDINANCES OR OTHER SAFETY RRUIREMENM REST SOLELY WITH THE ARCHITECT. )N = CHARLES A. P 1P.E.- REG. ING. L �49121: BULLZMG 'OW tER- dR CONTRACTOR. •6) NOTE . INDICAIM"THAT 'EQUAL FASTENERS ATFL HEAD AND SILL ARE REQUIIRREEDD DATE; 3/27/n2 82• A "v 4 2 4 4 v y y 'Roy h 2 4 5 ti q 4ik 4 5?g�_QQt VAX UM . M TYP. T 64 1y; oil { u 4 V . t4' p,q LPTAIL-A D��ETAUrC SASH PF DETAILrB . NORANDEX PAGE 21 3 18" TAPCON WITH A 1-1/4" MIN, EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. —7 4. 10 F.H. S.M S. W/1-1/2" MIN. EMBEDMENT NOTES. SEE ELEVATION FOR ANCHOR SPACING. 1 SHIM AS REQUIRED. MAX. SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 8083-7S G 3) OR T8 WITH TYPICAL WALL THICKNESS OF 0.82" . USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. y a ' e .. a GLASS THICKNIM BASED ON TABLE E1300 GLASS CHARTS,_ AND NAY VARY DEPENDING ON SPLF 5) THS� =PON;iMRM FOR SELECTION 'OF NORANDE% PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS BUILDING COM ORDINAM E3 OR OTHER SAFETY REQ11HiEME m. REST SOLELY WITH THE ARCHITECT, BUILDING 011NER OR CONPRAftox 8) A PRESSURE TREATED:WOODEN'BUCK -OR MARBLE SU.L SHALL BE ADDED "UNDER THE PRODUCT TO • pl FULLY SUPPORT UNIT.. �P= SUPPORT SHALL BE\" FIRMLYMWNARY AND SUPPORT Pli(1DUCT °9 O�mppS LENGTH (SUPPLIED BY OTHERS).;' 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE * INDICATES THAT� UAL FASTENERS AT TY1'. 2 BY BUCK O.A B.O.A.F.- 3/16" TAPCON `' MANUFACTURER MA UFACTUR'� NAM., M/1-1/4- Will. EMBEDMENT - Alo.94.✓.iir X (SEE ELEVATION FOR ANCHOR SPACING) s 1/4" SHL MAX (BOTH F. "1 DVuA �� fl / 10 rx S.M.S. I> D D W/1-1/2" MIN. EMBEDMENT SEE NOTE 8 SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION 1rItEG. L REa E� .NGP . � ,. p a91Ri TYP. 1 B'Y BUCK DATE: 12AI/01 Ita7[ UIRt tl®I!t -A ///// If/ �f� `DETAIL-C 2r o.¢ �. NDRANDEX PAGE 9 3 16' T 1_. ® ANCHOR A a .750 TYp 10 F.H. S.M.S. WITH A V WITH A . 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR MIX EMBEDMENT FOR ANCHOR SPACINGIN A d v L 940 1. NOTES; 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 2) ALL ALUMINUTYPICM EICrMjONS ARE ALLOY 84". 9} AL WALL USE HIGOR T6 H WITH A� THICKNESS QF 0.82' . 4 GLASS THICKNESS BASED ON TABLE E1CHARM AND MAY VARY DEPENDING ON 000 GAGE. 5) M RESPONSIBRM FOR S&LECYfON OF ORANpEl( PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS. BUILDING CODES, ORDINANCES OR OTHER SAMy REQUIREMENTS REST SOLELY WITH THE ARARCHITECT BUILDING OWNER OR CONTRACTOR. a) A PRESSURE TREATED WOODEN BUCK OR MARBLE L SILSHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNM TIM SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED 7) By OTHERS). CONCRETE COMPRESSIVE S. STRENGTH AT 20 DAYa 3,000 PSI ALT. HEADER SECTION Tn'. 2 BY BUCK UKNTRAL FLpr?rn A B•0.A,.F ANITFA 'ORES NAME., 3/16" TAPCON 3/E ELE4v� EMBEDMENT {FILE # N FOR FOR ANCHOR SPAmwa 1/4' SHIM - MAX (BOTH D p 3 p p D p p D SEE NOTE a HEADER AND SILI, SECTION A�GAG P.E. TYP. 1 BY BUCK DATE" S/21/029121 # 10 IPA S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. SASH' OF A M IA M I-QAD C- MIAMI-DADS COUNTY. FLORIDA METRO -DADS FLAGLER I3UILDI-,NG PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 13UILDING CODE•CONIPLIANCE OFFICE MIi772U-1)AUL I I,ACiLI:R BUILDING 140 WEST F AGLER S'[ I2Itli 1', SU1'I1i 1603 MIAMI, FLORIDA 33130-I563 (303) 373-2901 FAX (305) 375-2%3 Co\-rIUC"I•C)ri t.ICl:\St\C; sl:rrlc)� (303) 375.2527 FAN (3U5) 375.2 t5S cc)�rlL\C:rUlt fi.\F'C)IiC'f:\Il�.�� r Dn•ltilc)� (3US) 375.29GC, t r�\ (305) 375-Z Xg lItUDCC:I' C:C):\"1'I2Ul, l)I1'1ti1C)\ (303) 375.2902 FAX (305) 37_.6339 Your application for Notice of Acceptance (NOA) of Entergy 6-8 S-NV/E IrlsN�•ing 01),Iq' ue Double w/sidelites Residellti.11 11IS1113ted Stccl Door under Chapter S of the Code of Minmi-Dade County governing the use or Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fai.Is to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. I3CCO reserves the right to revoke this approval' if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 • haul KOdrlguCZ Chief Product Control Division THIS IS TIIE COVERSHEET SEE ADDITIONAL PACES FOR SPECIFIC AND CE\ ERAI., 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. All I'll OVED; 06/05/2001 Francisco J. Quintana. R.A. Director Miami-Dnde County Building Cods: Compliance Ofticu A104S0001\pc2000\\templates\notrce acceptance cover page.dot Internet mail address: postmastct"u buildinhcaQcanlinc.com Ilontcpa;tc: lit tp:/hmt•tir•.buildirr;codeunliric.Cum Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0 5 2001 EXPIRES :�nri! 07, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. 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 where the pressure requirements, as determined by SFBC Charter 33. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors witli Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENNI-1, Sheets 1 through 6 of 6, titled "Pi'cmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,'dated 7/29/97 with revision C datcd 01/11 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of Acceptance: number* and -approval date by the Miami-Dadc County Product Control Division., These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applicatiogs ofpair of doors and•single door only, as shown in approved drawings. Single door units shall.inelude all components described in the: active icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or ovcrhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installcd in non-liabitabie areas where the unit and the area arc designed to accept Nvatcr infiltration. 4. INSTALLATION 4.1 The residential insulated siccl door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systeni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systcni. 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 PERi1-lIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1 2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation_ 6.1.3 Any other documents required by the Building O icial or the South Florid:uilding Codc (SFBC) in order to properly, evaluate the installation Vii s stem. Manucl crcz, P.E. Product Con xaniincr Product ntroI Division • 2 Premdor Entry Lstems ACCEPTANCE NO.: 01-0314.24 APPROVED JUN 0 2001 EXPIRES Anrii 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1, Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 3. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance, 3. Renewals of Acceptance will not be considered if a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with 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 documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tiic materials, use, a d/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revisi office. on application with appropriate fee) and granted by this S. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and ,followed by the expiration date may be displayed in advertising literature. I f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and small be available 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 cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, Z and this last page 3. END OF TIIIS ACCEPT NCE Manuel 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) 18.141�"l.`c VS• r w T. oft 3 ATTACH ASTRAGAL THR12V BEAT 19 x I' LOMG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x l 3/4, HOLES FLATHEAD SCREWS ` NOTES I.)WOOD BUCKS 8Y OTHERS FTiIST BE ANCHORED 18 x 1 3✓4" LONG PROPERLY,.TO'.TRANSFER.LDADS TO THE STRUCTURE. FLATHEAD SCREWS 2i THE PRECEDING DRAWINGS ARE INTENDED TO L.H. INSWING QUALIFY THE FOLLOWING INSTALLATIONS Rx INSviNG A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY 0R CONCRETE CONSTRUCTION WHERE wr DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY xv+htt+veDaSCCw:rnaD.aii, rna STRUCTURAL WOOD BUCK MASONRY OR CONCRETE CONSTRUCTION WHERE HccoC. 'nl(1pD�OORASOf Tj TO CONCRETE ryry, IS ANCHORED WtT OR VAT FII.IRAI N8-_!ONE kw. YM W HOUTEATLY NON-STRLN:TURAL 1VEAN�lRI NEEOE�DTIOIt BY WOOD BUCK L uE LtSrnsipHON3. * ALL ANCHORING SCREWS TO BE 110 WITH NI + CQAtPUAtiCET�r c -_ MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPtANCEHO9I.0311-(. cv OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT x UNITS SHAH BE INSTALLED ONLY AT IOCATfpi; PROtEGTEB BY A CANOPY OR INTO MASONRY, OVERHANG SUCH THAT THE ANGLE BETWEEN THE EDGE OF CANDPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VNERE THE CHIT AND THE AREA ARE DESIGNED iO 9. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD -OR SIDELITES AND DOOR c imm tow IT XDWICArMU nlrw 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDEA. JAMBS AND SIDELITES I StILon iLeo' HCA Ipd wwT� 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDEUTE BASE146r, CORNERS ARE COPED AND BUTT JOINED. - ' B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 0.9 TO L2 MIL I' IO29 YEW— i 9, FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/L SHEET 1 OF S VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF U TO 1.2 MIL. RTV0:11 IsIG r Pil ILIMMM 1/ 2' GLASS BITE INTERIOR wi -9) 33 3/4' 35 lev PAX 25 air mx 4 EXTERIOR SCE GLAZM Kt\4jL SECTION A -A 4 I.NSWIN6 OTHER CONFIGURATIONS :17 mx . ................ .. . ................ j GLAZING DETAIL L 1/4' SHIM MAX r- 3/4' _ v 80 11/16' MAX INTERIOR 79 5/16' MAX n SFCTIDN B-B 2 BY WOOD BUCK B EXTERIOR t MA I EKIAI LIST 11EH NIL DESCRIPTION PART NUMBER COMMENTS I VOOD HEAD JAHB 1V-14 1 1/4' X 4 9/16' HTL. TO BE PINE OR EOU►VALENi COMPRESSION WATHERSTRiP _ 4TEV2O ALIBTlNUN ASTRAGAL V- N BRAND LUXSEAt ( PREHBOR BRAND OR EOUiVALENT- 5/8',ALUH[NLBI ASiRAG AIl6(INUH-Bl64PCR TIBtESfgD -15 PRENDOR iMP OR EQUIVALENT - 11/4' x 4 9/16' 6y— TOP CWJKL EV-08 PREXDOR BRAND - 1 11/16' - 20 GA STEEL 1 STEEL X X ,(Bli MIDI BBDm MIS N EX5 10 jr [fl1BJB T BASF - NSITY 2.0 TO 2.5 IbSJFt' 9]I= BOTTDK E B4EL EV-fl7 PRE140M BRAND - 1 11/16' - 20 GA STEEL 10 L STRIKE STILE EV-09 4• X 9 I/2' MIL. TO BE PDIE OR EOUIVALCNI —� it EV-D6 15/16' X 1 11/16' NIL. TO BE PiNE OR E01pVALCNT HINGE STIL PREP FILLER PLATE V-05 15/16' X 1 i1/16' NTL TO BE PINE OR EQUIVALENT HINGE lit10 PREHDOR BRAND - .658' THICK- NIL TD BE PEILYEIHYLE fLOCK OOD HINGE JAMB V- 6 BRAND HINGE O1 EOUiVAI Fur - 097 THICK (STCI 10 x 110 x 3/4' fN:V.S - 1 i/4' X 4 9/16' NTL TO BE PiNE OR EOUiVALENT IiD X 2' FHVS t4) SCREVS PER HIMT INTO DOUR }TER IB' L il[gT sEaEvs TNiOtiil siRSCE .WF� 01 9 SI[LIIE jLq• .- WA rra 1C. i• 1THEREAFTER SCIFvS THRM EADI StTEUTE .Yml Vigo SIBNIL r Wo real !p. MAX 6• UL IHEREA"Ce . ' v 1► REFER TO ELEVATBM VD:v tOR 110 X 3/4' FJLV.$ Qr S[REVS iACB ANB LaATB1N5 9 18 x 2' FHVS. (� SCREVS PER HINGE INTO JANB LOC7CSET (21 SCREVS AT EACH SIRIKE PLATE 110 X 1 3/4' F.HV& VOOD SIDELITE JAMB 22' X b4' SINGLE PALL GI SIDELITE TRIM (VD[ID) 1 1 / 4' VODD CASING - VOOD SiDELiTE HEAD JAMB VmD SIDELiTE BASE 1%YPROPiL4 LiTE FRAME - i6 X 1 1/2"PAN MEAD SORE IISIDELITE STILES Pin NAIL DOW SILICONE #995 Im IitESi imm me 1 mum Km wift SIL an APPROVED A3C0MftY=rM THE BY TPENOR ENTRY q !B L ifff Q1 �IBnwscaoEcasPtyvsc> ACCBUHM W. Q 1-011 Y. Zy mllsw LS 97e 1/B' 1�-CAR irMPFRFg OAcc .` r.- m-w1i - WDL 5/16 x 1/2)4TL. TO BE PiNE CIR EQUIVALEN CDR K10E AY S1GC .Wf� � raa.H.gK - T U 1 1/4' X 4 9/16' NIL TO BE PI (At EQUIVALENT 11/4' X 4 9/16- HTL TO BE PiNE OR EQUIVALCNT HP PDlypropytene by ODL 8 PER FRAME T 4• H uR 5/16' X 1 11/16' NIL TO BE PINE OR E=vALENT /P LD% NAJ, 41 ■ r= GU. M4T E BE IIERAFIER, 1SE1 BB > tUDIS AN 1 31-1029-EW-I SHEET 3 OF 6' BLVm lflt{1 B 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' n 1 J INTERIOR 79 3/16' MAX 80 11/16' I MAX ? DV t innn nr'...,. EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING ;#.31-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 1-1029-EW-1 SHEETA OF 6 Irmo HIM 6 » . OTHER DOOR COW16URWIONS ur rW .I. W .a ■ �y T W W! W W ! W ro f and T V �rl� W w qro q� W _x I M � q� K I r uK.0 R VK}C 1) Mt r { r r Ilro �. � o w VI• ro + r W r a• ■ ie ..o. a Ir W ' �y 'y b• � y � q �, 1' ■, W .,. I W-�� ro T ro W L. ... ... on ' ox rw wl / , 31wT K I�K. • W ■ ■t W , , •K i�wo■ VIM W '� r..b� � r ■.Iv ® ■ ■t v.b.■ PIZ N` i 1 1 1 WG O'�W I � W W �.7 L. r '• "' Le nD LQ9Ti (f1LSS bOt[1, fb1C I[L lYf. APSGOM AS WknyojG VMWM M -- sam+rt�yyxeiAicn�� PP By Qp� P1 Bl0.1G ItCP!M" UWM ACCgFr M 1J[1 01- 02 t v. t y 31-1029-EW-1 SHEET 5 OF 6 F-1 T 1 i r- n T-\ f-, r-1 BUUK FANEL STYLES 36' r—MAX 79 / 16 O n a°o BBD°Oa M A �' U �D Dan DO lul Dun all Dun Eip - Ono 4-P BLANK Y[>P 4-PANEL 6-PANEL 4-PANEL 9-PANEL lO-PANEL [B-PANU • OTHER SIDELITE. STYLES 36" MAX 79`3 . M X • p p J' SL-1D SL-2D SL-m �• SL-60 SL-50 ' SL-501 SL-69A SL-693 I.nnnn na no oa pn nn no P11-1 PD-2 PD-3 PD-4 Ps-5 PD-6 PB-7 PD-B nn PD-!D PD-19 PB-El PD 21 PD-22 PO-23 PD-24 PD-25 CJ� R1313 P11-35 0 eD oD D D�D� PD-39 PD-39 PO-4D PD-41 PD 12 ©f> NI{A� ll 00 00 a dD Q of] 0 0 t]D FLUSH B-PANEL CRMSIi= 12-PANEL 4-PANEL D 5-PANEL 5-PANEL 5-PANEL [YPAWL EBRDV EYERW V/SCROLL EYEWOV v/SCROLL U p SL-69C SL-25 SL-55 SL-360 SL-40 nn Op D0 pp PD-9 PD-10 PD-11 PD-12 SL-9DD PD-14 !11 iii jji'ji'j� lug.,h. i►InIIn II ,11+ s PO-43 PD-43A PD-431 SL-91X SL-309 SL-30C SL-70 SL-99 08 PD-15 PD-16 PD-17 J , i'll 1 v.9 yo to PD-32 PD-33 PD-34 5f- w n d cY s I RU"IUUR L R I K 1 313 1 M %I L .EtT= 31-1029-EW-1 "" tt4s1a SHEET 6 OF 6 aralBlulft�t 4 M I A M 1•DADE PRODUCT CONTROL NOT, Pi-erndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 CD -NIIAINII-DADE COUNTY., FLORIDA tYIETRO-DARE FLAGLER BUILDI\'G BUILDINC CODE CONIPLIANCE OFFICE M1170-DARE FI,A(;LEt I3UII.1)1NG w.o wn's*r m.Acium S'I1uu r, 11Ir1'1: 1 Go., MIAM1, F1.Oltl1)A 331.10-1 Sti., OF ACCEPTANCE • (305).175-2901 FAX (30S) 37;-29()s UU\TICK1'012 LICENSING SE..CTION (aU5)37S•35371'rl.\(�tl5);7S•_<<ti C:O.\-rlW.TUR ESP( tC:1:N11 NT DIVISION (3US)a7S-2'�GG F,L\"(.tUt)a�S•=9Ux PRU1)WI' C:U.\"I.Rol. VIVISION Your application for Notice of Acceptance (NOA) of: (aus)a�s•�ac�a Enter•gy 6-8 S-NV/E Outswing Opaque Single w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated belo%v. BCCO reserves the right io secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCC- nfiay revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this •approval, if it is determined by BCCO that this product or material flails to *meet the requirements of the South Florida Building Code. The expense of such testing, will be incurred by the manufacturer. ACCEPTANCE No.: 01-0314.21 >< EXPIRES: 04/02/2006 Raul Koanpez Chicf Product Control Division T14IS_IS Tl•lE COVERSIIEE;T, SEE DDIT(ONA1 PAC, ES FOR SPE:'CIFICAND GENER 1L CONDITIONS BUILDING CODE &, PRODUCT REVIEWCOmINJITTEE 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: 2§i05/2001 Francisco J. Quintana, R.A. Director Rlianli-Dade County Building Code Compliance Office 11-04So001\pc200o1\templateslnotice acceptance cover pase.dot Irtternot mail addt-uss: 11C1stillL4tc"�1)uildiiltiCudcoillitic.Con1 lion•1C1111o(n alflp://tt'1415'.UUIt(Iill L�CU(IColl till C.CO11t Premdor Entry Systems ACCEPTANCE No.: 01-0314.2l APPROVED JUN 0 5 2vvf EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFI CONDITION'S . 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 Notice of Ac-ccptance, designed to comply with the South Florida Building Code! (SFBC), 1994 Edition for Miami -Dodo County, for the locations where the pressure requirements, as determined by SFBC Chapter 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Singld Residential Insulated Steel Door Nvith 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, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated" 7/29197 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. Thesc documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidelitc: the installation of this unit will rcauire 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 REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as 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 Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con •r �xamincr -Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-03I4.21 JC1 APPROVED N�(';� EXPIRES ADrih 02, �00ti NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this .Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if, a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with *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'complicd 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 [tic materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been a, requested (through the filing of revision application with appropriate fec) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCI Manuel crez, P.E., Product Co tro Examiner Produc 'ntrol Division 3 rKLM1JUK . (LN I LHf_jY BNAND) WUOD EDGE .'SINGLE DOOR WITH- SIDELITES IN WOOD FRAME' WITH BUMPER .THRESHOLD (OUTSWING) oo' Max 4MAX 4' MAX MAX 4' MAX MAX 3' MAX 3' MAX 3' MAX • M MAX tA• 3' MAX .r MAX 4' Mr aI1LNu�t MA 15' MAX l.c• r le NOTE15 LCS f' MAX i 3/I I5' MAX ! TOPOF DOOR, • OF TO L ate•` ICVIK1c1 DEAtlBO.t . NDDtt m11C: OR NAR40C DEAMI HDSCL -tal' 22' x 64' 15' MAX MAX DLO r. 1 A 80 1 /16' MAX KVtKSCI 15' MAX LDCRSCT� \ HoocL eLace scstcs LMSEt MURMKV1001� OI101GCI '�ti' �• 15' MAX tAn>�'•� 6' AX '"L'-FtAx L.._ 13• ►inx ►linx t '! 4' MAXT ]' MAX 3' MAX MAx • MAX NOTES$ 3' MAX 3' MAX J VOOD DUCKS Br OTHE�RpS. MUST BE ANCHORED 4' MAX MAX 4' MAX ' MAX 1�'PRECEDINAV016SARE INTENDBS TV THE ED T B8 x t 3/4' F H W.S VALIFY THE FOLLOVING INVALLATIONS. 3) PER SIDE FROM VOOD FRAME CONSTRUCTION VMERE DOOR .,-' JAMB INTO THRESHOLD YSTCN IS ANCHORED TO A MINIMUM TVO BY VOOD l/ PENING. NATONRY OR CONCRETE CONSTRUCTION WERE RA OUTSVINO LA OUTSVING DOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY 1RUCTURAL WOOD TUCK 14ASMY LV1 CONCRETE CONSTRUCTION WERE )OR SYSTEM IS ANCHWO DIRECTLY TO CONCRCTE R plFp I tIOT wE VA DN p IBA ION �MAINdRY D TH OR WITHOUT A NON-STRUCTURAL O ►[C 1 + RE KN fS N7I N[COCD ALL ANCHORING SCRCVS TO BE 110 VITH HIMUN 1 1/E' EMBEDMENT INTO VOOD SUBSTRATE x ' PFH TAPCDN$'VITH 11/2' MINIMUM EMBEDMENT MA iO MASONRY. j DAMS SNALL X MIALLCI ONLY At LOCATIONS PRO MICR IT A CNVY BITUNIT MIST BE INSTALLED VITH 'MIAM1-OADE COUNTY OVERW.% 20 THAT HE MAE IEIVCEN IE EMU OT• CANOPY OR DVERIHNG PRpy�D' SHUTTERS 10 SILL IS LESS TINN 15 [EMU UNLCSS WIl IS INSTALLED IN TMREC STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NDIN'INH1AIRi AREAS MERE TIE UNIT AND ]HE AREA AR[ DCSIUED TO ' D Om. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACMPT VATER (1SLIVAIIUK LATEX SEALANT TO •BC APPLIED AT SIDE BY SIDE Has AND SIDELIrcL DEIOR/SIDELITE DEADER. DOOR/SIDELITE JAMBS, AND SIOCLIrf BASE TNCRS ARE COPED AND BUTT JOINED. OEURS SHALL IE PRE -PAINTED. VITH A VATCR-BASED EPDXY RUST Ilea PRIMER PAINT VITH A DRY FILH THICKNESS OF o9 to 147 ML FRALS SHALL BE PRE -PAINTED VITH AN ACITLIC LATEX VATER-RASED/ TER -REDUCIBLE MUTE PRIMER VItH A DRY FILM THICKNESS OF 16 TO 12 NIL sdl APPROVED A'J CO.VOLYIN•g "l I h 14 6JUTH 9UAJA110C�u$ PA000 TYiADL CIL9s.7N U BOILOWr COOS WhIPLIA.VCE OFF➢._ A=EPT,VICE N0101- 03 /Y. 21 GLAZING DETAIL Q U T S W I N G OTHER CONFIGURATIONS -------------- SNEIVIN w0.W I� �EI 7i�• E7cT[RNR GNA6C LATEX CAt;JC pqI 6I 3//• xNI ExTCR10T CLASS BITE Waff- �-Z 9 � • t/I' FElPEI�I 67lt55 T 1<aolo�on My fL.NfIBt� • ACCEPE49M UD�0F' 03 14. r 1-1020-EN-U MT. Z or 6 C I EXTERIOR 79 5/16' MAX SECTION DOW SILICONE #995 wAs cxratreo rant tree d01iM al�I[I+41�nPsxroE 1/4' SHIM MAX 3/4' 1 4 n - VTERIOR I 79MAX16' 80 11/16' E MAX { 2 BY WOOD BUCK -� SECTION C-C 1 1/4' -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET 2 ❑F 6 DOW SILICONE 4995 +�r�r;oxasrwc�� r� I ..Uuul\ uUKH ! 1LJL1 3/a' Mi r rAx r wi •, N,i r wi smx wi I • wi l4111N iifft —r ewc JY� MNt• 6r -*c -. Xu wuVMCUQEorx�y� Mn R66$t Mrro or- f 6' 31-1020—EW—p SiiEEi S UF 6 QYB811Ei{{! 4 u l HLK DUUK FANLL STYLES 36' MAX 9 /16' �p 0a Q 00 BOB 101 MAX n°o aoo o© � U000 oo 4Goa CIO Bl SAW 6-PANEL 4-PAWL 9-PAREL !8-PllryE1 le-PAt;L PLUSH 8-PANEL C.RmsswK 12-PANEL 4-PANEL ETHER SIDELITE STYLES `Y`RRO" 30' -I r—MAX 79 /16° �X H a a o a A-lo A-29 A-30 A-60 A-50 A-30/ A-69A A-691 SL-69C A-25 A-35 A•318 A-40 . .. oo PO-{ PB-2 Pp-J PO-, PO-5 PO 6 P9-7 P8-8 PO-9 P8-11 PO-i1 PO-IZ I UEFJ I 9 cm LLEH PO-18 PO-19 Pa- PO-Z1 PO-Z2 PO-Z3 PO-24 PO-25 PB-?6 PO-27 PO-28 PO-29 - foe Qo 00 aaa . ana o �p anti aQ Qa P0-JS P/-36 PO-37 . PO-38 PI-39 PO•,0 PI-41 PO-4Z 911E J PO-,3 PO-43A PD-431 %IFSBI I- oa CI q 5i,Ce0.L PS L 5-PANEL V/ErEBRUv vis[ROLL as �a an as 5-PANEL E;5-PEpMAtEI A-98B f A-9BC SL-30B A-38C A-70 A-00 Qq orr nn P914 PO-15 PIF16 PO-17 lug PO-]1 PO-31 PB-32 't- PB-33 P8-34 after nde ort ,� . 31-LOCO-EY Q SHEET 6 OF 6 • �rlt�►tEt�