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HomeMy WebLinkAbout138 Pinefield Dr 03-2754 SFRt7 t7 13�'P''• PERMIT ADDRESS ��� •� SUBDIVISION rn CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes 1 101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE PERMIT # 40z1 DATE Z PERMIT DESCRIPTION jNJAA.) 5ffk PERMIT VALUATION !17177,52- SQUAREFOOTAGE VOL77 d a c� 0 G) CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 138 PINEFIELD DR for which permit 03-00002754 has heretofore been issued on 9/03/03 has been completed according to plans and specifications filed in the office of -the Buil ' g Offi 'al pri r to the issuance of said building permit, to wit as complies with all the .building, plumbing, ele6Erical, oning an subdivision regulations ordinances of the City of Sanford and with the provisions of these -regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: _ Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water ENGINEERING: Drainage Maintenance WIC. Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE FIRE: Inspected Sewer Lines In Sewer Tap Street Paved Street Lights Driveway FEES PAID DATE APPROVAL DATE AMOUNT 9/03/03 10.00 9/03/03 10.00 9/03/03 10.00 9/03/03 10.00 9/03/03 10.00 9/03/03 59.27 9/03/03 54.'00 9/03/03 279.61 PAGE: 2 CERTIFICATE,OF OCCUPANCY / COMPLETION This is.to certify that the building located at 138 PINEFIELD DR for which permit 03-00002754 has heretofore been issued on 9/03/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 9/03/03 91.93 01-RADON GAS TAX FEE 9/03/03 13.33 01-ROAD IMPACT FEES 9/03/03 847.00 01-RECOVERY FD/CERT. PGM. 9/03/03 13.34 01-SCHOOL IMPACT FEE 9/03/03 1384.00 WD IMPACT:SINGLE FAMILY 9/03/03 650.00 SD IMPACT:SINGLE FAMILY 9/03/03 1700.00 OWNER BUILDING O IAL / DATE NV IT N E R S U R V E Y I N G 23 January 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:138 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 - SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200E ELEVATION CERTIFICATE ftortmt Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Carpery Use: MARONDA HOMES BUILDING STREET ADDRESS (tnduding Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 138 PINEFIELD DRIVE 54-0 STATE ZIP SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 19, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Nan -residential, Addition, Accessory, etc. Use a Commerds area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: 0 GPS (Type): ( ar - #W - ##.#i' or ##. ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (HRM) INFORMATION B1. NFIP COM JNITY NAIVE l£ COIVMINITY NUMBER B2 COUNTY NAIVE B3. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA 84. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD S.EVATION(S) NUMBER B5. SUFFIX 136. FIRM INDEX DATE EFFECTIVEFIEVISED DATE 138. FLOOD ZONE(S) (ZmAO, usedepth dfloo ft 1211700065 E APRIL 1995 APRIL 1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other(Desabe� 1311. Indicate the elevation datum used forihe BFE in BR ® NGVD 1929 ❑ NAVD 1988 ❑ Olher(Desabe� B12_ Is the building located in a Coastal Banier Resources System (CBRS) area or Otherwise Prod Area (0PA)? ❑ Yes ® No Designation Data SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under CorsAdon' ® Finished Construction 'A new Elevation Certiicate w8 be required when construction of the building is complete. C2 Building Diagram Number 1(Select the building diagram most simian to the building for which this oerttirate is being completed - see pages 6 and 7. If no diagram accuratety represents the building, Provide a sketch or photograph.) C3. Elevations -Zones A1-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR ARIA, ARIAE, ARIA1,A30, ARIAH, AR AD Complete Items C3.-a4 below according to the building diagram specil'ied in Item C2. State the datum used. If the datum Is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 29 ConversionlComments Elevation reference mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ® No ❑ a) Top of bottom floor (including basement orenclosure) 22 07l.(m) 0 b) Top of next higher floor NA. A(m) V . 0 c) Bottom of lowest horizontal structural member (V zones only) NA . _ft(m) 0 d) Attached garage (hop of slab) 21. 57 ft(m) j 0 e) Lowest elevation of machinery and/or equipment w J A l : J� K senridng the building (Describe in a Comments area) 21. 7 ftS (m) 8 J ❑ f) Lowest adjacent (finished) grade (LAG) 21. 2 ft(m) ZM. 0 g) Highest adjacent (finished) grade (HAG) 21. 5 ft(m) ❑ h) No. of permanent openings (flood vents) within 1 ft above adjacent grade NA ❑ ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and seated by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to Interp►at the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CER11FIER'S NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE r SANFORD FL 32772 SIGNATURE DATE '-;��Zr' 23 JAN2004 407,M-2000 IMPORTANT: In these spaces, copy the corresponding infoffnation from Sedon A Fa Inarenoe Ca►pery use BULDING STREET ADDRESS prxlu kV Apt, Unit Suile, anchor Bldg. No.) OR P.O. ROUTE AND BOX NO. PO4 138 PINEFIELD DRIVE CITY STATE ZIP CODE Conpary NAIL Nurtbw SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentbompany, and (3) building owner. ❑ Check here ff attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items Et through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be oompleUed. Et. Building Diagram Number _(Select the building diagram most similar to the building for which this oertfioate is being completed — see pages 6 and 7. ff no diagram aocuratey represents the building, provide a sketch or photograph.) E2. The top of the bottom floor ('including basement or enclosure) of the building is _ k(m) _in.(=) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, I avaiable). E3. For Building Diagrams 6$ with openings (seepage 7), the nehd higher floor or elevated floor (elevation b) of the building is _ ft(m) _In.(am) above the highest adjacent grade. Complete fiery C3.h and C3.i on frontof form. E4. The top of the platform of machinery andlor equipment servicing the building is _ ft(m) _in.(an) ❑ above or ❑ below (iched(one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only. If no flood depth number is available, is the top of the bottom floor elevated in aoconianoe with the community's floodpla'uh management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must oertify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner orowner's authorized representative who completes Sections A, B, C (items C3.h and C3J only), and E for Zone A (without a FEMA-issued oroommunky- BFE) or Zone AO must sign here. The statements in Sections A, a C, and E are owed to the best ofmy krrowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who's autormed by law or ordinance to administer the community's floodplauh management ordinanoe can complete Sections A, B, C (or E� and G of this Elevation Certificate. Complete the applicable kem(s) and sign below. G1. ❑ The Information In Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who's audvtmd by state or local law to certify elevation Information. indicate the source and date of fie elevation data In the Comments area below.) G2. ❑ A oommuniy official completed Section E fora building boated in Zone A (%ftut a FEMA4ssued oroommunttymissued BFE) or Zone AO. G3. ❑ The blowing Information items G4 G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLWNCE/OCCUPANCY ISSUED G7. This permit has been Issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of aabuft lowest floor ('including basement) of the building is: _ _ft(m) Datum: G9. BFE or (In Zone AO) depth of flooding at the building site is _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #:C�)3- a^1S�-A ADDRESS: CONTRACTOR: PHONE #: yC)1- yr) J --Q\\a The building division has prepared a Certificate of Occupancy for the above location and 'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. �' ngineering z �/ OPublic Works OUtilities OFire f� ` N OZoning ►'\ 1 da OLicensing r) J� CCNDIITIONS: (TO BEr COj}MPPLE�TED ONLYrIF APPROVAL IS CONDITIONAL) 14 rq-y1o, i`- w/o 7a,� CERTIFCATE OF OCCUPANCY �0U0 REQUEST FOR FINAL INSPECTIOl� �a�r- **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: a ADDRESS: CONTRACTOR: PHONE #: yd1- yr)!-, -%\a The building division has prepared a Certificate of Occupancy for the above location and 'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑Engineering OFire `(> I f' ublic Works I23, b/0 3 OZoning n � d" O Utilities OLicensing �-1 I J� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) N . CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTIOl�;*� tt **** SINGLE FAMILY RESIDENCE**** W ' DATE: PERMIT #: ' ADDRESS: t 3 v � H a ► tj aui c w o 11 CQ `� a Cy ,^ � � � �; _� u CONTRACTOR: � — SU . PHONE #: LAC,- L1`) w S I w •- oc The building division has prepared a Certificate of Occupancy for the above location and 'is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. OEngineering OPublic Works ilities CONDITIONS: 1. M . 0Fire `(> I ❑Zoning n 1 d� Licensing Y IF APPROVAL IS CONDITIONAL) CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 19 Subdivision: CELERY LAKES Property Address: 138 PINEFIELD DRIVE 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑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). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. O 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. ❑x h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his. representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be'included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Thursday, July 31, 2003 SIGNATURE: f� (By owne�Authorized Agent) U. 0 In oQ U o0c "oco � � M z_°E� tuoZB W I p i O L a KWMMW NOIi CLERK OF CIRCUIT COURT BENINME COUNTY BK 04939 PSG 1205 CLERK'S 6 2003131297 RECORDED 87/29/2883 12sl71W PN RECORDIN8 FEB 6.00 RECORDED BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that Improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 19 138 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America NA. 750 S: Orlando Ave #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 648-6304 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. lot St Sanford FL 32771 Fax: 407330 5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) -. RUSSELL KkLTY26MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public pf r� DEBBIE TIME OtAar v My Comm Exp. M5 weuc No. CC 999378 Personally 14w m I I Oths ]LD. DEIFIED CO" M0 ANNE CLERK OF CIRCUIT r Nam• � SEMMOLEIL COU r)Vjrry C 9r.. 0 ro PROJECT NO: PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 19, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. O W H O Z In Q W .J Q U cn 1 1 18 , I N 89'38'17" E 122.35' I N 5.00' 5' DRAINAGE ESM'T j O O O I , 1 N LFJ Q 19 U1 0 0� W m Q O o O d on a�n I J o i m I Of O-------- O_ 5' DRAINAGE ESM'T 5.00-1 30.00 N 89*3817" E 122.49' 1 ' � N 201 i SCALE: 1 b=30' i J SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in -a Flood Zone X per FIRM 12117C 0065E dated APRIL 1996. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: CERTIFIED CORRECT TO: TNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, Fl. 32772-0823 (407) 322-2000 SURVEY DATE: PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 19, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. C W H O Z In W J V cn ' 18 , ' I I I I N 89'38' 17" E 122.35' Q 5.00' 5' DRAINAGE ESM'T N O j O ~ , W ~ O N N O i A 0M i w �' a 19 am '.."��.. , m o j o a o 5 m I o O N I Ln N O O L-------- O 5' DRAINAGE ESM'T 5.00' .00 j� 11 N 89*38 17 ' E 122.49 11 J , F I N , r,� 20 ' I I SCALE: 1 "=30' SURVEY NOTES:- 1) The the is PINEFIELD DRIVE. C1I street address of above -described property APRIL 1995: 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated • �. I a SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: I P &,-� - -1z TNER SURVEYING, INC. CERTIFIED CORRECT TO: I . . R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-M3 (4(r7) 322-2000 PROJECT NO: SURVEY DATE: l= m�Laronda Homes AN EASILY OBSERVABLE BETTER VALOEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORiDA 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 19, 138 PINEFIELD DRIVE at Celery Lakes. RUSSELL K THj,lSOMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 31 st day of JULY, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. LAURIE PELLEGkIiv�1 err Comm*D=328W E�tres 711E/ W NOTARY PUBLIC FWW = AWL.Ine C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc to CV Ln rn rn 6 a WY�ync WINDL DAD SPECY A TION 0/08 I]alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIOTH x 14'-0' MAX HEIGHT STYLE: --RAISED PANEL MAXIMUM SECTION WIOTH 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). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 13 GA HORIZ ANCLE I. .054" HORIZ TRACK (2) i/4-20x9/16'• TRACK BOLT do (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 7. LOCK OR OPERATOR IS :T REQUIRED. 5/1.6xI-5/8 8. THE DESIGN OF THE LAG SCREW i SUPPORTING STRUCTURAL AT EACH o 4 JB-US ELEMENTS SHALL BE THE BRACKET , RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ,FOR THE BUILDING OR SFR`bCj'-IJk AND .054" VERT TRACK IN ACCORD ANCE..,WITNii � fZR NT BUILDING COQES�.F0Rj T�,�•- e�,G0ADS 0 LISTED ON :. 'S'•0 AwINCr' i O I-f( v'<' ' I /4-20x9/16" TRACK - BOLT do 1 /4-20 HE NUT AT EACH J8—US Approved:" _ BRACKET ' o ' 345 A06SON OR: PENSACOLA: FL,A25I4_^�.- •' FLORIOA' �fRTiFlFi1f'16Nf N0: 0048489, f=' ;�(:.'.•;" r I CEORCLI' gEkhRCAPON NO_' 018519 NORhL.C• %JN�A. EP.RFlC46N'N6"613836 Date: OP TiOV CODC.: 0:1'08 RE v.- P WM 9 ' x 14 ' MA X .4.4 PSF 1 "'OF' 4 TRA CK, END HINGE TOP BRACKET REQUIREMENTS 1/4— ' 20xg/16' TRACK---__ BOLT& 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES `. TOP BRACKET---- (P/N 108077) (5) 1/4-20x5/8' TEK SCREWS (P/N 141668) k0 Al 14 GA WIDE BODY HINCE 9° a° :\ ° i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1 /4-20x5/8" SCREWS ENO HINGES joo. 20 GA °. _ BAR 011\-WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH HINGE N YLO;4.-ROLLER (P f N 70791) � •~mot {• � � •p BOTAi BRACKET \ (P/ H-2.70 54 — & LH-2-1OJ55) (3 f '1 /4— 2x7/8" ..11TEK SSREWS Approved: RH END HINGE W.S. Wilson, P.E 3395 ADOISON 02. PENSACOIA FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION No. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: OPTION CODE- 0108 REV% P --—i/2 • .(20 CA CENTER 16 GA END STILES STILES) WM 9' x 14' MAX 44 PSF ~ 2 OF 4 U-BAR L OCA BONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 GA 80 KSI U—BARS ,MAXIMUM, SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 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 GA 80 KSI U—BARS \ LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN i 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE �t;itr:tr •. Approved: f :.:}. .• tLgs. WilsoE'�'llf� �, : • _ •_;'.'ri . ' 3395 AdDiSbN'OR.; PE1a���oj25,��iw:: FLORIOA;CFRRMATION NO.TIP 004848� .VOR'TH, LrROUNA CERi1FlGUlON NO : a23fl 6 Date: FOP TION CODE ::'d i i � `REV. -.P MY 9 x 14 MA 4 4 4Pt'F n R j3 OF 4 ► Wind Load Test Report Report # 0108P February 1, 2001 TES't 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. ( I ) The door was pressurized for l0 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 to 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 L59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. 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•Ap veers-:Q,kI8(Q127). APPROVED.OPT30NSt •s p, !�i; ', Based on ofhei•`tes t tmg ' 7�!ale "'.Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: t�- ®6avti�3Ca COUNTY t G.9@i1.IfVG G�aA�C1J10Itl W.S'..,j lson,; KE/. '•.tea. �i �`•� '''� 3395.Adaisorr Dr.-, coka.... 1,4::,.,,, t; •r' ., HI E Florida Georgia Cert'Nb��t8S•l•9•' ��\• ��� - North Carolina R Nd. 0 3�36� M W, if, J41 T (D rn rn CV 0 a a wAgne' foaiton M ODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH X 14'-0" MAX HEIGHT PAS. Z% PSF MAXIMUM SECTION WIOTH 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 CURRENT BUILDING CODES FOR`°TH.E LOADS LISTED ON THIS,.0R`AWINQ-'.l — -� � rr;_ _•,pia, ... 13 GA HORIZ ANGLE . f 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1 /4"-20 HEX NUT 5/16"xi-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"0 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 Approved: `� AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER ws•wisoj,• ._ .:"'V --'. (0. �_ :: (P/N 125139). ' 3ms A0ngN_l0R P- $�0�/y F1' 32514 = is FjEAQA �CE1�V^�,>l4�tt1 tlCl10bk9i89: _ ;;- .' C=RGw-Z�ffnAGlnoN 'H0: 018519 Nq",:� ,{NS fER?FkapON Na. Date: OP n01V COD-V. V. P 1 WM 16 x 14 " MAX, f 27 - 29 PSF I.. 1 OF. 4 M.- cv Q_ a =. i.? TRA CK_ END HINGE TOP BRA CKET REQUIREMENTS 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) q A h^ r yCrV U,!m'qQARROW BODY HINGE w ••� I 0 I (4) 1/4"-20x5/8" SELF —THREADING SCREWS `" �•„ �� / '—" 2" NYLON RO (2) 1/4"-2Ox5/8" W/ 4 1/2" S %TEK SCREWS ALL / (P/N) 108132 0 END HINGES Q 1 0 ,1500 WIDE BOO ;07/16" PUSH NUT AT EACH. HINGE (P/N SI } ,TROLLER (P/N 243341) BILL OF MAIL, t• LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA ry' OR HINGES U—BAR LLE H N � RH END HINGE (3) 1/4"-2Ox7/ TEK SCREWS (P/N 100507) Approved: ,�_ j• / v W.S. Whon, P.E. M95 ADDISON DR., PE rSACOIA . FL 32514 FLORAII CERnF1CA TION .NO. 004W9 GEORCIA CSTnFrAi10N NO. 018519 NORTH CAFtOUNA CEHflMnON N0. 0=6 Date: BOTTOM BRACKET (P/N RH-270354 & LH-270355) 20 GA CENTER SnLES 16 GA ENO STILES C. OP7701V COOE.• 0110 1 REV.' _ P1 I WM 16'. x 14 A MAX, *27 —29 PSF I 2 OF-4 U-BAR �OCARONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 t` 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:, :.wY.L, 3395,;AODISON DR^'PEiIiACOQQIO0!!��F(`3251SrY..•e !+'.GEORMA C9=m,0 Q 02386' /.• � F •. kick o 0 0 0 o ;..�Ffv' Fk n r Date:' � �-o � _.�P,4 ,�Q Y Qo � s -2 ( QIL��Cy'c.a. OP rioN ct�d�F;,Q�?1�,; t �'�REV. P1 w" 16' x 14 ' MAX, f27 -29 PSF 3 OF 4 CENTER 5 TlL E & IN TERUEDIA . TF HINGE Z OCA TIONS 15- 14, 12' 10, Approved:�C/�'`ORANGE COUNTY BUILDJP D I V. W.S. Wilson. P E. 3395 ADDISON DR.. PO4SAWLA. FL 32514 FLORIDA CEIMMATION NO. 0048489 CEORGIA COMM-ATION NO. 0I85I9 NORTH CAROUNA CMrFXATION NO. 023836 Date: ?-Z,9 —01 0Pr101V CODE 0110 1 REV- PI I WY 16",k; 14MAX, *27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUMEMENT: 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; I L- Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" duck blocks were placed under the door at the edge, centered under the end stile;, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in. a.manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The -pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 160, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.;astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 3..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIv1ILARITY: 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 apppgyed,to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiopnd Ans�vefy,/,GA18(Q127). APPRO�%EI?OPTIOIdS t f l r.s0. j Based on o_ er tts b' uiGi I .` 'Aluminum Louvers and Styrene Windowl Frame Assembly per test number 020501. 'Name: j '•� •ir•.�f� .; :,, Y..'l /�C, /!/M�i (.t7p •9' c _ �i,�- 7 f'[ '7 h t�.4t �5��-. 0 -: iY`1�D9�JaM ill V4-ki,uCl'ia W.S. Wilson I?:-:2�8 3395 Addison.f3r„ Penncol!' F ,t5 f4 i Florida Cert•14u�,D64§�&* ' �,��� . t ��� � � �'� �• J u Georeia Cert No. 818j� ' ' ..�•M•.: j�e!�/ �l. ��• /,�-mod S- • • cc C14 Ln 1n rn C14 0 z o. " Wayne. Dal#on _ .-MODEL: S TYLE: DESIGN PRESSURE: WINDL OAO SPECIFICA RON 0108 APPROVED SIZES: WAYNEMARK aOOO & 8100 .9'—O* MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL SCC # MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF _o Z 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 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM .7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A •MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN. THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: W.S. Wilson, P.E 3395 AOOISON OR., PENSACOU, FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Dote: `T —.2 R .01 OPTION CODE 0108 1 REV.• P 1 MASTER PLAN 13 GA HORIZ ANGLE .054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER o (P/N 125139). 5/16x1-5/8" LAG SCREW I AT EACH J8—US C BRACKET e 054" VERT TRACK A III 1/4-20x9/16" TRACK-11 BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET •, WM 9' x 14' MAX 44 PSF 1 OF 4 TRACK, END HINGE, TOP BRA CKET RECUIREMEIiTS 1/4-20x9/16" TRACK BOLT do 1/4-20 HEX s • NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) (5) 1 /4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE (4) 1 /4-20x5/8" SELF —THREADING SCREWS (P/N -100320) SCC # D -oo MA t t I I � (2) 1/4-2Ox5/8" TEK SCREWS • 4 ALL END HINGES 9 . •�' 3' 20 GA '0• U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT-L) NYLON ROLLER N. (P/N 270791) t g BOTTOM BRACKET \ (P/N RH-270354 do LH-270355)X /0 �. TEK SCREWS (P/N 100507 Approved: Ws. Wam,, PE 3395 ADDISON DR., MCAMLA. FL 32514 FLORIDA CFR IMATION NO. 0048489 GEORGIA Cf nTr. k ION N0. 018519 NORM WOIJNA CERTTF1CAMON NO. 023 S Dote: 4 --28 -o/ 16 GA END STILES 0 (20 GA CENTER STILES) OP 7701V CODE.' 0108 1 REV. R 1 I WM 9 ' x 7 4' MAX 44 . PSF 1 2 OF 4 U-BAR L OCA TIONS NOTE: �. MAXIMUM SECTION WIDTH IS 21" NO 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 MA` 1 ' S'-0"^-HU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-204/8" TEK SCREWS ATTACH AT EACH STILE Approved: Ws. Wilson, P E M95 ADDISON DR.. PeGkCOL. FL 3ZS14 FLORID CER1 MATION Na 0048489 GEORGIA CERIMCAT10N NO. 018519 _.- NORTH CAROUNA CERTIFICATION NO. OM6 Date: Q- z g - oI OP PON CODE.• 0108 1 REV.- P1 I WM 9' x 14' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 •T'EST REQUIREMENT: ie 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 mariner 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 A or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST January 25, 2001. Temp 64° F. t.ODUCT DESCRIPTION: ��� _ I. WayneMark Model 8000, 9x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. T Cp PLANI 3. Standard bottom astragal and retainer. AS` 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. _ APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS ®Based on other tests b e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Ame: ,�_ W.S. Wilson, P.E. 9 28-01 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T. (D rn C4 0 z L Wagne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SIOECIRCA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 _ RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # D� - 00(o MAXIMUM SECTION WIDTH 21" NEG. 29 PSF TC 1 ] v AZTZ4 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. 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. 2:Z_ / ' 'Approved: W.S. Wilson, P.E. 3395 AOOISON DR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0046489 GEORLIA CERTIFICATION NO. 018519 NORTH CAROUNA comsCAnON NO. 023836 Date: 067" HORIZ T (2) 1/4"-20x9 TRACK BOLT & 1 /4"-20 HEX 5/16"xi -5/8" L SCREW AT EA JB-US BRACK DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACK ATTACHME 1/4"-20x9/16- TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB-US BRACKET (1) JE3-US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECT101 067' VERT TRA (1) JS-US BRACKET LOCATI AT EACH ROLLER LOCATH EXCEPT TOP BRACKET ROLLI (P/N 125135 OP T1ON CODE- 0110 1 REV. P 1 I WM 15 ' x 14 ' MAX, f 27 -29 PSF I 1 OF 4 TRACK, END HINGE; TOP BRACKET REQUIREMENTS Scc# MASTER PLAN 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) NARROW BODY HINGE l b I �V (4) 1/4"-20x5/8" SELF -THREADING SCREWS �� 11 i 2" NYLON ROLLER / \ (2) 1/4'-2Ox5/8" / \. W/ 4 1/2" STEM ,m / ® TEK SCREWS ALL / (P/N) 108135 :• Q END HINGES ®Q ` a l U015 ®01 \ o. WIDE BODY�„7/16" PUSH NUT AT EACH HINGE (P/N SEE ° — - ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA �• OR HINGES U—BAR LH END HINGE RH END HINGE a .m (3) 1/4"-20x7/8" :m TEK SCREWS (P/N 100507) Approved: w.s. whon. P.° �.�~' 1/2" 20 GA CENTER STILES 3395 A001SON OR.. PENSACOLA. FL =14 FLORIDA CERTIFICATION NO. 004W9 GEORGIA CERTIFICATION NO. M519 \ BOTTOM BRACKET 16 GA END STILES NORTH CAROLINA CERTIFICATION No. 02M6 (P/N RH-270354 Date: Q'-2 g— o & LH-270355) OPTION CODE 0170 r —REV. P1 WM 16' x 14' MAX, -t-27 —29 PSF 2 OF 4 U-BAR L OCA %IONS 0 12'-6" THRU 14' HIGH DOORS NOTE: __. .__ . W/ (16) 3" 20 GA 80 KSI-U-BARS MAXIMUM SECTION WIDTH IS 21, LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN SCC ## MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS" W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Wbm. P.E 3395 AOOISON OR, PeGI COLA. FL 32514 FLORIOA CEMICATION. N0. 0048Q9 GEORCU CMITICATION NO. 018S19 NORM CAROUNA CERTIFlCA110N NO. 023W6 Dote: 9 -.2. ?- of OPnoN CODE.•* 0110 1 REV- P1 I WM 16' x 14' MAX, +27 -29 PSFI 3 OF 4 CENTER STILE ci' INTERMEDIA TE HINGE L OCA TIONS kdi ASTER PLAN 15, 12- Approved: W.S. Wilson. Pi 3395 AOOISON 011, PENSACOL . FL 32514 FLORIDA CEitT1MT10N N0. 0048489 GEORGIA CERTIF IJON N0. 018519 NORTH CAROUNA CERTiFICAnON N0. 023838 Date: F- Z 8 -o OPT/ON CODE 0110 I - REV.• P1 I WM 16' x 14' MAX, f27 -29 RSF1. 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUMEIy1ENT: 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 ma..-dmum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma -durum 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 0 TEST DATE: February 22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C # OZ — Op 6 1. WayneMark.Model 8000, 16x7, 4 section. MASTER PLAN A, 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. Lf-il V. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 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 SDAMARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS An Based ono er to b ' o uival . Alurninum 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. 0048489 Georgia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Nora ndex/Revnolds 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. Governmental Product Approval: A-gency Initials/Date A-gency Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 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 Created on 02/04/02 Page 1 of 2 4 NORANDEX PAGE 29 CAULK TOP OF MULL - #10 -X 3/4" TEK SCREW - WINDO WJ JAM 1x3 MULLION XFLA-26-1) lx4 MULLION RFLA-w WINDOW 5/8" JAMB #10 x 3/4` TEX SCREW CAULK BOTTOM OF MULL PRECASTED -SEE CHART FOR FASTENERS ri-1/an - FLA--45 MULLION ANCHOR CLIP 16 GA- GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION (XF-:26-1) lx4 MULLION (XFLA-39) WINDOW SILL _r3/8"MIN• ' 3/4"MAX. SEE CHART FOR FASTENERS - VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF'- MULLION TYPE OF CLiP WINDOW WINDOW DESIGN PRESSURE WIDTH HEIGHT INNUMBER AND CH INCH 35 'PSF FLA-45 TYPE OF FASTENERS 26" _--1.0 _g 3:0--- _-- pK-- 4 3 160 x 1-1 2 TAPCONS 19-1/8" 50-5 8?' 1.0 x _ -- OR 4 J6�,—x 1=J2 TAPCONS 766Z_ ___^3.0_ OK_-_ 4 J160 x 1-J2" TAPCONS 1_U x 3.0 - --- _ �__ A 3 4�' ---1.0 x 3.0--- --- OK--- 4 31160x i_ J2 T_APCONS OK 4 3 160 x 1-1 2" TAPCONS 28" 1_0 x 3.0 _0_K_-- 4 3 160 x__1-1 2 TAPCONS ---1.0 _x 3.0--- --- ,.------ 26-1/2" 50-5 8r ' 1.6 x 3.0------- OK--- 4 =� 60p-x �1- -3 TAPCONS ---z------------- OK 4 J60 _x _I-J2a TAPCONS 7663" 4�` -- -0 g 3.0--- --- OK--_ 4 _3 6e_x 1-J2"_TAPCONS 1.0 x 3.0 OK 4 3 160„ x l-1 2'� TAPCONS 326" __ 1-0 g 3'---_ --_ OK__ 4 ' 3 160 x 1-1 2 TAPCONS 8_174 1',0 x 3_.0__ - ---- n----__ 37" 50_-6Z8�' g 3- - ---OK_-- 4 _3J6i -x 1_v TAPCONS OK_ 4 _3J60 _x 1-J2 TAPCONS 63" T 1_0 x 3.0___ ___ pg-_- 4 3�80° x_ 1-1 2� TAPCONS 7626 4 1.0 x 4.0 OK 4 1 40'- x 1-1 2' TAPCONS 3B-1728" 1_0 x 3.0 _OK___ 4 _3 180 x 1-1 2 TAPCONS 4' ---1.0 x 3.0--- --- z---- z------ 53-1/8'50_5Z8�' —1_0 x 3:p -- ---OK__-- 4 —3J160 x 1-1 2' "TAPE 63" — — --- --- oK--- 2 _114e" g l-1 2—°—TAPC_ONS_ 1.0 g 3_.0___ --_ pK_ 2 1 40" x_1-1 2" TAPCONS 76=3 4�' 1.r0 x 1-1 2'—TA'PCONS MAWFAGTU"R NAME: o NOTES_ 1) ALL ALUWNUM EXTRUSIONS• ARE ALLOY 6083 T8, OR 6083 T5. IS ONE TAPCO CHARLES A.'PA �N. P_F_ 2) ONN EACWHEN HEANNGLE LEG, THE TAPCON SHALL BE FL DAME3/21/ 2©121 -PLACED ON MULLION CUP 3) CONCRETE COMPRESSIVE STRENGTH` - 3.000 PSI AT 28 DAYS. A ti Nv� W �4 v C4i w to ca o •`', N 4 w >1 `sIQ I,m'I NORANDEX PAGE- 30 nurlai: 1) ALL AU OR 606; 2) WHEN T ON RAC PucEb 3). CONCR$ AT 28 1 CHARLIS FL REM DATE: DW SILL SH HEAD DW SILL 3H HEAD y NORANDEX PAGE .24 h ACTURER NATO; (2) 110 x' 1-3/4" PH-SMS INTO 2 z BUCK OR- 3/18'0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 10 z 1-3/4' FH-SMS INTO .2 z DUCK SEE ELEVATION FOR ANCHOR SPACING. (2) '10 z 1 3/4' PH -Sig BUCK WITH 1-1/2' MIN. E _ SEE ELEVATION FOR ANCHOR SPACING. IWOOD BUCK �Y AL WOOD BUCK No OF I lta OF l47.973' (4) 46 48 24 6 OC.6' 46 48 18 B IS2760' 67.8 67.6 24 a 111.376' 8D' 67.8 SI.S 19 B 67.6 57.6 19 a !29' 60' Sal 6a7 20 9 mam (2.$) Bn8 sa8 ip a 201" BB 4B 46 30 10 117.8w (4) 48 46 t5 46 Y4 16 10 10 00.6' 18Z710' 449 4a0 84 10 ,11.1375' or (a) BIB 6M4 7ii5 68.t 18 IB 10 10 T6.8' I21" p8' "a "It 20 10 M825 (2L.6) 54.6 64.5 10 10 Nn/ ON PARBN1gt�p R1DIf.17E39 :17c mm PANEL sm Ri ►BET P • '!� � � ill' :�• � 1�� - - WHOM As REgInes° WOOD SHIM SHOWN) L TYP. JAMB. SECTION 1/�4' SHIM.OR MUDD TRACK AS REQUIRED I BY 2 BY BUCK (2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTEM SEE ELEVATION FOR ANCHOR SPACING. NOTES: ,s 1) 2 SHIM AS REQUIRED.. MAX SHIM STACK 1/4'. ALL ALUMINUM EXTRUSIONS ARE ALLOY 6083-T6• /� - n ° • e 3 OR T6 WITH TYPICAL '.WALL THICKNESS OF 0.82' USE HIGH QUALITY -CAULK BEHIND' WINDOW Y F 4; FLANGE GLASS THICKNESS BASED -OR TABLE E1300 GLASS CHARTS, x P X AND MAY VARY DEPENDING 'ON SIZE.. " 5) THE RESPONSEBU1TY.FOR SELECTION >; I PANEL OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE' IACAL LAWS. BUa13ING CODES. ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT -OR TyP. I BY BUCK CORDING OWNER CONTRACTOR 7) CONCRETE COMPRESSIVE STRENGTH 3000 PS[ AT 28 DAYS. 'o ~ z, (2BY2) TLPc41 p4vA=g 1 4' IFJIPERFA cuss C4 q S1JUING GLASS DOOR ARATI7E ANALTSCi CI11B� Na OF DESIGN Ni OF p W p N IDAD ANCHORS 1aIml 0N3 CAPA -PST ANCHORS Q 1J ITC-Hm Sul P03RIVE ATfVE & esr BR. +L" r^ > A r^d W W 4 30 go• B 24 8a.7 60.4 Is Ba.7 77.t 24 ea7 a O p 81a 18 a W W. ea7. 7a3 20 (2.8) Bn7 7a9 10 6098. 80 SO 10 vJ rr^^ rrFti^^ an 60 24 80 80 !9 10 iB vJ •C�I� 41 3 an3 24 9a' ae.1 71.3 is (a) iQ !0 10 q ° 0 88.7 738 !8 ea' es.B nno zo 10 to (Za) aB.7 Bb.2 10 (2) 3/16'0 x 2-3/4` IO V y •y' k b TAPCON OR MIAMI W DADS APPROVED CONC. FASTENERS. ° Q SEE ELEVATIOR SPAON FOR � e ANCHOR SPACING_ of k'` p a y spy Z ai .{ � � a.. °ia oo°p °j �ii � Saa'sP o z Ba EN, • -z � w � .4w o: a ga�3 L) yl 10 X. X: PANEL or PANEL PANEL PANEL rcu n �m _1V1 aq--4 (4BY2)jmg_A pA,mN 6ID NORANDEX PAGE 23 12 z 1-3/4' PH-SMS INTO 2 BY BUCK OR 16110 WITH : 2-9/a' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT D>M MASONRY. 3/16" TEMPERED GLASS e SEE ELEVATION FOR ANCHOR SPACING. (2) 010 : 1-3/4' FH—SMS INTO 2 z BUCK PANEL SIZE INCHES DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME q d a SEE ELEVATION FOR ANCHOR SPACING. CAPACITY-PSF ' HEAD AND SILL . JAMB • DTH�HEIGH'f EXTERNAL INTERNAL XX XXX • mm ALL Ell V 30s' g 591%2 " 53.3 55.8 10 � co x 591/2" 49.849.8 12 . 30 die° x 791/49.7 49.7 10 Al6jN�36pie" l2 OPTIONAL 4545 h 2 BY WOOD BUCK (2) /!0 z 1 3/4' PH -SUS INTO 2 BY SER=m'600 AL NNN 'SLIDLNG GLASS DOOR LL OPERABLE PANELS FASTENER CHART j BUCK TM 1-1/2' ION.. EMBEDMENT. LE . SEE'EVATION FOR ANCHOR SPACING. CBNT PWIMA B.O.A.F. (2) 3/16-0 z 2-3/4' `qco c MANMA A i �2:HOOD BUCK NAM, CAIL SIZE AIDT[1112E TAPCON OR MIAMI z WOOD BUCK DADS ENF,RS� CONC. q y " q (caw.) SEE ELEVATION FOR ANCHOR SPACING. Ir o i� b q ` I � `HORIZ SHIM .AS RE LIMED TYP. AL SE WOOD SHIM gSHO ONTCTION . � OR MUDD TRACK A REQUMED I. 'BY 2 BT BUCK O (2) 3/1870 z 2-1'/4' TAPCON OR WAMI TER SEE ELEVATION FOR ANCHOR PACASIEHNG. .M:� a NOTES; .n .. 1 SHIM AS_'REQUMED, MAX SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE AU DY 6063-T6 A OR T6 WITH TYPICAL WALL THICKNESS OF:0:82" n o • • . S) USE HIGH .QUALCPY CAULK BEHIND' WINDOW kI -FLANGE.. e 4) GLASS 'THICKNESS BASED ON TABLE E1300 GI:ASS CHARM; AND -MAY VARY DEPENDING ON.SrM.. a 6) THE RESPONSIBILITY FOR -SEL.ECTj0N'.O_F'�NO 6 h I RANDEX.. PRODUCTS'To- MEET ANY APPLICABLE IiOCAL.:GAlYS, p. HEADER AND SILL SECTION 13UUlN CODES,*ORDINANCES 'OR':OTHER�-SAFBTY' REQUIREMENTS'REST SOLELY WITH THE.ARCHITECT, YP. CONPcPROft EST�THTCREE 'COMPRESSIVE STRENGTH v 3.goo PSI AT 28 DAYS. (21JY2)mmj&L 1 of ,1- 1/4. SHIM MAX /fZ4 X XPANEL — roo m PA PANEL (4BY2) Xm i�C� Lp 4� b �94 V W O a�� cs 0 y � r� A C of aCa o a U ti NORANDEX f PAGE 22 1 p 10 X 1-3/4- P.H. S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ® n8U6>E 19 p 10 X 1-3/4` P.H. S.M.S: W/1-1/2` MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. a ALT. FIN ATTACHMENT UNDER SHEAT.HING - CENTRAL FLORMA B:O:A.F. MAWAC: rU- P M NAME: oRgA2>P,r MASTER FILE # 3 s NOTES: 1) :SHIM A5 REQUIRED. MAX gHIM STACK 1/4'. WINDOW DIMENSIONS WINDOW FASTENER.SCHEDULE 2) ALL ALUMINIIM;EXTRUSIONS ARE AILOY 6063—T5-90. OR:'f8: 191T1i-9 S~PICAL. �WALI THICKNESS N N0.J�HORS HEAD/ OF 0.62' . 3) USS :HIGH.:@17A181 y' Ci1[h it jBEHIND WINDOW FLANGE 4' GLASS: �`HICIOYLSS•.13ASED ON TABLE WIDTH HEIGHT (INCHES), INCHES) 35 E 45 TE80 FRS E1300 GLASS 5 CHARTS; AND`.XAT`VARY DEPENDING ON SIZE THE-•RESPONSI8IL1T:l`.Y�OR SELECTION OF 18-1 PS PS PSF 95 PSF 45 60 PSF PSF co � q (q W NORANDEX PRODUCTS,:TO:•MEE ..ANT APPLICABLE LOCAL LAWS. rG•.1C01j :Oi2D1NAN¢ES OR OTHER SAFETY 8` 5—� 25' 2 _2 . • 2 2 2 2 2 W c A REQUUBVffihI =U@U N93:jYiEST.'solaY WITH THE ARCHITECT. HUIIiDtlG :01YNER'. ..R•'CONTRAC70R g 52-1 8' —9 3 —9 3• 4• '£ 2 2cn �' Q 8) N01B '• `INDICATES' TEAT I%j FASTENERS AT HEAD' AND SQ;I, FRB' REQUjjtID. 18_�8' 2 2• 2 2 2 p S_ij2' 37-1/4 _2 2 _2 29 2 33 3- 3 ' 38' _ - 8 -3 _3 3 '3• 4• '� " 3 3 3 3 M 18 8 48-6/8 _2 _2 2 2 21 2• 3 9 3 g 3 g !1 Cjj � g 62-1 8' 3 3 4• 3 3 .3 p'10 X 1-3/4' �'-IL SAS. 8=ice`_ 2 2 20 9 4 4 W/1-1/2' MIN. EMBEDMENT 98, L2 82' 9 o SEE'. ELEVATION. FOR ' ANCHOR SPACING. — 52_ 3 3 4• -� 4 - 4 4' y 18_�8' 2 2• 3 4 5 41 'w• s..`� a 38� b!2. 6=3/4` _2 2 2• 3 4 64` • j 52-1 8` 9 4• 4 5 �1 5i r' $'�'cl ® i p .°, �9 p. b°ow d 1 4b P. ® 4 TYP. JAMB SECTION WOOD FRAM ' s1. 4' MAX AI . . (TOP AND BOTTOM .® nouma : HEADER AND SILL SECTION j1 _t/21 Mn4 E dBEDMENT WOOD FR SEE -ELEVATION FOR FL REG:''ExG:. p 49121 AME ANCHOR SPACING. DATE:., 3/p.7/Qg•' __�`DETAQrC &1111 d Of/g �jDETAQ.-B NORANDEX PAGE 10 # 10 X 1-3/4" P.H. S-M-S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1 I I LZP A Py4 In I cn U �v U .750 Typ O 9 10 X 1-3/4" P.H. S.M.S. 17/1-1/2" 4IN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI I�G ,-- . _ •` T Ql�rvp Q`FACi[• NAM: jw ALT. FIN ATTACHMENT UNDER SHEATHING 1/4' MAX -- SHIM (BOTH FRX # — ® 10 X 1-3/4' P.H. S.M.S. W/1-1/2" WN. EMBEDMENT SEE' ELEVATION FOR FOR ANCHOR SPACING. TYP. JAMB SECTION ©, WOOD •FRAME 2.437 NOTES: !) SHIM AS REQUIRED, MAX, SHIM STACK 1/4'• 2 ALL ALUuDWM' EXTRUSIONS ARE ALLOY 6063-75 X 1-3/4" P.H. S.M-S. OR T6. WITH TYPICAL WAIL. THICKNESS OF 0.62' . 3) US&'HIGH •.QUALITY'.CAULK BEHIND WINDOW. FLANGE. -�10 W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION FOR 4 GLASS THICKHF,SS:'BASED'ON TABLE E1900 CLASS CHARTS. AND --MAY :VARY DEPENDING ON SIZE. ANCHOR SPACING. 5) THE. RESPONSIBILrrY FOR' SELECTION OF 'NORANDEX ' HEADER AND SILL SECTION .WOOD .FRAME PRODUCTS"TO'-MELT ANY APPLICABLE LOCAL LAWS. BUILDING .CODF�;• 'ORDINANCES OR OTHER SAFETY REQUIREMENTS 'BEST SOLELY WITH THE ARCHITECT. BUIL•DRIG 'OWNER -:OR CONTRACTOR• a CHARLES A. PA 'IP.E: •6) NOTE • :INDICATES -:THAT EQUAL FASTENERS AT FL REC. ENG. �. �49121•' HEAD AND SILL -ARE REQUIRED. DATE: 3/27/A7 N�ElD T E' AIL —A .r DETAIIrC SASH DETAIL—B. I NORANDEX 1 PAGE 21 3 16" TAPCON WITH A 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING 2; ALL ALUMINUM•E%TRUSION O S ARE AL[AY 6063-T5 OR Te QUALITX TYPICAL THICKNESS OFOFLANGE d 3) USE HIGH CAULK BEHIND WIND WWALI, a o 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS . CHARTS; AND MAY VARY DEPENDING ON SIZE — I i 5) THE"RESPONSE1R.i , 16R.'SELECTIDWOPUCABLEF NORANDEX PRODUCTS TO MEET ANY-AP'LOCAL LAWS, BUILDING CODES ORDINANCES OR"OTHER SAFETY REQUIREMENTS%REST'SOLELY WITH THE ARCHITECT; BUDDING OWNER .OR CONTRACTOit 8) A PRESSURE TREATED: WOODEN"liUCK-.011MARBLE SILL SHALL BE.ADDED'UNDER-THE PRODUCT TO FULLY SUPPORT -UNIT.. •THIS%!SUPPORT SHALL BE FIRMLY ATTACHED RJTO kASONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH* (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT' E UAL FASTENERS AT ED 'UmvE TYP. 2 BY BUCK &O.A.F.• 3/I8" TAPCON NAM: W/1-1/4" MIN. EMBEDMENT .`tUv.P4N.s�E.t' (SEE ELEVATION FOR ANCHOR SPACING) )LASTME d d I CALL SIZE WIDTH P ' i BY RUCK © 2 BY BUCK SHIM TYP. JAMB SECTION )TH JAMBS) • 1 'BY 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES * A. 'P N, P, E. FL REG. ENG. ,49121 DATE: 12/LY/Ol ® 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE WIDTH HEIG (INCHES) (INCHl NO. ANCHORS SEE NOTE 35 45-60 PS PSF —'—No. ANCHORS JAMB 35 45-60 PSF PSF 19-8" 28-1 2" 37" 53-i 8" 19 �8" 26-1 2 fi _ 53-1 8" 19-1/8' 26-1 2 37' _ 53-1 8' 28' 38-1/4'. 50-5/8" 2 _ 2•_ 2_ 2 2 2 2 2 2 2 2 — 2 2___ 2 3 _ 2• _ 3; 3• _ 2•_ 2• — 3•— — 4•— _ 2• 2 2 2 ' 2 2 2 2 3 _ 2 2 2 _ 3 3 --'3 --3 3 2• 3. — 4• _ 3 3 3 _— 3 3 — 9 37 1 2 53-1 8" •83 9 _ 2'_ — 2' _ 3� 3_ 3 _ 4 — 4 4 9 4' 3 — 4 19-1/8" 2e-12 • 76_3/4• 2 2 _ 2• 3 a _ 2�_ 3•39 a — jj uai oim rmrx FIHAD e. (r 24' 4a �1 DETAIL-C - DETAIL-B OF 'NORANDEX PAGE 9 3 16' TAPCON WITH A MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING. e e e 1-4 4 •4 -L_ .750 TYp . m NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUMOR T6 EXTRUSIONS ARE ALLAY 8083—T5 3) USE HIGHTHU PICAL WALL THICKNESS OF 0.62' . 4 GLASS THICKNESS BASED ON TABLE ITY CAULK BEHIND WE�1300 IOW �SB CHARTS, AND MAY VARY DEPENDING ON SIZE 5) TR RESPONMUM. FOR SELECTION OF NORANDIX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SUL SHALL BE ADDED UNDER THE PRODUCT TO FULLY -SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT 26 DAYS TY'• 2 BY BUCK 1.500 ---L $ 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE_ ELEVATION FOR 3/16' TAPCON W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. CENTRAL FLOR[DA B.O.A,F. MANUFACTUIM�1 /o,Qg non 2R NA$' + MASTER SIZE WIDTH &'s D ' 1 BY BIICK ©2 BY RUCKA"' TYP. JAMB' SECTION 1 BY 2 .BY BUCK if 10 F.H. S.M.S. r p SEE ELEVATION FOR J p p p p SEE NOTE 6 ANCHOR SPACING. HEADER AND SILL SECTION FC'IREG.�RLIP A. ENC.� ' 40121 P. E TYP. 1 BY BUCK DATE: 3/21/02 1/a' sHIM MAX (BOTH JAMBS T' 1 // �ff� SASH OF DETAILrB C d MIAAMMF ADE - A'IIAMI-DADECOUNTY. FLORIDA METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•CO-NIPLIANCE OFFICE Ml'I'RO-I)AUL' I'I.ACI•.Ii1t 13UiI.l)IN(; 140 WI:S1' 1'I.AGI.L•'It 5'I'ltl:li I', tit11'l1i 1 till.; MIAMI, F1.01tll A 33130-I563 (305) .i75-29U 1 FAX (3U5) 375-2VOS Col I'ILWTOR 1.1C:1•:Nst�(: sl:rrlox pus) 375.2527 1':\x(105) 375-255s Co. rIL\c-roit 1)1\•Isl().v (Jn5) 375.2966 14\x (any) 375-]')Us 111foin:(:I' C:O\ 1'nUI. I)11'ItiIU\ Your application for Notice of Acceptance (NOA) of: (305) 375�29U: 1'i\x.(3U5) ]72•G_l]7 Entergy-6-8 S-W/E Inswing 01)aque Double w/sidelifes Reside' Insulated Steel Uoor under Chapter 8 of the Code of Miami -Dade County governing Elie use of Alternatc Milterlals and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Of;;ce.(BCCO) under the conditions specified herein. This NOA shall 'not be valid after tl)e expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO' reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet tl)e requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. Gib G�-�l :ACCEPTANCE NO.: 0.1-0314.24 a' EXPIRES: 04/02/2006 Raul Koarlgucz Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE,_C'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. :APPROVED: 0610S/2001 Francisco !. Quintana. R.A. Director Mfianti-Dade County Building Code Compliance Officu \1s0450001\pc2000\\template.s\notice acceptance coves pago.dot Internet mail atltlt'csx: postnt:tstcru�builtlinhcodeonlinc.com llumcpa;;c: htth:/h��ti��.buitdirtticodconti'nc com Premdor Entry Systems ACCEPTANCE No.: . 01-0314.2.1 APPROVED JUN 0.5 2001 EXPIRES 'At)ril 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Acceptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations Nvhcre the pressure rcquircmcnts, as determined by SFBC Chaptcr'23, do not exceed Elie 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 witlt Sidelites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance' with the Tollowing documents: Drawing No 31-1029-E11I-I, Sheets. 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites in 'Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance numbcr'and•approval date by the Miami-Dadc County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval appiies to single unit applications of pair of doors and.singlc door only, as sho\,.m in approved drawings. Single door units shall indludc all components described in Elie active leaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that Elie angle between the edge of canopy or overhang to sill is less than-45 degrees. Unless, unit is installed in non-liabitabic areas %%-here the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated siecl door and its components shall -be installed in strict compliance \ti•ith 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 N-011 require a hurricane protection system. a. LABELING 5.1 Each unit steal! bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of tlic following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcntiticd 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 Elie Building O icial or [lie So'tttli Florid uilding Code (SFBC) in order to properly evaluate the installation o i s stem. Manuel erez, P.E. Product Con r6C- xaminer Product ntrol Division 2 Prcmdor Entry Systems ACCEPTANCE l\'0.: 01-0314.24 APPROVED JUN O 5 2001 EXPIRES April 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, arc no older than eight (S) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's nam.e, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acccptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appnoved. c. If the Acceptance holder has not complied with all the rcquirer»ents 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 t9c materials, use, ajd/or manufacture of the product or process shall -automatically be cause for termination of this Accc ptanee, unless prior written approval has been requested (through the filing of a revision application with appropriate fec) and grantcd by this =office. 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, adveriising 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 litch, turc. If any portion of the Notice ofAcccptancc is displayed, then it shall -be done in its entirety. 7. A copy of this Acccptance as well as approved drawings and other, documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'available for inspection aC the job site at all time. The engineer needs not-rescal the copies. S.• Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE Manuel tcc( rez, P.E., Product ontro - .3rnincr Producntrol Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES' WITH A BUMPER THRESHOLD ('INSWING) �aXwr ,,4na'biw T'u' 1 In' xIN1A1X1 (egP[x 77 1/1• MAX - Irr . r LEG 1fMLQ .. ru wic a IS' l• MAX MAx .m T taut t9 p Aa OISI l7 I/ • MAX O.G SPaCtNG . 32 1/ • MAX IQ O DL SPACING ' 17 1/ MAX j aG SPACING .� ID a 17 1/ ' MAX aC. SPACING jB 0.1 140 1/r MAX 71' MAX 3• MAX-1 P' I31 aC Is' DL 13' w MAz MAX MAX 43 11/16. Tsar rxvtJ rap OF Mon ,y, G, rip, "n1tt pA i0 q Qf LDCK 37 1/A• MAX uT �. --4' MAX "'•' _Ir nc. Is• o.c MAx Paz .. . v n 00 1 I yr K A$ of � 1 I Is• aC.4-13' O.0 IS• DC-,,, —15; DC. 'n "G4 "" I><zcnbll �1 1 - MAx Maz MAX MAz l3' DC�IS' OC- MAx MAx IS' OC�IT MAx D.C. MAx • �• w� s• MAx nnx iR• . r wa :TN.T] r¢ .orc e ATTACH ASTRAGAL THR13V BOLT 18 x i' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES, lJ V000 BUCKS BY OTHERS. MUST BE ANCHORED - 18 X 1 3/4" LONG . PROPERLY,.:TO'.TRANSFER.LOADS TO THE •STRUCTURE. FLATHEAD SCREWS 2J THE -PRECEDING DRAWINGS ARE INTENDED TO DUALIFY THE FOLLOWING INSTALLATIONS. Lx INSVING R.H. INSVING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING, ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYS-TEM IS ANCHORED TO A MINIMUM TWO BY �- APPROVED A3 CCY+LyueG .;tll, in: STRUCTURAL'VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE 6Ouni Fl�1r��1A+ NC CODE C JUTY '�11T1 DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE WATER 0D'ILTRAII011 VIIIK WATER DD'RfRAIlON er OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL OUIRENENI IS NEEDED z REDUIRETD:NT IS NOT NEEDED ONE BY WOOD BUCK. 'v x + PAot7u CO=M6,..,N 3. ALL ANCHORING SCREWS TO BE 110 WITH x 6lALOL•+ C^- fP�Iti�CEOFF...c MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAW-6 NO.'D 1 V 31 OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT 'UNITS BE INSTALLED ONLY AT L0.AfI@T$ PRO fELfEO BY A CANOPY OR ,SHALI INTO MASONRY. OVERHANG SUCH THAT THE MILE BETVEEN THE EDGE OF CANOPY OR OVERHANG /. UNIT MUST BE INSTALLED WITH 'MIAMI-DARE COUNTY TO. SILL IS LESS TWW 45 DEGREES. UNLESS UNir IS INSTALLED IN . APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE INE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIOELITES ACCEPT WATER IWILTRAfITW. AND DOOR, -THREE STAPLES PER JAMB INTO THRESHOLD'CW SIDELITES AND DOOR c I IA= MLINIT MORIRAtilid rn 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE llOOt$ 10(I IEL - At 3.1 Ita lI JAMBS AND SIDELITES. CSt06p6 OLTII sit an all BOG GiMcx 00CA ClWWAaARtaa 2MAI 7. DOOR/SIDELITE HEADER. DOOR/SIDELITE JAMBS, AND SIDELITE BASE -AYMM m .oa,R1IAR -ORNERS ARE COPED AND BUTT JOINED. B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST M M INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF ILB TO 1.2 MIL 1-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ w SHEET 1 OF S VATER-REDUCIBLE VHITE PRIMER WITH A DRY FILM THICKNESS OF D.B TO 11 NIL. rlvD:x ulla c GLAZING DETAIL SIICRVIN WILLIANS 850A EXIERIUI GRADE LAIEX CAULK CXIERIOR d INIERWR 1/Z' GLASS BITE 9 1/9' IEIWERED GLASS INTERIOR INSWING OTHER CONFIGURATIONS '�i T t '1'� :,•Vi i��7���dtin:+�-�i/////..T'_S\��:'vr3'�'c� 'tslMQ I.. Ax %J,u um APPROVED AS COUPLYDIO MTH IHE SOIlIH FL .MV BIIRAIRO COO}S�/ BY (� FROM OMSM pIAL ECWnWMEOFFFEE ACCEFTAME fi0 0 1 - 0 3 /Y . Z Y 1-1029-EN-I MI 2 OF 6 —uiu C 1/4' SHIM MAX r- 3/4' 80 11/16, MAX INTERIOR 79 5/16' MAX SECTION B-B 2 BY WOOD BUCK EXTERIOR MAILRIALS LIST ITCH N0. Q OCSCRIPI(OH PART NIIHBER COMMENTS 0 VOOD HEAD JAMB EV-14 11/4• X 4 9/16' MTL. TO BE PINE OR EOUIVALCNI OO COMPRESSION WEATHERSTRIP ALUMINUM W- �Q[KcCREEN BRAND OX «AI 965n rannu� ) ASTRAGAL V_ PREMDOR BRAND OR COUIVAL[NT- 5/0'•ALUMINNum ASTRAL 4 ALU"INUH-BUMPER THRESHOLD EV-15 PREHBOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' 1 1 / 4.' S ©STEEL TOP CHANNEL EV-BB IPREMBOR BRAND - 111/16' - 20 GA STEEL 7 SKIN Sa (DIT ' 'IDU1 ar 1lDO1Si I[1 glSl[ G1(BTD7 B lfi 0 -EMYURETHANrFAH BASF FOAM - DENSITY 2.0 TO 2.5 IbS./Ft' BOTTOM CHANNEL EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL 9 10 V9QD LDCK BLOCK STRIKE STILE EV-09 4' X 9 1/2' MIL. TO DE PINE OR EOUIVAL[NI 11 EV-06 15/16' X 1 11/16' NIL. TO BE PINE OR EQUIVALENT 12 NINGE STILE LOCK PREP FILLER PLATE EV-OS 15/16' X 1 11/16' MTL. TO BE PINE OR EQUIVALENT 13 4'x4' HINGE EV-10 PREHDOR•BRAND - .050• THICK- HTL. TO BE POLYEIHYLE 14 WOOD HINGE JAMB EV-16 HAGER BRAND HINGE OR EQUIVALENT - .097 THICK (SIC[ IS 910 x 3/4' F.H.V.S, rw-13 1 1/4' X 4 9/16' HTL. TO BE PINE OR EOUIVALCNI 16 BID X 2' FHV.S. (4) SCREWS PER HINGE INTO DOOR R MAz ID' hL INCREArTER �� HI L J ' IW SCREVS IHRD(JO1 SIRME JAMB INTO SIDELI(C -Ms. 4- DOVR FROM X B' OE. THEREAFTER ' ' 61 SCREVS 1"RM01 EACH SIDELITE JAHR INTO SIDCLIIE, 4' MI CROR OP. MAX is, 0G IIEREAr TER. )� 7r16' (ril IAry.US VAUATRH Y N Rw41 RCfER Tp ELEVATION vl[v IDR R IlC 1B 910 X 3/4' F.H.V.S. SCREWS USED AND LOEATIOIIS 19 x 2'CKSEi fHV.$. (2) SCREWS PER HINGE INTO JAMD Ct LO (2) SCREWS AT EACH STRIKE PLATE I A10 X 13/4' V.S. KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK Vp00 SIDELITEE JAMB (2) SCREVS PER HINGE INTO JAMB 22' X 64' SINGLE PANEL GLASS EV-19 [V-20 i 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT W RE GLASS N P[ILYPR[IPYLEN RA - OC-I SIDELITE TRIM (WOOD) EV-21 LLD' -CLEAR rrHP[RFD CaAcc 43 - (ODL 5/16 x 1/2' MTL. TO BE PINE OR EOUIVALEN ® WOOD CASING VOOD EV-22 fBRO SIRE NBr SIDE JAMBS• AS RULL,IDHi NI - ITENS HOLDINGS u _ © SIDELITE HEAD JAMB VEIOD CV-23 1. 1/4, X 4 9/16, HTL TO BE PINE OR EQUIVALENT SIDELITE BASE EV-24 1 1/4' X 4 9/16- HTL. TO BE PINE OR EOOIVALENI POLYPROPYLENE LITE FRAME -1643. ODL-2 HP Polypropylene by ODL 16 •X 1 1/2' PAN HEAD SCREWS B PER FRAME CR S I 6' KCC •AEI SIDELITE STILES EV-26 ' D N• I R. IS/16' X I II/16' HTL TO DE PINE OR EQUIVALENT I PIN NAIL r( t" HAIL, 4. 111 IRON EBB. RAI B' DC 11CRArIER. USER (RI 141 N1R I DOW SILICONE 4995 APPROVED AS M1P�LwYDIG,�IVNpHE ))iE nATF , IMI T to ip PRODII NrROL p,ASIaT 911 L J(TFERillll DUILODIG CODE C0IIP1_W(CE OFFICE FIItfO>R6 Ki 61 ACCEPTANCE N0. D I-0 31 Y• Zy C@FL IO.'S AI3I-1029-EW-I SHEET 3 OF 6* RLMIIM LLIILR g 2 BY WOOD BUCK 1/4' SHIM MAX 3/4' �5i--= INTERIOR I 79MAX16• 80 11/16' MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 14995 APPROVED A9 CNA YWG HTTN THE sciin1 Ftomm mm.-- 5101c C CODE COLIPLONCE 1-1029-EW-1 SHEET.4 OF 6 RCVISIBH I[fl(R n OTHER DOOR CONFIGURATIONS to Im ... fWr fr yr w br:r K e w• F W � T w w. ... �. w ]IY• 1T� tl�t y tl�G a� q� ... .'. I w 1 — W r pWt Wa;VC �� rTw w 1 1 �.L.T.�r,[ t3T�t o• pt I/ VC W • 1 I w � 1 1 w A 1 1 1 OL VK1G ® tl yr w 1 • 1 1 Y 1 4 VCai • sw - _ LL 9KK ® P b nN• I 40 o p •. u _ _ n IK w P b WY• b PN ® �Cla..tM o.xxn • O ....-� r w "a Ir aLLr�.�c u " .:.'1'LIT..°. ,� u• rw w w ....��W Tw �w�t lj}{7'7IL�`rit, tl•• nxx �IL '.vvn w w ntrrv.uc o Jr vrw _ ec n.oc ® i Uwcwwc N 1 1 1 i n �a w" uwrT wYa r Ir •t a• oc roc "•c v� w 1 Ilr b nN• 0 APRiO: c0 AS COFIPLYUIG W., THE SOUTH FIrIM CODE jr��IT acre 0 av P P T "oL umsim -p BIDLOPIOCODECOL��OFF PII ACCEPTANCE NO.O. 'm a 31-1029-EW-I SHEET 5 OF 6 ISVIIIM LLlllr J DTI=IER DOOR PANEL STYLES 36" ,� [—M A X ®9� 79 1(� an no MAX Q � � �p� o0 000 �� 0� oo �0� 0n 00n a❑❑4 o00 BLANK InP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 4-PANEL IB-PANEL .OTHER SIDELITE STYLE S 36" -I rMAX ' 7 9�--_ ; I M X16 SL-ID SL-20 SL-30 �• SL-60 SL-50 ' SL-50B SL-69a SL-69B Du oa. an 9.9,9oa an as .as 9� o0 �� PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-B ©o �a® pp ®o v oo� 0o Ed 000 pp ❑0 ❑o ❑o 1111 0 FLUSH B-PANEL CROSSBUCK 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBRUV V/SCROLL EYEBROV 5-PANEL 5-PANEL V/SCROLL GYEBROV 0 0 p p• SL-69C 'SL-25 SL-55 SL-30D SL-40 SL-90A Sl-90B oa o� ap on o0 PD-9 PD-19 PO-11 PD42 PO-13 PD-14 1 1 �I •I i �: S= II II I; iiil jl 111 11 I � II II •�IIIII �i III( !�� 111 1 1 •, �i II II �J Il Ilti� ��� 111 1 111 PD 2) PD-20 PO-29 PO-30 . - PO-31 • Q n �Q� Uo0 o ❑ 000 �00 0 ❑ o 0 • PO-35 PD-36 PD-37 PD-38 PD-39 PD-40 PD-41 PO-42 PO-/3 PO-43A . PO-43B %I L Efrrw SL-90C SL-300 SL-30C SL-70 SL-Bo 00 00 0 '❑a PD-15 PD-16 PD-17 S W N g o,: r z r� iih V 0 U 2 ui b c' g PO-32 PO-33 PO-34 < a m a 31-1029-EW-1 SHEET 6 OF 6 e[vlsml ante A ,• M I A M I�DA�E PRODUCT CONTROL NOTICE OFACCEPTANCE Preindor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 to -NIIANII-DADE COUNTY, FLORIDA METRO -DARE FL:AGLER BU1LD.l,N'G 13UILDINC CODE CONIPLIA,tiCE 0FF1Cr Mi:'17to-DAIV FLAGLER.I3UILDING 140 WJiS'1' FI-AGI.I:l( S'1'1tI:ET. SIJFI'I: 160.1 MIAMI, 1'I,Oltli)A 3.i 130-15ti.i (305) .;75-2901 FAX (305) 375-290S C:U.\-1'1L1C'1'OI21,1(:)•:1ti1,\(: EL-1'10\ (305)375.2527 VA N(.10)375.255s C:(1.\"I'ILIC'fUli till ()12C:1?�IIC\ f I)Ivisjo (3U5)371-27GG 1�.�.\'(.lUt)375-_9U� 1'J(Un(:L-1' C:().Vl1,U1, I)1�'ItiJ()\ (305)375.21)U2 F,%.X(3U5)372.63.1) Your application for Notice of Acceptance (NOA) of, Enter-gy 6-8 S-W/E Outswing Opaque Single w/sidelites Rcsidential Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance b}' the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant flor quality control testing. If this product or material fails to 'perform in the approved manner, BCCO-nay revoke, modify,, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .approval, if it is determined by BCCO that this product or material- fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :kCCEPTANCE NO.: 01-0314.21 r< EXPIRES: 04/02/2006 Raul lcocinguez Chicf Product Control Division THISIS THE COVERSIIEET. SEE ADDITIONA1, PAGES FOR SPECIFICAND GENERAL CONDITIONS BUILDING CODE &- PRODUCT REN EW 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. :APPROVED: 06)0:5/2001 Francisco J. Quintana, R.A. Director Miami -Dade: County I3uildimg Code Compliance Of'licc 41:0450001\pc2000\ltemplateslnoLice acceptance cover page.clot Irltcrnct mail address: ltnstm;tstcr'%builcJin�co(Jcr)nlinc.cont ' Ifonlc to c: It(11t://lcltil�'.builtlin�� I " CU(ICUrtllllC.CUn1 Prerridor Entry Systems ACCEPTANCE No.: 61-03I4.2I APPROVED JUN 0 5 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this ' Noti.ce of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc 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-�V/E Outswina Opaque Sinald Residential,Insulated Steel Door �ti itl, SideIites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames witl, Bumper Threshold (Outs�ving),'' prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by tic Miami-Dadc County Product Control Division. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. LIrNlITATIONS 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 protcction system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systcm. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent Inbel with the manufacturer's name or logo, city, -state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIRENIENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identificd in Section 2 of this Noticc of Acceptance, clearly marked. to show the componcnts 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 systcm. Manuel Percz, P.E. Product Con •rol •xaminer Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 01-0314:21 APPROVED JUN D 5 r"r' J EMPIRES April02 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 (S) 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 [lie South Florida Building Cede affecting the evaluation of this product and the product is not in compliance Nvith'tlie code changes. b. The product is no longer the same product (identical) as the one originally: approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or proccss shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 3. Any of th'e following shall also be grounds for removal of this :lcccptance: 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 tlic Notice of Acceptance is displayed, then it shall be done in its cntircty. 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 tirne. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teriiiination and removal of Acccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTNCE �. Manuel erez, P.E., Product Co tro Examiner Produc ntrol Division 3' 4' MAX- 15" �X O.C. 15' MAX 0 C. 15' MAX O.C. A 15' MAX O.C. 15' MAX rrKLM1JUK .. (LN I LK(J Y EHAND) WUOD EDGE SINGLE DOOR WITH- SIDELITES IN WORD FRAME* WITH BUMPER ,THRESHOLD (OUTSWING) 00' MAX 4' MAX MAX 4' MAX — —4' MAX 3' MAX 3' MAX 3MAX 15' 14' 3' MAX -MAX @ MAX 4' MA 8 lAs, 1$' OIISL �•—•4'MMAX.%. I � _l5' MAX 47 t /16'. TOP OF DOOR TO 4 OF LOCI ER Hagj' KVIKSET 0EAOBOLI MD OCL 660 ICRICS OR HARLDC DEA OOIx I . I MOOCL -810' ?2 x 64' MAX DLO KVrKSCI LOCKSCT/ - . MODEL M200 SUMS •'•, ' OR MARLOC LOCKSCI ' MODEL 100 Ut IDIdCi '•. I/2' MINIMUM EMBEDMENT HEAD L SILL, (61 PER JAHO TE: 3/16' PFH TAPEONS MINIMUM EMBEDMENT 2' 5(APLES NOTL 5) A 80 11/16' IA.. MAX•• 1'4' . 6' AX MAX�MAX .MAX MAX MA rWe 4' MAX 3' MAXMAX KAX NOTES. 3MAX 3' MAX VOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAXAX 4' MAX —E-- MAX 'RDPERLY TO TRANSFER LOADS TO THE STRUCTURE. ➢8 x 1' 3/4' F.H.V.S THE PRECEDING DRAVINGS ARE INTENDED TO IUALIFY.THE FOLLOVING INSTALLATIONS. 3) PER SIDE FROM VOOD FRAME CONSTRUCTION WERE DOOR �_' JAMB INTO THRESHOLD TSTEM IS ANCHORED TO A MINIMUM TVO BY VOOD— PCNING. . MASONRY OR CONCRETE CONSTRUCTION VHERE RA OUTSVING L.H. OUTSVING OOR SYSTEM IS ANCHORED TO A MINIMA" TVO BY TRUCTURAL VOOD BUCK. ' MASONRY OR CONCRETE CONSTRUCTION WERE N JOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE RE VAIER RSRIRAII@I VIERS VAIER bIfILIRAfIa JEHBY�VpaIT 6UCK OR VITHOUt ANON -STRUCTURAL DUIREYfHI IS HEEDED + RCOUIac1ENt IS ADI HEEDED ALL ANCHORING SCREVS TO BE 110 WITH NIMUM 1 1/2' EMBEDMENT INTO VOOD SUBSTRAT[IN—fj­ X ! MASONRY. PCH TAPCI]HS'v(TH 11/2' MINIMUM EMBEDMENT TO MA , LNIIS SMALL EE DISIALLED ONLY At LOCATIONS PROtECIED it A CANT OR UNIT MUST BC INSTALLED VITA 'MIAMI-BABE COUNTY OVER" SUIT THAI TIC ANGLE RCIVLEN [It EDGE Dr. CAMTPY OR OVERIVJAi 'PROVED' S14UTTERS ID SILL IS LESS THAN 45 DEMEL ICILESS WIT IS INSTALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES IEIH•HANTARLE AREAS MORE TIE UNIT AND IIC AREA ARE DESIGNCD'TO D DOOR. THREE STAPLES PER JAMB INTO BASE ON SI➢ELITES. ACCEPT VAIER IWILIRAII@L LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE ADS AND SIDELITES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELf IC BASE ID:I u n alt K ZNERS ARE COPED AND BUTT-CINEIL TTldDYV(1STKpU cnm2 1 MORS SHALL BE PRE-PAINIED. VITH A VAIER-BASED EPDXY RUST FRITWE ARS SHALL BECR RAPRE-PAINrCO VITA AN INT VITH A DRY FILM THICKNESS CLATEX 0.9 To !X VAIERB SED/ PREMDRENTUY =Y TER -REDUCIBLE VHITE PRIMER VITH A ORY FILM THICKNESS OF DD i0 I? MIL. tiLNA mm sow APPROVED AS CO -LYIRG %%I i I, Inc i•OV T H F«EN)A SLIU111C CGL_ DY_ _ /l1AL, . 11J� PROCU �O`ROL OI•.95: IN U 9UILDW C00E 60:.1PLIANCE CPF;_E ACCEPTANCE ITO. DI - C3 iv. 2 T -1020-E W r.' SHEET I t7;. MD wo 112' ;LASS BITE SECTION A -A �� MAX`� GLAZING DETAIL O U T S V1I I N G OTHER CONFIGURATIONS n ri Ace MFRtrgT,,On3 Co-APLY61L 1•Ali THQ BY,Fn" C� PR0 T /iROL 01`ASIO/I RUAOINS CODE COi!PtbV10E OF ACCEPURCE 110. 0 1 - 0 3 I 1- 1 DZD-E W -0 PCET. 2 Q 6 -- ar-wm c 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/v INTERIOR WOOD NEAR JAMB rtm i nunnLR EW-12 COAMENIS — - - — — - 7-- 1 1/4' X 4 9/16' NIL. 10 O LUMPRLS51UN NEATHERSIRIP BE PINE OR EOUIVALCUT O 4Q WOOD STRIKE JAMB ALUMINUM W- 4 W- IOLKSCREEN R XS A 650 ( R I I/4' X 4 9/16' H1L. TO OE PIN[ OR EQUIVALENT -BUMPER THRESHOLp Ey_I3 PREMDOR BRAND OR EQUIVALENT 5 TOP CHANNEL EW-05 - 1 1/4' x 4 9/16' IPREMDOR BRAND - 1 11/16' 6 STEELK 26 tell v)OT - 20 GA -JID01 • m 1 STEEL ]EM 9 Y N FAN BASF FOAM - W. t(1 R�BLI RII 4AXI Q DENSITY 2.0 10 2.5 lbs./Ft' 9 BOTTOM CHANNEL Ev-04 PRENDOR BRAND - 1 II/16' - 20 GA STEEL l0 WOOD LUCK, BLOCK STRIKE STILE EV-00 4' X 9 1/2' NIL TO.BE PINE OR EQUIVALENT II HINGE STILC EW-07 15/16' X 1 11/16' MIL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER.PLATE EW-06 15/16' X 1 11/16' NIL. TO DE PIN[ UR EOUIVAICNI 17 4'x4' HIND[ EV-09 PREHOUR BRAND - 050' THICK- MIL TOPOLYETHYLENE BE 14 WOOD HINGE JAMB V-15 FIAGER BRAND HINGE OR EDUIVAIENF - 097 THICK (STEEL) IS B10 x 3/4' f}t4/S, - 1 1/4' X 4 9/I6' MIL TO BE PINE.d1R EQUIVALENI 16 110 X 2' F}LVS, (4) SCREWS PER HINGE INTO DOOR 17 RB 1� 6T SCREWS HIRTX)fli CA(Ti SIDELITE JMI INTO SIBELIIE, 4' GNN rR�1 MAX 15' 1: IIfRC' FIER IB )/ ' IyA Cp1T V/XDpIC)t jC U BI SIDELITE WOOD STILE RETER 1U ELEVATION VIEW, FOR 1 0T' SCREWS USCp AHD lOEA110N$ 19 FJLW.S. kB EV 07 15/16' X 1 11/16' NFL TO BE PINE OR EQUIVALENT LOCKSE'T SE (2)_SCREVS AT EACH STRIKE PLATE ®I BIO x 1 3/4' FJtW.S. KVIKSET BRAND 200 LOCI( OR MARL OC BRAND )DO LOCK (5) MAX SEREVS tlfwmi HINGE JAMB INTO SIDELHC JAMB, B'' rf$pi IO IB' OL NIEREAFIER iXS0' �_O TIC. VS tHER�EArJERIXE JMB WtO SIBELIT.JMI. V QINT FRUn 1 SCREWS Hit EAC)I WMa RHI an Mi WOOD SIDELITE JAMB EW-IB 1 1/4''X 4 9/16- MIL. TO BE PINE OR EQUIVALCNT 22' X 64' SINGLE PANEL GLASS EW-19 GLAS n OLrP TL r SIDELITE TRIM (WOOD) A P -164 - T DL- EW-20 WOOD CASING 5/16 x 1/2' MTL. TO BE PINE OR EQUIVALENT EW-21 rDR SIDE BT SITT JAMBS' AS EDUIVALCN - i HS 11(ti WOOD SIDELITE HEAD JAMB t4LLipti _ EV-22 1 1/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENT WOOD SIDELITE BASE EV-23 1 I/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME E-1643, ODL-2 HP Polypropylene by 0DL 06 X 1 1/2' PAN HEAD SCREWS 10 PER FRAME n PIN NAZI 10 EEED N' OC t ari 4' Llld NUT. DOW SILICONE #995 4' IN TItQI EB4 MX B' BL IFCWTER, USE1 IN RLLIOIS Ma IRIQ &PPRtri JASCOIlFLYRlOKTnln¢ F07HFtlil7T4 11TA11)FiQ a E JL7(t pj ( P ROLDM'MT DIAIDRdp CODE CDUPLU 'CE OFFICE PIT ACCEPTMCE ttq O t- D 3/ V. z t SIR Om-Arl TT ` 31-1020-EW-0 A\ SHEET 3 OF 6 R[VlilliT l[II[R p 1/4' SHIM MAX �TERIOR I 79MAX16-. 80 11/16' I MAX 2 BY WOOD BUCK SECT -ION C-C 1 1/4' -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING R31-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE 4995 "'UVF;G-*3 CC'-V YING"ITH THE L_ SOUTH Fy - a IT PATE PRI 911 L BvxmTGCO^Ecou�uHceoFTxa eltrsi RCCFPTA111.E No. 0 r' 011 V . L u "UM T4IDIF[CAI IUmS ANL 9ATFRIAI VAC Pfll YCFYRF ' F S (nLIOR RPFIfiNC' ew Sta[V! t0 U4 rawC t MIERIk U31 1-1020-EW-0 SHEET 4 OF 6. REVISION LEI111? 0 I II_I \ • .uLJLJI\ �,UI NI IUUNH I JUJU J .3 IMi AS CM;ALY11ID VRTH THE • w.z tWT:l fl [w Q���u .pp —]• nac Lr IE PRI rRDD1! T YinOL DIVISIDIT 911 L bDILLTIG CODE C0"APLWICE OFf E PII1S Ai CErGNCE H7.0 I- n_ a rev A - r+nxti. MAX x _ _ I _�; M; i 13• eux r oc 13• rwz 6c o O — 13• MAI DL 13 Kq; — OL I 1L L1w 1 i, X 6• IWx ]' "Al .• I'm .- Mx X 31-102o-EW-0 SHEET S OF 6 FYISIN tali, u 1 1ILK BUUK FANEL STYES- 36� I -MAX 00 11017 a� ❑0 uuu i"1(l�X _ o 00 DDuo OU aua BLANK IOP 6-PANEL 4-PA14EL 9-PANEL 10-PANEL 1U PAN[L 4-PANEL OTHER SIDELITE STYLES 30° -I I¢ MAX 79 JZ16° 0 Mnx 0 SL-10 SL-20 SL-30 SL-60 SL-50 SL-500 SL-69A SL-690 0o oa oo uo 00 on o0 Q 6� �� oa 00 00 oa PD-1 PD-2 PD-3 PD-4 PD-5 . PD-6 PD-7 PO-0 I--# A 9.99, PD-ID PO-19 PD-20 PD-21 PD-22 PD-23 PO-24 DO � BOB ❑ ❑ ❑ ❑ uuu you PD-35 PD-36 PD-37 , PD-3B PO-39 PD-49 PD-41 a o �00 130 On. D00 ❑ a UU FLUS11 U-PAWL CROISOUCK ❑ 0 ❑ ❑ 12 Pa11EL 4-PANEL 5-PANEL S-PANCL CYCBROV V/SCROLL EYEBRUV 5 PANEL 5-PANEL V/SCROLL EYEBRUV 0 0 0 SL-69C SL-25 SL-55 SL-300 SL-40 o � ' 0o as o0 na PO-9 PD-ID PD-11 PO-12 SL-90A A PO-13 ►�!! 111 rn l�01 .rt �'9 111 iii 111 j;Itli� r;l PO-27 I 1 '1 I 0 ❑� O PD-42 PD-�3 PO-43A PD-43B 0 � � a SL-90B SL-9uC SL-300 SL-3DC SL-70 f SL-BO Ud ou �� 00 0 PO-14 PD-15 PD-16 PD-17 a, V PD-31 PO-32 PD-33 0 d W PO-3/ g }� 0"L A¢ halm Y NREMD N Y SYS M Mlt, M •,w„ 511C Ul[Ra . 31-1020-EW-0 P111s a sar6? SHEET 6 OF 6 AMR (fig FORM 60OA-2001 FLO F Project Name: UN Address: ��j$ Pli1Q City, State:.k4ba Owner: ELECT Climate Zone: Cents 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi-fam 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft3) 7. Glass area & type . a. Clear glass, default U-factor b. Default tint C. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edge Insulatioi b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AI-1: Intern b. N/A Glass/Floor FDA ENERGY EFFICIENCY CODE R BUILDING CONSTRUCTION Florida Department of Community Affairs sidential Whole Building Performance Method A �Y • Builder: MARONDA HOMES Permitting Office: IC Permit Number: Jurisdiction Number: New _ Single family 1 _- 3 _ Yes _ 2223 ft2 Single Pane Double Pane 263.5 ft2 _ 0.0 ft' _ 0.0 fill 0.0 fe _ 0.0 f12 0.0 ft2 R=0.0, 136.0(p) fl R=4.2, 720.0 fe R=11.0, 992.0 ft2 _ R=11.0, 159.0 ft2 R=19.0, 1023.0 fN Sup. R=6.0, 95.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Ideating 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-n'ogrammable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Total as -built points: 25812 is 0.12 Total base points: 29999 PASS hereby certify that the plans �nd specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: P W4/uLD- DATE: Lp n�j L� I;. I hereby certify that this buildiri ' as designed, is in compliance with the Florida E ergy Code. OWNER/AGENT: DATE: Q EnergyGauge® (Versa Cap: 40.5 kBtu/hr _ SEER 12.00 Cap: 40.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons _ EF: 0.93 PT, Review of the plans and specifications covereci by this oF-T sr9TF calculation indicates compliance with the Florida Energy Code.Cl- Before construction is completed this v building will be inspected for 0 ' compliance with Section 553.908 Florida Statutes. coD WE BUILDING OFFI(-#:IAL: DATE: on, FI Rr,Do -1 FORM 60OA-2001 I ; SUMMER CALCULATIONS Residential Whole Building Performance Method A - � iDetails ADDRESS: , , , I II BASE GLASS TYPES .18 X Conditioned X BS M = Points Floor Area Type/SC .18 2223.0 26.78 10315.6 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BISPM = Points Type Adjacent Exterior 159.0 1712.0 0,70 1;90 111.3 3252.8 Concrete, Int Insul, Exterior Frame, Wood, Exterior Base Total: 1871.0 3364.1 Frame, Wood, Adjacent As -Built Total: DOOR TYPES Area X BSPM = Points Type Adjacent Exterior 17.0 20.0 1 60 '. 27.2 96.0 Exterior Insulated Adjacent Wood Base Total: 37.0 123.2 As -Built Total: CEILING TYPES Area X BS ' =Points Type Under Attic 1023.0 2•1,3 2179.0 Under Attic Base Total: 1023.0 FLOOR TYPES Area X Slab 136.0(p) Raised 0.0 Base Total: 2179.0 As -Built Total: ?M = Points Type 4324.8 Slab -On -Grade Edge Insulation )0 0.0 -4324.8 1 As -Built Total: PERMIT #: AS -BUILT --1 Overhang Ornt Len Hgt Area X SPM X SOF = Points W 1.0 6.0 30.0 57.68 0.97 1678.8 W 1.0 15.0 30.0 57.68 1.00 1724.2 W 1.0 4.0 9.0 57.68 0.92 475.1 W 1.0 4.0 6.0 57.68 0.92 316.8 W 1.0 4.0 6.0 57.68 0.92 316.8 S 1.0 15.0 30.0 48.22 0.99 1437.2 E 1.0 16.0 40.0 63.97 1.00 2549.7 E 1.0 15.0 30.0 63.97 1.00 1911.8 E 1.0 13.0 9.0 63.97 1.00 573.2 E 1.0 5.5 15.0 63.97 0.96 923.8 E 1.0 5.5 15.0 63.97 0.96 923.8 E 1.0 5.5 30.0 63.97 0.96 1847.6 W 4.0 2.5 8.0 57.68 0.45 209.1 W 4.0 7.0 5.5 57.68 0.70 220.9 263.5 15108.7 R-Value Area X SPM = Points 4.2 720.0 1.16 835.2 11.0 992.0 1.90 1884.8 11.0 159.0 0.70 111.3 1871.0 2831.3 Area X SPM = Points 20.0 4.80 96.0 17.0 2.40 40.8 37.0 136.8 R-Value Area X SPM X SCM = Points 19.0 1023.0 2.82 X 1.00 2884.9 EnergyGauge®DCA Form 600A-2001 • EnergyGauge®/FlaRES'2001 FLRCPB v3.30 1023.0 2884.9 R-Value Area X SPM = Points 0.0 -31.90-4338.4 136.0-4338.4 FORM 60OA-2001 SUMMER CALCULATIONS Residential! Whole Building Performance Method A -Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Point s Area X SPM = Points 2223.0 1114.31 31811.1 Summer Base Points': 43468.2 2223.0 14.31 Summer As -Built Points: 31811.1 Total Summer X SysteniI = Cooling Total X Cap X Duct 48434.4 Points Multiplier Points X System X Credit C = Cooling 43468.2 EnergyGaugelll DCA Form 0.426 I omponent Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) I 48434.4 1.000 (1.079 x 1.150 x 0.90) 0.284 0.950 14602.0 18543.5 48434.4 1.00 1.117 0.284 0.950 14602.0 EnergyGaugeWlaRES'2001 FLRCPB Q.30 FORM 60OA-2001 WINTER CALCULATIONS Residenti I! Whole Building Performance Method A - Details I` ADDRESS:,,, PERMIT #: BASE I AS -BUILT GLASS TYPES .18 X Conditioned X B PM = Points Floor Area Overhang 18 Type/SC Ornt Len Hgt Area X WPM X WOF = Point 2223.0 5.86 2344.8 Single, Clear Single, Clear W vt/ 1.0 6.0 30.0 13.25 1.00 398.4 • Single, Clear 1.0 15.0 30.0 13.25 1.00 397.3 • Single, Clear W 1.0 4.0 9.0 13.25 1.01 120.5 Single, Clear W W 1.0 4.0 6.0 13.25 1.01 80.3 Single, Clear 1.0 4.0 6.0 13.25 1.01 80.3 Single, Clear S E 1.0 15.0 30.0 9.90 1.00 296.0 Single, Clear . 1.0 16.0 40.0 12.37 1.00 496.0 Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.1 Single, Clear E 1.0 13.0 9.0 12.37 1.00 111.7 Single, Clear E 1.0 5.5 15.0 12.37 1.01 187.4 Single, Clear E 1.0 5.5 15.0 12.37 1.01 187.4 Single, Clear E 1.0 5.5 30.0 12.37 1.01 374.8 Single, Clear W 4.0 2.5 8.0 13.25 1.10 117.0 W 4.0 7.0 5.5 13.25 1.05 76.7 As -Built Total: WALL TYPES Area X B PM 263.5 3296.0 � = Points Type Adjacent R-Value Area X WPM = Points 159.0 Exterior 1.80 286.2 Concrete, Int Insul, Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 4.2 720.0 3.26 2347.2 Base Total: i Frame, Wood, Adjacent 11.0 992.0 2.00 1984.0 1871.0 3710.2 As- Built Total: 11 C� 159.0 1.80 286.2 DOOR TYPES Area X BWPM = Points Type 1871.0 4617.4 Adjacent 17 0 Area X WPM = Points Exterior 4.00 68.0 Exterior Insulated 20.0 5. 10 102.0 Adjacent Wood 5.10 102.0 Base Total: 37.0 � 17.0 .0 5.90 100.3 170.0 As -built Total: CEILING TYPES Area X B IPM�09L 37.0 202.3 Type Under Attic 1023.0 � R-Value P,rea X WPM X WCM = Points 0•64 nder Attic Base Total: 19.0 1023.0 0.87 X 1.00 890.0 1023.0 654.7 As -Built Total: FLOOR TYPES Area X B 1023.0 890.0 IP•M =Points Type Slab 136.0(p) ' R-ValuE: Area X WPM = Points Raised 11.9 -258.4 1 Slab -On -Grade Edge Insulation ' 0.0 0010 0.0 0.0 136.0(p 2.50 340.0 Base Total: '258.4 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-20C 1' [:=nergyGauger8/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential ;Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE ! AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 --0.28 -622.4 Winter Base Points: 5998.9 2223.0 Winter As -Built Points: -0.28 -622.4 Total Winter X Points System Multipliers I = Heating Points Total X Cap 8723.3 X Duct X System X Credit = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 5998.9 0.6274 i 3763.7 8723. 872333 1.000i 1 00 (1061.140x 92)0 416 0.950 393144 EnergyGauge- DCA Form 600A-2001 EnergyGaulje®/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER �EATING & CODE COMPLIANCE STATUS Residentigl!Whole Building Performance Method A - Details ADDRESS: , , , 1 ! PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Bedrooms Volume Bedrooms Ratio Credit =Total Multiplier 3 2564.00 7692.0 50.0 ' 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 1 7278.5 i CODE COMPLIANCE STATUS BASEAS-BUILT Cooling + Heating 1 Hot Water = Total Cooling + Heating+ Points Points Points Hot Water = Total Points Points Points Points Points 18544 3764 I 7692 29999 14602 3931' 7278 25812 PASS 04 THE ST4T COD WE EnergyGaugeTM DCA Form 600A-20i1 EnergyGauge&FIaRES-2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential whole Building Performance Method A - Details ADDRESS: , , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Exterior Windows & Doors 606.1.ABC.1.1 Exterior & Adjacent Walls 60� Maxim- cfm.s .ft. window area; .5 cfm/s .ft. door area. .1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends Floors from and is sealed to the foundation to the to late. 60 .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 606.1,.ABC.1.2.3 to the erimeterpenetrations and seams. 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 606 installed that is sealed at the perimeter at Penetrations and seams. 1;ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from Multi -story Houses 606 conditioned space, tested l.ABC.1.2.5 Air barrier on perimeter of floor cave between floors. Additional Infiltration reqts 606 1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE i MEASURES COMPONENTS SE must be met or exceeded bv all residences. ON Water Heaters 612. REQUIREMENTS Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Swimming Pools & Spas 612. breaker electric or cutoff (gas) must be provided External or built-in heat trap required. 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 Shower heads 612.1 efficient of 78%. Water flow must be restricted to Air Distribution Systems 610.1 no more than 2.5 gallons ner minute at 80 PSIG. All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the HVAC Controls 607.1� criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. i Insulation 604.1 Se arate madil accessible manual or automatic thermostat for each system. G02.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 600A-2001 EnergyGauge®/FlaRES-2001 FLRCPB v3.30 I ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi-famil 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Glass area & type a. Clear - single pane b. Clear - double pane c. Tint/other SHGC - single pane d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 9. Wall types a. Concrete, lnt lmsul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: luteii b. N/A TIMATED ENERGY PERFORMANCE SCORE* = 85.6 The higher the score, the more efficient the home. ELECTRIC.... New _ 12. Cooling systems Single family _ a. Central Unit 3 _ b. N/A Yes _ 2223 W c. N/A Single Pane Double Pane _ 263.5 ft' 0.0 ft' _ 13. Heating systems 0.0 fe 0.0 ft' _ a. Electric Heat Pump 0.0fe 0.0ft' _ b. N/A R=0.0, 136.0(p) ft _ c. N/A R=4.2, 720.0 ft' _ R=11.0, 992.0 ft' _ R=11.0, 159.0 fl' R=19.0, 1023.0 ff r� Sup. R=6.0, 85.0 ft _ 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (I-IR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, Cv-Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, IVIZ-H-Multizone heating) I certify that this home has com lied with the Florida Energy Efficiency Code For Building Coustruction through the abovellyergy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Cody coingliapt, features. Builder Signature: Address of New Home: *NOTE: The home's estimated er This is not a Building Energy Ra your home may qualify for energ Contact the Energy Gauge Hotlir information and a list of certified contact the Department of Comm Date: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 12.00 Cap: 40.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons EF: 0.93 _ PT, h� 0� -SHE STq a * a 1NCOD WEB rgy performance score is only available through the FLARES c,gmputer program. 79. If your score is 80 or greater (or 86 for a US EPA/DOE Ener gyStar'mdesignation), efficiency mortgage (EEAV incentives if you obtain a Florida Energy Gauge Rating. at .3211638-1492 or see the Energy Gauge web site at www.fsec:.ucf.edu for Zaters. For in about Florida's Energy Efficiency Code For Building Construction, pity Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.30) COUNTY UF 1A.MINOL[ IMPACT F[E S7�TEM[}D[ STATEMENT NUMBER 103-75634 DATE: DUiLDINS (CITY) COUMTY NUMBER: __________ UNIT ADERESS: ................................................ TkhFFIC Z[) I I.; __- J15RIEDICT10N: RT.IG PA CELoh~0/170 low Si)DDIVlSIOXTRACT PLAT BOOK: ��LAT B[�OK PAGE:��<^]�BLCCK: LOT: � ~ OWK[k hDDRESS. hPPLICANT-------------------------------------------------- ADDRESS --- -------------'/J-------------------------------------------------' - - ' LAND USE CATEGORY: 001 - Single Family Detached House TY['[ UUL: Residential WORN DESCRIPTION: Single Family House: Detached - Cunotructiwo -`---`------------------------------------------------------------------'------- FEE �EKEFIT RATE FEE UNIT RATE PER 0 �� TYPE TOTAL l%�[ iY[`[ DIST SCHEDULE DESC. UUIT OF UNITS .�����������������������������������������������������������������������'����'�� RUADS ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS ' -COLLECTORS KCRTH O dwl unit $ 142.00 1 $ 142.00 LIDDARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SQICO\'S CO -WIDE O dwl unit $1J84.00 1 $ 1,3U4.o() � AMOUNT DUE $ 2,285.00 3TA]'EME,11,-raRECEIVED BY: _�� _ SI TU�E ,��___3E PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND EHCUN[ TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. 1*1* ' DIOTRIBUTION: 1-COUNTY 3-CITY 2`-APPLICANT 4-COUNTY *TNOTE*::t PE|�COHS h!:Z[ ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING P\]RMI7. PEROOHS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, UD O0U[K, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EKERCISED BY FILING A WRITTEN RECUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGKATUKE DATE ABOVE, BUT NOT LATER THAN CERTlFICATE OF OICUPANCY OR OCCUPANCY. THE RECUEST FOR REVIEW KUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS \/(\Y BE PICKED UP, OR REOUES7ED, FROM THE PLAN IMPLEMENTATION OFFlCE: iT01 [hOT FIRST STREET, SANFORl), FLORIDA 32771; (407) 665-7474. S0YNENT EF[ULD PE NADE TO: CITY OF SANF2RD BUILDING DEPARTMENT 300 NODT|| PAR% /\VEXUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SYOULD RFFTR[HCF T||[ STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP L[FT OF TK[ HOTICE. 11=01I0 LJAT[MENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF Alt',,, FAMILY BUILDING PERMITAQAQ**QT*TV7T1*T&*T* CITY OF SA.NFORD ELECTRICAL PERMIT APPLICATION Permit Number: _ Date: _aL51o5____ The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Nlaronda Homes Inc., of Florida Address of Job: Electrical Contractor: Residential: DANIEL G. PUGLISI Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. State of Florida County of Orange Six,orn and subscribed before me this day of A icant's Signature 2003. EC00071663 State License Number Notary Public LAME PELLEGRINO CmmW 000=8W Eviw 7neraff saukd fhu (OMMUM RIOAd� �p CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number:. Date: _A�5__ The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Bi - - --- Lo+ 9 Mechanical Contractor: GARY CARMACK Residential Non -Residential By signing this application, I i3m stating that I Mechanical Code. State of Florida County of Orange Sworn and subscribed before me this day of InnLVVJ. Public am in compliance ith City of Sanford Applicant Signature _CAC043900 State License Number COMr 000232&9 Evkm �nsrloo� §W%W aru remti .� CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: ------- Date: The undersigned hereby applies fora permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Plumbing Contractor: Residential: __ WILLIAM T. SELF Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. State of Florida County of Orange / Swo and subscribed before me this Applicant's Sign t re day of 2003. CFC057039 _--__ State License Number Public IE PELLEiwI 6 Comm/ 0=3M (1on00 /tv (8WW. a_.21 City of Sanford "The Friendly City" .-- .. ::,•,��rt- . �4_: _ _.. ; _ ... _._ _. -- - - . -. , . ... _ _..., :r1:,. _ ..�=ref:-: ° D Application for Engineering Permit - This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: _ Right -of -Way Utilization `� ' Driveway THIS APPLICATION IS SUBMITTED BV: PROPERTY OWNERS)//A�P�PLICAAjN��T: y�y� y�/�o y� ` Applicant Name: _Y1�C t _�n� FirmC: 1%�t�L]1� /`1Lt S I 1 IC • O �IO�1ja Address: D R - KqA C. i p� 1 lS—L�lLl�ldLll�U____I�L�J�I 1 Phone 1. PROJECT LOCA 2. TITLE OF APPROVED DEVELOPMENT PLANS: APPROVAL DATE: — 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY (� !rJ Driveway Installation t_i Aerial Installation L_i Underground Utilities U Bore and Jack J Open Cutting of Roadway I_ Sidewalk Installation t_! Other S. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length (Feet) Number of Open Roadway Cuts 7. AERIAL INFORMATION: Length — (Feet) Number of Poles (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT. TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND. SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS, COST, -DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD, INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. ' CALL THE PEILIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION 48 HOURS j4EFORE YOU DIG CALL SUNSHINE 1-800-432-4770 22 2 Applicant Signature Ubb_Date: OFFICIAL USE ONLY Application;Nb-c Fee: Date: Reviewed: Public Works DATE: Utilities _. -- _ DATE: Approved: Engineering DATE: Engpmt.ptlt CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ______ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida 138 PINEFIELD DRIVE __—Lot: 19 ---- —Panel: Address of Job: 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. licant's Signature _ EC0001663 State License Number .al.S�1�4 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: 138 PINEFIELD DRIVE Lot:19 Panel: 4 Mechanical Contractor: GARY CARMACK Residential ----A/—_—__ Non -Residential �?JPII�QI �19110WI W CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 138 PINEFIELD DRIVE Lot: 19 Panel: 4 Plumbing Contractor. Residential: WILLIAM T. SELF Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. 1 Applicant's Signa e CFC057039 State License Number CITY OF SANFORD PERMIT APPLICATION Permit #: V — � y Date: July 31. 2003 Job Address: 138 Pinefield Drive lot 19 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: _sP,?88:m11--Q 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 Calc. 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:-i:669 VrA21 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0190 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 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. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records ofthis county, and there may be additional permits required from other governmental enities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/31 /03_ Signature of ent Date Russell Keith Summers Print Owner/Agent's Name &Lli 7/31 /03_ Signat{j .4f.tJo;tarY-State o Florida Date LAURIE PELLEGRINO = Y contnae Doa¢a2ttoa E4*u 711tY=r 1ftU(80o)632J2M Owner/Agent is _X_ Personally Known to Me or _ Produced ID 7/31/03 Signature o or/Agent Date Russell Keith Summers Print Contractor/Agent's Name 7/31 /03_ t ret.t.t�rotv� CaffoW 00023M Ettp w 711W& 07 Yare� -on taoo>s1a.�sns Hone. Notrtr M.e kv Contractor/Agent is _X_ Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Blg� F� 27 Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 1 5709.�$ Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO1901 19 138 PINEFIELD DR ORLN-CEL SUN13 LEFT SUNBURY I & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCE 7-98. These trusses are desinnPd fnr an Pnclnspd hidirlinn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 L/ B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 1 6-18-02 11 6-18-02 J 6-18-02 11 6-1 8-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY DATE: 1A 11 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 ,�,� ,`''-� F�wr. : �.$•' is 1pm oil I loll I I I I i....... g HIS-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLiNG, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the responsibility of the installer(builder building contractor licensed contractor, -ectororerection contractor) to prooerlvreceive unload store handle install and ace metal plate connected wood trusses to protect life and property, The installer fustexercise the same high degree of safety awareness as with any otherstructural .aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are 3sed upon the collective experience of leading technical personnel in the wood �t; i1r�C l l(J ��1'i iiu Iri�r h�?ti �19con r orhorere3trur,contr ;s�,r o ol3t,����the en�rr� baol;let , =i1 ; "$' Glri t al I?latc Co arcte 9. ,,erorr,:ih� i rr:s� nst t�Iic I *4,�c , rtlesrgra#e5co�tiit� t Lif©�.{rto thr , efl ]� ,� � Ali`. deb'• ,tbes� �r t' ya,,. H r t '3i � ,atr OIIO °`i�����, �r'�'' r,•.Yea'�"+.t�• x't+=�� • �l�J.�rt'� �.iiNicid�tY�t�'�� !'�"5i�i �"obt e;,ui"t,n, TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TRUSS STORAGE= ussess aEe - 0 "zo M��su o e'�p°t!ablos ����, i r�g�'` �iue�f•e�ucessfv, al�eral , ,•,.�.,... ,:}�'��ndlr►,�g5anr��s�m�di�u�n ai���'�'�' ��f���I NM i7K:1:,1 JhMJ1lDK.;15,^R-53e14✓t' SfA;'i�Aifd,'L".},i�ahll„nn'iF�,Yr �, j,�,, t Y {� t, vn.11•� ;i�"9� J�t� i"{ .'S ;;a '•'+�'J'4 M(i�l lry+1. .. MS[Ji .d'":7F.i4��i.•• LCL"i7KSY /:•.35FCA.� •• oeaai�tg,t4", : sia`Il�atiu .sh+,'In _ 55,eS �+tul'a i W -'Jag r ms 2UStlnvin trtiss s , 7� �EF-lk}n1�s�i(t�:l.ut,Li... a.vtl�b ^t ,�4, LP F� v� • • cvyY. It "�� LjU t1Ci @S 4t � '` G �r-tr", wv ti! +D�f�n no'vsto nitl'teS � � '��� �;aa �`' ill; H f'8�s' f f >r wr e . Ilylilif' ' oa o ;are.. _i�acgc� in a re �b•1imV f� o. ► no . �� � � i I ne!,Ye�da�gerous�ncl1�shorJi'd�" �`e�stii�6t�,� �«.�- >y.-ry T r t�ECi ., .Iz�� ����� u:1nR7oY�a�ml��r �z�a_c...r2�• ,+Zr.?�;i"4t�'."i'',.' Frame r f�4lj t�,yt�o.i I aG�a� D�TPt. WIMP Wig}Hit ISM }.'. Tag amine tF'117'�Yr i4 o,Qr 7 m ReJ:o en f�,,�P .gin a raso. �.�� ,.cwnr,} ..ay.���Mc.ctvx•�,. w. a"�F-�• u��.�,'R.ti` }'r.L� GROUND BRACING BUILDIh!'O'dE�TFRI0 ;1 ... kf�,��wIH r UND BFiAC9NG;' BU1"LDii�G 'EXTFRH0R "aJ 7ypicai vertical / ottochmenl End Well Plan � //" --'.. Blocking Ground Brace Vertical& (GBV) Typical horizontal tie member with multiple stakes (H-1) "rues of bra, oup of trusee (E8) Frame 2 171 12 ­7 4 or greater Vill, I, �isTOp'GHOAD'I�'u�ry�� i N 141 TOP CHORD ; ACE- M ITU 1 tH SPACING (DB PA'C GMB W! r Up to 32' 4/12 Over 32'- 48'_ 4 6' 10 7 Over 48'-60' 4/12 51 1 6 1 Over 60' See a registered professional engineer ur - wougias r-ir-Larcri SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Gre 041NII4M� 1A V, Tr r "N Topchordelhe are laterally braced can buckle Thp., togetherand cause collapse if there nodiago- ig, nal bracing. Diagonal bracing should be nailed to the und.raid' I the top chord when purlins so at. attached to the topside of the top chord. A urelbjc 5116 V-1lid "d.rep-9M. jp M unnNi .ici, amaR, io" �-,thu's'-s6A "�6i,`b severe .914 U. d 0 SPAN F;i DIFFERENCE C IN russes]im: Ill -:I, 'SPIDF1SPF/HF Up to 28' 2.5 7' 17 12 Over 28' - 42 3.0 69 6 3; Over 42' - 60' 1 3.0 5 3 Over 60' See a registered Professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10" or Gre ater Attachment Required - All lateral braces lapped at least 2 trusses. AttachmiE Required 12 "XI, MY, Top chord& that are I sterally braced can buckle togetherand cause collapse if there I, no djago. 4 nal bracing. Diagonal bracing 0I.culd be nailed to the underside of the tip &—d when purlim- ere attached to the toloside of the top choid. �SCISSaRS TRUSS- Frame 3 bx r,;k nmmw! f i I l i (H I rill Ng14lOV�n 0 „I��O�ljRD C E mu - ss6i� Up to 32' 48-i-F 60' Over 60' 4/12 4/12 4/12_ See a registered , IN MINE IMINIUMQ011 is, 15. 1 15, ! professional . — 20 1 5 10 7 6 I 4 enaineer —, I 4�*�,',"Z'-t,ii'dL';'-!;�-l! arch' SP =Southern Pine "I'SPF, 4� V I-f-` Spruce -Pine -Fir it.Ma. races ]a P ed at least 2 vr -trusses.: Mail 3 IM! th IU 1141 W. .............. Cross braciw.a -,ac i er th- ilding an at 20' n ery s MURAP y + tGN I�IJu l+l I Up 10 32' III� � rIl' I���I�. i I I 1 IIII .`•,dl I I �JI�II -30-W-- ;!p Ifp�tNINy .I I�'� I� I�! i YRNitOl�.IP�UG I I�O�J�bRlD� ' I IIioall Ulm 70P C140, 1-ill Fill, E s ruffs e"T 1!1.1 FAIR, 16 10 Over 22'- 48'1 42" 1 6. Over 48' - 60'1 48" 1 51 1 4 2 Over 60See a registered professional engineer DF HF Top chords that are laterally braced can buckle together and cause collapse if there Iona diago. nal bracing. Diagonal bracing should be noned to the underside of the top chord when purlins are attached to the topelds of the top chord. C�. N". EN w i-i-0-2- 11ZX4/ZX VNII:; "El! Continuous chordR I Top chord Lateral sr Nt T err` I 4"', - -j�g, Required Top chords that re I alffirallY braced can buckle ace togetherandes as collapse Ifthere, Iona diago- 10' or Greate qJV'%. ti nal bracing. Diagonal bracing should be nailed to the underside of tha top chord when purlins ere attached to the topolde of the top chord. I- `Q04111,Mt. rt Attachment 1-3 M Required 77777777 .......... ... -10 es or greater WN, Ir :Mta Continuous M 14- Emil Top Chord Lateral Brace I. f SO Required k, 10" or Greater 4 N1, Attachment Required . : 7. V ..: ti y�' r r rr I o� SPAN. ra �' S1i I r dr;; �� 1� '14nI.I-Yi P!I,' u{,uuR(IINIMUM „„ �lPITCJ,H�y,� �i'.''!�w�!9�iF�'1� � I Ni' I,✓I li'' I'� yi 11 J"u,r CtP11 , , ERALBF AC SPCINtG(L'B51a'�[y� � � i,�r,;,,"V"���'l;:'i3�Iµ�'p.�i rP QA°G�OfVA'�BRACE SP lC1NG DBS1 ` trussesj?� SP DF!:wl SPF HFI ".` Up ;0 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 ur - uougias rrr-Larcn HF- Hem -Fir 6' 6 4 rofessional en sneer istered � ,\ SP - Southern Pine • SPF - Spruce -Pine -Fir c y � ' Diagonal brace also required on end verticals. Top chords that are laterally braced can buckle togethera nd cause collapse if there is no diago. nalbracing. Diagonal braeingahould be nailed to the underside of the top chord when purline are attached to the topoide of the top chord. M.0.N,0 RCDSS;'?? Maxlrr Misplacement r... 11Y Line 12 ' —�3or 6 \ greater \ "\' / r<9 All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Grt Attach m r Reeuirec INSTALLATION Ti OLERAN EST1, Bow 1 T T +1W L(In) L(tn)' 6l(20o 'MY 50" 1 4" ' 10 " 1/ " 8,3' 150" 3/4" 12.5' Length L(In) Lesser of L/200 or 2" L(In) Lesser of Q200 or 2" 200" 1 " 16.7' 250" 1-1 /4a 20.8' 300" 1 1-1/2- 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES, gag HSI, 1;1NLf3JP13.. '' `s•I trvc �';�5eu.,k.*�. .is7 _.ro•rteuR,stal+;>:x," 1.��a r ..W a.r_..1} Frame 6 x KARONDA Si'STEMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax- (407) 321-3319 Date: March 5, 2003 To: Building Department From: MVlaronda Systems Tomas Ponce Professional Engineer State of Florida #0050069 Subject: 'VaBley Trusses All valley1russes labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. 1f you have any questions please feel free to call at 407-321-0064. 5ir. �erely Tom s .Ponce, P.E. Date: 3� 5[O3 PO x�•''••e��a •'• f�� ^vim _ • U No. OO,g()Gr3� - a STATE err DESIGN INFORMATION This desigsu is for an IndiM.W building component and Iota been based on Informatlan pmvidcd by the eUcnL The dnlgncr djmi,,jms any respanstbuity (or dwu.go as a result a faulty or Incorrect Information, speancallans wad/or designs fOrntahed In the truss deslgmer by the dlent and the mrmctum or accuracy of Urb Infounatkm as It tray relate to a spe. Utie pryed a1w accepts no responsibility or ceedses no control with regard to fabric - Uack b"'U'R , shipment and Insta9aUon of ' tr sin. This truss has been designed as an Indl"dtal building corepenent in accordance odor ANSI/TPI 1-19% and NDS-97 to be Inearyntatrd 03 part of the buWUng design by a Bundtng Dougrrr tre&te—d architect. a profo.tooai errilln-d. When tevtewed frr approval by.11se building designer, the design leadings'showtt must he checked to be sure that the data shown are to agreement with the loco building codes. local -Winne records far Rind oc snow loads. PrnJkd apeetOntlons or special applied loads. Unless shoo', truss has not hem d-4pred for storage or ararpantY brads. The design assumes ecompressbn etmrda ftnp or bottam) are couUnu- omty brand by abea 8 unless olbtrwba apccNcd. Where twtlam Chords In tension are nol fully booed hterany by a property alb rigid --met Prey should be br.csd at a ""Irvin' spacing of tO`-W— Connector plate shag be manufadnued from 20 gauge hot GWPPed t steel meeting ASTM A 653. Grad. 40. unless otherwise she, FABRICATION NOTES Pdur to fabrk-Ua . the fabricator shun reel® this drawing to verffy that this dmwt ng Is in eanformancs tvlth l)ne fahricatau'a plaoa and to reathe a conummng responsmDity ["such ved. O-U— Any discrepancies are to be pot in .00long before mttlrg err fabrlatloo. Plain ahaD not be wtancd over lmotholn. knots or distorted grain Manbers shun be col for tight 111" wood to wood bearing. Can. 'm"Or plates ahan be located on both faces or the truss with mans prUy tmbrAded and shall ba aym. about lherolnt unless allltralse shown- A Ss4 plate Is 5' -We x a' long, A 8.9 plate h Ir Mda x 9' lant Slats Rroks) rum parand to the Pbte length speedled. Double cob on areb mmnhvs span medal line bo cenld uflhe web. M unless others. shave. Co—clor plate aIza are a intone n am m es based on the forshoorn and may need ID be Weteaaed for certain hand. Dog and/or eredlo0 at,_m This lnrss is not to be fabricated -fib Ore rehudant [toted camber urdess otherwise almwn Fo' addlnanal informstloo on QaralUy C—L d refer to ANSIfM I-IM PRECAUTIONARY NOTES AD bracing and c eetbn recommendations are to be followed to accordance with -tsandlbg InsraUing Q Branco(, HIB-9I. Tlnsacsara w bo hardkd oath partlerbr tare during banding and brmdlbrg, delivery and wlanatimr to avoid damages Temporary and permanent btad g (or hatding In-- In . straight and plural, pm - Won and nor resisting html force chub be designed and —ailed by others. car rLd hand. Ung Is esecIEal and erection bncbng is ahvaya tequbed. Normal pt—uu—my a-M for trusses requibm such lempomy bracing during t staw= bdweea trtsaes to avoid toppOng and damiaoleg. The supervision d erection of passes a' be under the control of persons espedenced in the vet cation of truss, Prafeasterrat advice shun be aruglnt If acedea Conccornuor of..a..-... cU— had. gnester than the design bads shun not be applied to ttusan at any time. No bads other than the - wxlght of Lire erectors stall be applied to ttvsan until after all faster&j and bncing b cnmpleled. MOND VAI i FY VALLEYTRUS COMMON VALLEY VALLEY TRUSSES ITYP. IVIAKUNDA SYSTEMS WO: VALLEY SET IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL ES q 11 11 II UPPORR nTING TRUSSES 1I u TYP.) II II VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) * VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. i 214 OR 416 DIAGONAL WEBS 1 ua 316 REQUIRED WITH SPANS 2t4 GREATER THEN 25-0.0 316 \ 214 0-0.4 214 31B 2X4 214 214 214 316 OR 1 416 516 IF 214 OR 3tS 400 214 he 316 on U. - t 416 214 TI: VT QTYA 1t) WHEN DIGAONAL WEB PRESENT USE AS PLATE 11) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24' O.C. (TYP) 214 316 214 —J VARIES li UP (01 2A4 214 3x6 MAX. 6.0.0 O.C. (TYP) # 21/ MAX 0-0.0 O.C.ITYP) MAX. TRl19S SPACING BELOW • 45'D.C.O.0 SPANS UP TO 60.0.0 I TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP 02 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP 03 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) 1 Od NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 11d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE IS) OF WEB WITH 10d NAILS STAGGERED 8. O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN pLKM. ARE TL20 GA 7T'r MD PCR ANSI/TPI 1-1995 COOL. Support FMaronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 3-0 altsMDROOn Cr.OVIEDO.FL32786 Design: Afar(r Analysis VVAK141Nb: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: ' BraUng 511MM on this dra" Is not erteLiou bracing, wind bracing. portal bttttktg o shunar bra which h a pad d the p .ding design and oiUcln r.u.t be ca—td ed by the b.1ildlug designer. BumLng m2deIng shou,b for umIs lal support atom memtwm only to reduce buckling lutglh. Nwblorrs roust be made to anchor b4ral hnclrg al end. and -PccMed boUans determined by the bulldkig dnlgner. Addltiotat bracing of the overall slruetura may be required. (See H18•el of TP11. frrvaa Piste IrvUtutc. TPI, b Located at 9113 D•Onabio Drive. Madison. Wisconsin 53719). JOY P.477f: C:17'EE•LOKUORSC:ITEE.IOKUCAS Studs 0 6-0-0 o.c. ENg. Job: Dwg: DSgnr: TLY Chh- TC Live 16.0 Psf TC Dead 7.0 psi BC Live 0.0 ' psf BC Dead 2.0 Nf TO'CAL 25.0 wr Truss ID: VT Date: 4-1.1-01 Duff a - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criferia: TPI Code Desc: III1' DLVI.IUIVb DESIGN INFORMATION This drsfglt Is for on Indhidual buading mnpo.,en[ ..it ties bcon based on mfomnUan proAied by the client. Il,e designer dlsebhus any re,ponsrbUlty for da..,agea a tun of faulty or Incorrect bdo„tation, specifications lilid designs I.mbhed to U,e tnua designer by the eUent and file Correctness or accuracy al uhb h,Jonmuo.. u Ix may .elate .o ape- eUle project and accepts no responsibillly or ccmis- no caatrol,Nth -&..d to fabace. lion. iw III Fig. ehipme.t and Installation of lnoso. Th.. lrm.n Is be dgned a. an tndtrldual building componcnl Ine.laccordance with ANSIrITI I.1995 and NOS-9i to be incarpe.aled es fun of the building d-ig,, by. D,ujdb,d Dnlgr,er tregtstered ruehlleet or prafcvbnal engineer). When rc lc..d far „pproal by the building de,lguer, the design bodtngs shins„ must be el,eehed to be awe Ihat the dale shin", arc m agm=nt arIU, the local buUdng codes. local climatic,eeords for oJnd or.now hoods. pmfed .peclflcathona or apece,l ■pplled loads. Unless shoo,, truss has not been designed for storage or occupancy loads. The design assumes con,pre,abu chords Itep or bottom) are enuUnu. ..sly braced by sheaU,mg unto. other. -be apedpcd, %Vl,c,e button cho.ls in lenslon are not fully braced laterally Iry a Properh• applled ngld eeill.g. they should tx bn,ecd el . mexhnun, spacing of 10'•D' a.r. Connector plalo shall be manufactured Iran 20 gauge hot dlppcd galv.W ed steel meeWra ASTAtA 653. Grade 40. unless olherwbe sbann. FABRICATION NOTES Prior to fabrication, the fabricator shall review 01b dmwb,g to . tfy that this drawing is in m.,fornu nce -fit. Um labricalm s plain and to —Ill. a co I . I:" : g .eportsiblmy for such flcalbn. Any dr3eropa11o1r2i arc to be put n o lung before cinch& or fahv bellan. Flate, ah.0 not be nsta tied over knothole,. krtats or distorted grain. Ilitbers ah.11 be cut for tight film! wood to aond bearing. Con- nc,cw, plate shall be I.—I.d on both faces of the bruss aft III ra Us furry Imbedded and shall be s)mou . aht the font unless alhetnlse shoo,. A 5x4 pine Is 5- wide x 4' ling. A 6s0 plate b U, -We x m tong. Slots thole) ram parallel to the plate length specified. Double cub on well numbers .hall meet .1 the ce,drold of the —ten unless othe—Is..1. Connector plate .tie, are mnbnwa stzm Im,sed on the fnmc shatim and may need lobe nee.sed for certain hand. thug and/or crecllon sImscim. Tbb truss is not to be fabricated .1th ore retail healed lumber unless otherwise shorn. For additional nia—Uan oil Quality Control mrcr to ANSI/TFI 1-1993 PRECAUTIONARY NOTES AU bracng ..it crecoau, lecammendaUons am In be le Inimd to aceordanee ,.ith -i landing .-1.l111 p Bracing'• IIID-9l. T,,is. are to be hand).d a�11h pa.Uc.l r care during bandng and buodllnp dchicry.nd mshlUllon to .,old d.mag, Temporary and penr�anent bneng for holing hose, hia straight and plumb pw- Ilion and for re,bw,g lateral I-r— shall be de,lgncd .,,it nstaicd br other. Ce,clul h—d. tin, is .—flat and exeellan bract.& Is aln�ls required. Normal premullonaly action for trusses requires such temporary hraeh,g during nslalk,Uo, between trusses to scold lopplmg ernI ea.nmau,g. Th. saper.,.ran ar crectran of in__ shall be tmdv the Co.tml of passes cape,rier.¢d in the I,stall,l.oa of lfusse,. Professional advice shall be sought tr heeded. Cement. U a cal co.,atrucUon kraals &realer then the it' to- loads shall not be applied to In,s.cs al any Ihuc. No b,adi other I1.n the welghl of the crceton .lull M_ applied to Wsso -All -liar oil laacnbgt mn1 hracmg is Cal upletid. -IIP GIRDER IVIARONDA SYSTEMS 2X OF WO: HIP IL TI: I-IIP BLOCKING ADDED TO TOP CrIORD STEP *HIP TRUSSES TO SHORTEN. - _OSB" NOT TO EXCEED 24'IO.C. 0 BE NAILCD TO TRUSSES w/ @ 12'x ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING QTY:1 TYPICAL BLOCKING It.°IDS ,,off-11-A THING cD.l � STEP HIPS Lmaronda Systems 4005 MARONDA WAY SANI-01U), FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 'ago OnErIleROOit l-r.OVIEDO,FL32766 Defi fn: Morris do alrih VVIAHL11111li: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Uradng show on till} dnwtng Is "I e¢rlton hmtlnlf. tr4,d b,acl,g. laalal vim Jog car simr ilahracb,g whleb Is . Iurt of Ill. bulldog de,lgn nr,d .1ach .0 t be ears ldered by the b.,dk,g delxner. Orachrg shnwm 1s for lateral support of Imss .,embers onh- to reduce bueltlog Iengfh. fTorblo„s ,oust he tide to m,ehor L lenl meow al ends and speclll•_d k,e.11o.. delrnnoed IT tins huUJbg de,lg,rer. AddlOo,al bracing of File o.trail!trvclure nla), Ile It, uhed. Sue 111 t frnuss date bulllule.7P1, la logtcd .t 533 O'UnWdo Ud•e. AladLun• )lyyl'fPq. con.ln, 5771 �). Eug. Job: — Dwg: Dsgnr: 1'LY Chic: TC Live 76.0 psr 'I'C Dead 7-0 psr J3C LIVC 0.1) psr BC Dead 10.0 psr 'r0'rA1- 33.0 oar Truss ID. HIP . Dale: 10-20-00 DU1FaC - Ibr. - 1.25 Durrac - pit.-. 1.25 O.C. Spacing: 24.011 Design Clileria: Tlli Cade Desc: 5.3- 29 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or incorrect tnformatlon, specifications and/or designs furnished to the buss designer by the client and the correctness or accuracy of this Infornalion w It may relate to a spe- cBlc project and accepts no responsibility or exercises no control with regard to fabrtca- Lion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component N accordance with ANSIMI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer tregtstered architect or professional engmcer). 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 ch—tic records for wind or snow loads. project specifications or special applied (cads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxinaum spacing of 10'-0" o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in canfomunce with the fabricatoes 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 fhUng woof to wood bearing. Con- nector plates shall be located 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 &B plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sous based on the form shown and my need to be Inenased for certain hand. Ting and/or erection stresses. This truss is not to be fabricated with fire retardant treated hunber unless otherwise shown. For additional infomnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection tecommendatlom are to be followed Inaccordance with -Handling Installing & Bmeing'. lil"I. Trusses are to be handled with particular care during banding and bundling, dcWery and installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ihng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tnisses to avoid toppling and dombwing. The supervision of erection of trsses shall be under the control of persons experienced in the Installation of trusses. Prafessional advice shall be sought If needed. Concentration of construction (cods grater than the design Inds shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to onuses until after all fastening and bracing Is completed. IB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, CSiC, V- 125mph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION:. T- 0.05" RMB - 1.00 T 4-3-2 04-3 WO: SUNIV MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 TI: A 9TY:1 == ___= ==Joint Locations==========_=___ 1)= 0- 0-=0 5) 30- 0- 0 9) 7- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0--0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 11 7- 1, 16-0-0 11 7-0-0 1 3 1 5 00 5XIO 3X4 5X10 YAV T 3-10-3 0-0-3 n F9 30-" 10 9 8 7 2087# 3.50" 2087# 3.50" 140-0 in 30-0-0 1--0--0- (RO-11-11) I 430# 430# I (KU-il-11) EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A y CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is no erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a put of the building design and which must be considered by tire building destgncr. Bracing shown isfor lateral support of toss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. mde 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). $C Dead 10.0 psf Design Criteria: TPI LICENSE NW50068 (Truss Plata Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719)• Dese: FLA 18%0GREENBRWKMOVIEDo.r1.32768 TOTAL 33.0 psf V:06.02.02- 13798- 3 Design: Matrix Analysis JOB PATH: CAT£E-LOK11DBS1125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =________=====Joint Locations=====______=___ This design is for an Individual building BOT CHORDS: 2x4 SP #2 coniposite result of nultiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21-' 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 provided by the client The designer disciahns asaroati of anyresponsibilityfor damagesWorru 2x4 SP #2 3,5 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 Uon faulty or incorrect Infomatlon, specifications Wind Case- ASCE 7-98, C&C, V- 125uph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- bythe client and the correctness oraccuracy Support 1 734# Bld Type= Encl L= 40.0 ft W- 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 2 765# in INT zone, TC DL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 -734 BOT PIN ctfic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL exerclses no control with regard to fabrics- L/999 ' lion. handling. shipment and Installation of trusses. This thus has been designed as an L=-0.08s D=-0.08a T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual budding component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI 1-INS and NDS-97 to be incorporated T- 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 as part of the budding design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Designer(mglstered amhncct or professional enginecd. When reviewed for approval by the T= 0.03" 4- 5 -1637 0.39 9- 8 1568 0.47 buildingdmigner, the design loadings shown RIdB = 1.15 5- 6 -1582 0.32 must be checked to be score that the data shown 6- 7 -1794 0.37 are in agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied . rigid ceiling, they should be braced at a maximum spacing of I(Y-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 fabrfcawfs plans and to ma8ze a continuing respos sibUlty for such vert- Bcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both face of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum stun based on the forces sham and may need to be Increased for certain hand- ttng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For additional Infomallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Hand Wig Installing 3 Bracing-. HIS-9 1. Tn are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Tempomry 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 require such temporary bracing during Installation between trusses to amid toppling and dominotng. The supervision of erection of troves shall be under the control of persons experienced in the installation of Irusaes. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to tnsses —in after all fastening and bracing is completed. T 5-3-2 0-4-3 9-0-0 k12-0-0 9-0-0 Ilk 1 2 4 6 Q 4X8 2X4 4X8 .,rev 1-1 V AO JAY JAu 4-10-3 0-4-3 T�T 1 n n L 30-0-0 I, 12 11 10 9 8 1036# 3.50" 1036# 3.50" 1-0 1- 30-0-0 ! 14)-0 (RO-1- �� (RO-11-11) EXCEPT AS SHOWN PLATES ARE TI-20 GA TESTED PER ANSLTPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. ,lob: WO: SUNIV =Maronda SysteA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B ms CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing- wind bracing, portal bracing or sirnflar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bmcing is for lateral BC Live 0.0 psf n O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to ruce buckling Length. Provisions must be reduce made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 f Design Criteria: TPI TOMAS PONCE P.E. Additional brcng of the overall structure may be required. (Sce HI8-91 of TPI). . Ps Code Dese: FLA LICENSE #0050068 rRtss Plate Institute, TPI. is totaled at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK MOVIEDOXI-32766 TOTAL 33.0 psf V:06.02.02- 13799- 3 Design: Matrix Analysis JOB PATH: CJTEE-L0KV0BSU25MPH1SUN/V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ ====Joint Locations=====__________ This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of nultiple loads. 1) Oa=O- 0 6) 23- 7- 4 11) 11- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 provided by the cllent- The designer disclaim 2x4 SP #2 4,5 continuous) braced unless noted otherwise. Y 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 any responsibility for damages as a result of faulty or incorrect information.spccinc,tmn, wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs fumtshedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the rnneetness or accuracy Support 1 727# Bld Type= Encl L. 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as a may relate to a spe- Support 2 769# in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type cifle project and accepts no responslbiltyor MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1035 81 -727 BOT PIN " exemtsn no control with regard to fabrica- tion. handling• shipment and installation of trusses. This truss has been designed as an L-- 0 . 07 " D-- 0 . 07 " T-- 0 .14" ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/tPl 1-1995 and NDS-97 to be incorporated T- 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 of MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 i D sign((art g1sterd archnenbyeBuilding Designer (t When dnwed for a professional by engfncerj• When reviewed for approval Icy the T- 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 , building designer• the design loadings shown FafH = 1.15 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown 6- 7 -1777 0.43 are In agreement with the local building codes, local climatic records for wind or snow loads. prefect specifications or special applied (cods. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmperly applied rigid ceiling, they should be braced at a maximum spacing of IO'-O' o.e Connector plates shall be manufactured from 20 gauge hot dipped gahvniwd 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 fabmlcatoYa 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 knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bmnng. 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 US plate is (- wide x it long. Skins (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 at= are minimum at= based on the forces shown and may need to be increased for outnba 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 guagty Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing. HIB-91. Trusses ale to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tosses In a straight and plumb pos- itlon and for misting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautlonary action for masses requires such temporary bracing during Installation between trussrs to avoid toppling and dommoing. The supervision of election of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of colstntction Inds grater than the design loads shall no be applied to trusses at any time. No loads other than the weight of the eredom shall be applied to trusses until after all fastening and bracing is completed. 11-0-0 k8-0-0 1, 11-0-0 Ilk I 2 3 4 I6 4X6 3X4 4X6 6-3-2 0-4-3 Tr� I 5-10-3 0-4-3 __L I n R L 30-M L 13 12 11 10 9 8 1036N 3.50" 1036N 3.50" 1-0-0 Rio-11i1� � f 30-0-0 (Ball-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.2094 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: SUNIV LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C y CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing Isfor lateral BC Live 0.0 psf n O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 shown support of thus 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 Dead lo.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the ovemil structure may be required. (See HIB-9I ofTPI). Code Dese: FLA LICENSE #0050068 (Truss Plate institute. 1". Is located at 5a3 D'Onofno Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.vt-32766 I TOTAL 33.0 psf V:06.02.02- 13800- 3 Design: Morris Analysis JOB PATH: CATFE-L0KU0BSl125AlPHISUV1V HCS: 06.02.02 JB: SUNBURY I AC: 109 UPLIFT D.L. WO: SUNIV WE: TI: D BTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the -----joint Locations=====_____=____ This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 component and has been based on information WEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13-� 0- 0 provided by the client. The designer disclaims 2x4 SP #3 1,7 continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- Q- 0 anyresponsibilityfor damages aspecifications result ions of faulty or iInfonnatmn, specifications Wind Case- ASCE 7-98, C&C, V- 125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 and/or designs furnished tothe truss deslgner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy Support 1 716# Bld Type. Enel L. 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as K may relate to spe- Support 2 752# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 69 -716 BOT PIN clllc proJect and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLt exercises no control with regard to in,).- L/999 of trus handling, shipment and designed trusses. ThV truss has been designed as an L=-0.06^ D=-0.07" T=-0.13" .. TC ... FORCE ... CSI .. BC ... FORCE ... CSI individual budding component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 ANSI/7P1 1-1995 and NDS-97 to be incorporated T= 0.07" 2- 3 -1304 0.47 11-10 1522 0.41 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28 Designer (registered architect or professional engbnmri. When reviewed for approval by the T= 0.03" 4- 5 -1308 0.48 9- 8 1522 0.41 building designer, the design loadings shown I2AfB 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sure that the data shown = are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied ttgid ceding. they should be braced at a maximum spacing of Id-0' o.e Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown. Ilk 1 2 5 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing is in conformance alth the (abrieuutae. plans and to realize a continuing responsibility for such veri- fication. Any dlscrepandcs are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distnrted grain. Members shall be cut for tight fitting wood to wood basing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate M 5' wide x 4' long. A US plate is 6' wide x 8' long. Slots (hoks) 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 atzes are mintmum sizes based on the forces shown and may need to be increased for certain hand. Itng and/or ereellon stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bmeing and erection tecommendatlom are to be followed in accordance with-Handlmg Imtalllng & Bracing. HIB-91. Trusses are to be handled with particular cue during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for reslsting lateral foices shall be designed and Installed by others. Careful hand- Itng Is essential and erection bracing Is always required. Normal precautionary action for to requires such temporary bracing during installation between tr to avoid toppling and donamoin& The supervision of erection of tresses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. 0 7-3-2 0-4-3 T7� I 4X6 4X8 -6 00 6-10-3 0-4-3 1 R R Ilk 30-0-0 12 11 10 9 8 51 1036>i 3.50" 1036# 3.50" 1-0-0 1-" (RO-11-11) i r 30 0 0 �— I (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV rM!Iaronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D y CONTRACTOR. BRACING WARNING: Dsgm: TLY I Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bmcing or stmfiar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer. Bracing is for lateral BC Live 0.0 psf O.C. Spacing: 24.0 " (407) 321-0064 Fax (407) 321-3913 shown support of mass members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spectfled locations determined by the building designer. BC Dead 100 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overallstructure may be required. (See H1B-9l of 7P), . Ps Code Desc: FLA LICENSE #0050068 Fruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). t E900REMBROOKCLOVIEDo.Fl.a2766 _ TOTAL 33.0 psf V:06.02.02- 13801- 4 Design: Matrix Analysis JOB PATH: C:I7'FF-I.0KU08S1125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ===_ = ====Joint Locations=====_========= This design is for an individual building BOT CHORDS: 2x4 SP #2 ccuposite result of nwltiple loads. 1) 0 0- 0 5) 19- 9- 2 9) 21-' 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 provided by the client. The designer disclaims 2x4 SP #2 3,4,5 continuously braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 anyresponsibilitylordamagesasaresutiof faulty or incorrect Information, specifications Wind Case- ASCE 7-98, C&C, V. 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs fumishedtothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorectnessoraccuracy Support 1 680# Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 2 718# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 74 -680 BOT PIN citicProject and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Iugpact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -718 BOT H-ROLL exeretses no control with regard to fabrica- L/999 tion. handling, shipment and Installation of trusses. This truss has been designed as an L=-0.07" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI indlvldualbuildingtbtnponenlNaccoidancewith MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI1-10%and NDS-97 to be incorporated T= 0. 06" 2- 3 -1570 0.31 11-10 1291 0.44 Part of m n of the building design by. Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered a or professional engneed• When reviewed wed for approval by the T= 0. 03" 4- 5 -1144 0.31 9- 8 1513 0.48 building designer, the design badiapp shown RMB = 1.15 5- 6 -1570 0.32 most be checked to be sure that the data shown 6- 7 -1746 0.37 are In agreement with the local building codes. local climatic records for wind or snow Inds. project speclf1wtions or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom] arc continu- ously braced by sheathtng unles otherwise specified. Where bottom chords in tension are not fully braced Laterally by a property applied rigid ceiling, they should be braced at a 15-0-0 15-0-0 maximum spacing of Io'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 3 5 6 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. O 0 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrkatofa plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Mies shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malls fully imbedded and shall be sym. about the joint unless otherwise shorn. A 5x4 plate is 5' wide x 4' long. A US plate Is 6' wide x B' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sire are minimum slru based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed inaccordance with -Handling ImataBmg @ Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding louses in a straight and plumb pos- Won and for restating lateral fames shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses regWrei such temporary bracing during Installation between trusses to avoid toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experienced in the tastallatlon of tresses. 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 erector shall be applied to trusses uric after all fastening and bracing is completed. 4X6 8-3-2 0-41-3 7-10-3 04-3 f9 P9 30-0-0 L '112 11 10 9 8 1036# 3.50" 1036# 3.50" (RO11-11) I 30-0-0 I (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: bUNIV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E y stems CONTRACTOR. BRACING WARNING: Dsgflr: TLY I Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this dmwmg Ls not erection bracing wind bracing, portal bracing or stmil- bracing TC Dead 7.0 psf DurFae - Plt: 1.25 SA N FORD, FL. 32771 which Is a part of the building design and which must be mmtdered by the building designer. Bracing for Lateral BC Live 0.0 ps r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is support of truss members only to reduce buckling length. Provislom must be made to anchor Lateral bracing at ends and speeifled locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPn. Ps Code Dese: FLA LICENSE #0050068 fi'russ Plate Institute, TPI, is heated at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890GREENBRooacr.ovlerOX1.327e6 _ TOTAL 33.0 pSf V:06.02.02- 13802- 4 Design: Afarrix Analysis JOB PAIN: CATEE-LOK1JOBSII25MPHLSUNIV HCS: 06.02.02 JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: E1 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =________=====Joint Locations =====ram= This dcstgn Is for an Individual budding BOT CHORDS: 2x4 SP #2 courposite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21-• 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15-. 0- 0 provided by the client. The designer disclaim for anyyor 2x4 SP #2 3,4,5 continuously braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 cibWty infrmaagesasaresuhof faulty or correct information. specNcatbns Wind Case- ASCE 7-98, C&C, V. 12 h, 5II4] 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/ordeslgns furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuacy Support 1 616# Bld Type= Encl L. 40.0 ft W= 30.0 ft Truss X-Lose Vert Horiz Uplift Y-Lose Type of this Information as itmay relate to a ape- Support 2 714# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 1-12 990 61 - 616 BOT PIN chic project and accepts no respom1billtyor exerctses no control with regard to fabrfca- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing R III�a g g eq 29-10- 4 1036 0 -714 BOT H-ROLE. Lion. handling. shipment and Installation of L/999 trusses. This truss has been designed nsan L=-0.07" D=-0.07" T=-0.13" ..TC... FORCE ... CSI ..BC...PORCE... CSI tndMdtlalbufldtnglbnlponentinaccordancewith MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ANSIrM 1-1995 and NDS-97 to be incorporated T- 0.06" 2- 3 -1570 0.34 11-10 1291 0.44 as part of the building destgn by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 engIneer). When reviewed for approval by the T= 0.03 ° 4- 5 -1144 0.30 9- 8 1513 0.48 budding designer. the design loadings shown = jiMB 115 5- 6 -1570 0.32 must be checked to be sure that the data shown . 6- 7 -1746 0.37 are In agreement with the local building codes. local climatic records for wind or snow loads. project spec8lcatlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or bottom) are contlnu. ously braced by sheathing unless otherwise speckled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a 15-0-0 15-0-0 maxtimmf spacing of I0'-0' o.c. C"MCCIor plates shall be manufactured from 20 gauge hot 1 2 3 5 6 dipped galvanized steel meeting ASIM A 653. Grade 4O. unless otherwise shown. Q O FABRICATION NOTES 4X6 Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conform nce with Ilse fabrtcatoYs plans and to -It. a continuing responsibility for such -1- llmtlon. Any discmpanclrs are to be put in 3X4 3X4 writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted gain. Members shall be cut for UPI fitting wood to wood bearing. Can - nectars shall f locoed an both faces of the t� wrybe Imbedded and shall be 8-3-2 6X8 6X8 7-10-3 sym. about the joint unless otherwise shown. A 5x4 plate b 5" wide x 4' long. A US plate is 6' wide x 8• long. slots (holes) run parallel to the plate length specified. Double cuts on web member shad meet nt the centrold of the webs unless otherwise shown. Connector plate sizes 0�-3 04-3 are ntininum sizes based on the forces shown and may need to be Increased for certain hand - - stresses. This truss is not to be to and/orsic erection with with fire retashown. treater[ r Unless lumber unless otherwise shown. For additional 3X6 3X4 6X8 3X4 3X6 idormatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES n All bracing and erection recommendations are to be followed in accordance with -Handling L 3"-0 Installing a Bracing. HIB-91. Trusses are to i1 12 11 10 9 8 be handled with particular cue during banding and bundling. delivery and tnstadatbn to amid 990# 3.50" 1036N 3.50" damages Temporary and permanent bmctng for holding trusses in a straight and plumb pos- [Lion and for foisting lateral forces shall be 30-0-0 1-0-0 designed and Installed by others. Careful hand- (R0-11-11) ling is essenthl and erection bmeing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 requlmd. Normal precambnary action for trusses requires such temporary bracing during Installation between muses to amid toppling and dominotng. The supervision of erection or trusses shad be under the control of persons caronda Systems II WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: SUNIV Truss ID: E 1 experienced in the installation of trusses. Professional advice shall be sought g needed. CONTRACTOR. DSgnr: TLY Cbk: Date: 6-18-02 Concentration of construction loads greater than the design Inds shag not be applied to BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 trussesat any tine. No loads other than the 4005 MARONDA WAY Bracing sham on this dmwmg is not erection bmchi& wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 Weight or the after all shag be applied c trusses unto otter ng fastening and bracing $A FORD, FL. 327) which I a part the budding design and winch must considered by the budding designer. Bracing is for laical BC Live 0.0 f O.C. Spacing: 24.0" 2 (407) 321-0064 Fax (407) 321-3913 sham er support of truss member only to reduce buckling length. Provisions must be reduce pS Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bmcing BC Dead 10.0 psf Desl n Criteria: TPI of the Overall structure may be mqulmd. (See HIB-91 of TPI). ..1g Cade Desc: FLA LICENSE #0050068 (Truss Plate Institute. TPI, I% located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). 18900REENBROOK MOVLEDO.FL32766 TOTAL 33.0 psf V:06.02.02- 13803- 42 Design: Alathr Analysis JOB PATH: CATEE-LOKUOBSI125MPIRSUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =________=====Joint Locations=== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed t0 be 2) 5- 4- 1 4) 9-10-13 provided by the cbcnL The designer disclamis continuously braced unless noted otherwise. - any responsibility for damages as a result of faulty orinmrrectinformatlospecifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V. 125mph, ------------ TOTAL DESIGN LOADS ------------ and/or furnished to the wssdesigner Support 1 580# H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Uniform PLF From PLF TO by theclient and the correctness or accuracy Support 2 340# Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this informsuon as It may relate to a spe- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 cuk project and accepts no responsibility or Support 1 275# Impact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION---=- tion. an�cs li control with regardtofabrtco- llon, handling, shipment and Instnihtlan of MAX LIVE LOAD DEFLECTION: X-LOc Vert Horiz lift Y-LOC � 1Y1x' trusses. Thistnusshas been designed asan L/999 ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 2- 8 208 275 -580 BOT PIN IndWldtialblifldingcomponent inatxoldancewlth L=-0.02" D= 0.00" T=-0.02" 1- 2 635 0.54 5- 4 -782 0.42 9- 9- 0 423 0 -340 HOT H-ROLL ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.42 as part of the building design by a Building T. 0. 03" Designer (registered archnect or pmfesslonai englnced. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer. the design loadings shown T. 0. 03" must be checked to be sure that the data shown arc In agreement with the local building codes. no - 1. 00 local climatic records for wind or snow Inds, project specifications or spectal applied loads. Unless shown, taus has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- I� 9-10-13 L ousdy braced by sheathing unless otherwise specified. Where bottom chords In tension are j 2 3 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxbnum spacing of Ia-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, 2X Grade 40. unless otherwise sham. FABRICATION NOTES Prior to fabrication, the fabricator shall mvim this drawing to verify that this drawing is in confomtantt with the fabritatofs plans and to mallze a continuing responsibility for such vert- fic Lion. Any discrepancies are to be put In 2X writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut 3-9-14 for tight fitting woad to wood bearing. Con- 4-3-11 nectar plates shall be locoed an both fates 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 e' long. Slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size _ are minimum aims based on the form shown and may need to be increased for ocnaln hand- ling and/or erection stresses. This inns is no 3X6 3X4 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1_1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bmcbag', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral form shall be designed and Installed by others. Careful hand - Wig is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall no 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. 1-6-2 I 1 I I 9-10-13 5 4 209# 4.95" 423# 2.50" Dia 9-10-13 I (RI-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WV: 5UNIV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 6-18-02 TIC Live 16.0 psf DurFaC - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnllar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral buckling BC Live 0.0 psf O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Dria: TPI esign Criteria: TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ps DeritriteFLA LICENSE #0050068 muss Plate Imtltute, TPI, isca located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1890 GEE.NBROOKMOVIEDOXI-a27ss TOTAL 33.0 psf V:06.02.02- 13805- 4 Design: Matrix Analysis JOB PATH: C.'17EE-L0KV08SI126FlPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =________=====Joint Locations=====__________ This design is for an individual building BOT CHORDS: 2x4 SP #2 ccmposite result of multiple loads. 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer disclaims continuously braced unless noted otherwise. for damages as a resailt of incoility for any y or incorrect spa mull faulty or PROVIDE UPLIFT CONNECTION PER SCHEDULE • Wind Case- ASCE 7-98, C&C, V. 12 h, 5mp ___________ _______ - TOTAL DESIGN LOADS ____ and/or designs famished to the truss designer Support 1 594# He: 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Uniform PLF From PLF To by the client and the correctness or accuracy Support 2 326# Bld Type= Encl L- 40.0 ft W- 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 of this Information as It may relate to a ape- PROVIDE HORIZONTAL CONNECTION PER SCHEDULE in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 elfle project and accepts no responsibility or Support 1 275# Impact Resistant Covers and/or Glazing R MAX. REACTIONS PER BEARING LOCATION----- exercises no control with regard to fabrtn- Lion• handling, shipment and installation of MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Typd trusses. This truss has been designed as an L 999 .TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 5-11 214 275 -594 BOT PIN Individual building component in accordance with L=-0.01" D= 0.00" T=-0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 130T H-ROLL ANSI/TPI 1.1995 and NDS•97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -55 0.38 as part of the building design by a Building T= 0 . 02" ' architect or professional Designer(registeredreviewed engiaeerl. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadinpp shown T- 0. 02" must be checked to be sure that the data shown are in agreement with the local building codes, RMB = 1. 00 local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been deigned for storage or occupancy Inds. The design assume compression chords (top or bottom) are continu- 9-10-13 ty misbraced by sheathing unless otherwiseIk �1 specified. Where bottom chords in tension are 2 3 not fully braced laterally by a properly applied rigid mflb , they should be braced at a 4.24 maximum spacing of 10`-T o.c. Connector plates shall be manufactured from 20 puge hot dipped galvanized steel meeting AM A 653, 2X 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- ncatlon. Any discrepancies are to be put in 2X w rlttng before cutting or fabrication. Plata shall not be Installed over knotholes. knots or distorted grain. Members shall be cut 3-9-14 for tight lining wood to wood bearing. Con- 4-3-11 nectar plates shall be located on both face of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A BxB plate Is 6' wide x 6' long. Slots (holes) run parallel to 0-3-14 the plate length specified. Double cuts on web members shall meet at the cenuoid of the webs unless otherwise shown. Connector plate stye _ are minhnum sues based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This thus Is not 3X6 3X4 to be fabricated with fire retardant treated [=her unless otherwise shown. For additional Infornatlon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES AB bracing and erection nxomtaendatlom are to be followed in accordance with 'Handling Installing @ Bracing-. HIB-91. Trusses are to be handled with particular cue during banding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing for holding tresses in a straight and plumb pos- Itlon and for resisting lateral (ones shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for muses requires such temporary bracing during installation between trusses to avoid toppling and donlnoing. The supervision of erecUon of trusses shall be under the control of persons experienced In the installation of muse. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastereing and bmetng is cornpicted. 1 I M 9-10-13 5 4 215# 11.31" 417# 2.50" �1-6-2-2 9-10-13 �(R1-6-0)�-6-0)) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4873 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jobe . SUNIV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 y stems CONTRACTOR. BRACING WARNING: Dssnr: TLv Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing for lateral BC Li 00 PS f O.C. Spacing: 24.0" 321-0064 Fax (407) 321-3913 shown Is support of truss members only to reduce bucklinglength. Provisions isns must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead . 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may beRw�d. (SeeHIB-91of,PI). � Code Dese: FLA LICENSE #0050068 (Russ Plate Institute. TPI, is located at 593 D'Onofrto Drive, Madison. Wisconsin 53719). 1890 GREENBROOK cr.OVIEDOA.327W TOTAL 33.0 PSI` V:06.02.02- 13807- 4 Derign: Matrix Analysir JOB PATH: C:17EE-L0KU0BS1125MPHISU1V/V HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building emnponent and has been based on Information Provided by the client- The designer discLvms any responsibility for damages as a Mull of faulty or Incorrect information. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- eNe project and accepts no responsibility or es..relsn no control with regard to fabrica- ... handling, shipment and Installation of UUMM This truss has been designed as an individual building component In accordance with ANSI/Tpl 1-1995 and NDS-97 to he Incorporated as part of I he building design by a Building Designer (registered architect or professional engneer). When reviewed for approval by the building designer, the design loadings shown must be checked to he sure that the data shown we In agreement with the local building codes. local climatic records for wind or snow loads. Orgo f apec(firrtlons or special applied loads. Unless shown. truss has not been designed for storage or owrpancy Inds. The design assumes conPresslan chords (top or bottom) are cmttnu- owly braced by shealhing 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 mammas spacing of Id-0' o.e Connector Plates shall be manufactured from 20 gauge hot dipped gal anlmd 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 fabrfealor's plans and to realize a continuing responsibility for such vert- fkauon. Any discrepancies are to be put in writing before cutting or fabrleauar, Plata shall not be tnst,11 over knothole, knots or distorted grain Members shall be ed for light pang wood to woof bearing. Con- nector plates shall be located on both faces of the inns with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x V long. A 8x8 plate is B' aMe x 8' long. Slots (hots) 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 strn ate minimum sizes based on the fonts shown and may need to be increased for certain hand- tng and/or erection alm,sn. This truss is awl to be fabricated with fire retardant treated lumber unless Whowtse shown. For additional to(ornatlon on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendallons are to be followed inaccordanee with -Handling st inallg & BracinC. HIB-91. 7Yusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemranent bracing for holding trusses in a straight and phunb pm. nlon and for resisting lateral forces shall be designed and installed by others. Careful ha ul. ling is essentril and erecibn bracing Is always required. No pneca.1miary action far Irusset requires such temporary bracing during btstallation between lames to avoid toppling and domunoing. The supervision of erection of trusses shall be under the control of persons axpertenced in the installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at say time. No Inds other than the weight of the erectors shall be applied to trusses until after oil fastening and bracing Is completed. A SUNBURY I AC: 101# UPLIFT D.L. WO SU V TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Ecp.Cat. B, Rzt. 1.0 Bld Type= Encl L. 40.0 ft W= 7.0 ft Truss in Wf zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D. 0.05" T.-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" ma = 1.15 4-3-15 0-41-3 �L 0-9 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the camposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G QTY:9 = = =Joint Locations•=== 1)0 • 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-RQLL 7-0-0 I 2 6.00 3-10-3 Attach with Q) 10d Toe -Nair Attach with (2) 10d Toe -Nails I I 7-0-0 4 3 281# 3.50" 151# 2.50" le 1-1-9 �e 7-0-es 82N �..50" EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Duign: Matru Anidpa wHK141 41U: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this drawling is not erection bran& wind bracing, porW 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 speedled lotallons determined by the building designer. Additional bracing of the overall structure may be required. (See HI13-91 of TPI). f cuss Plate Institute, TPI, is located at 593 D'Onofrto Drive. Madbon. Wisconsin 53710). 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: G Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:17EB-L0XV0BSIf2SMPHISUNIV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Infomtatlon provided by the client. The designer diselains any responsibility for damages as a result of faulty or incorrect btformation. specifications and/or deslgu furnished to the tens designer by the client and the correctness or accuracy Of this tnfarmatfon as it may relate to a spe- ciilc piled and accepts no responsibility or exercises no control with regard to fahrtea- tbn. handling, shipment and installation of trusses. This truss has been designed as an Indlvldtal building component in accordance with ANSI/iP1 1-1995 and NOS-97 to be incorporated as part of the building design by a Building Designer (registered arehlted or professional enganeerl. When reviewed ("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 elinatb records for wind or snow Inds, project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assume mmpressbn chords (top or bextond are eaotinu. ously braced by sheathing unless otherwise speelfted. Where bottom chords in tension are not fully braced laterally by a properly applied rtgd ceiling they should be braced at n maxanum spacing of 1(l'-0, o.e Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting AMU A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this dmwtng is in confamun« with the (abrleatofs plans and to realize a continuing responsbgiry for such vert- flmtt"n. Any discrepancies; are to be put in wrlUng before cutting or fabrication. Plates shag not be installed over kndhales, knots or distorted gam. Members shag be cut for tight filling wood to wood bearing. Con- nector plates shag be located an both faces of the thus with nags fully imbedded and shall be gym. about the Joint unl s otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6r8 plate is T wide x it long. Skis tholes) rum parallel to the plate length specified. Double cuts on web members shall meet at the o.ntrokl of the webs unless otherwise shown. Connector plate sizes ate minimum sires based on the farces shown and may need to be increased for certain hand- ling and/or erection stresses. 71ts truss Is not to be fabricated with file retardant treated umber unless otherwise shown. For additional tnformation on gua11ty Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recorunendatbns are to be followed in accodance with -Handling Itutagtng A Bracing'. HIB-9I. Trusses are to be handled with pattlndar cote during landing and bundling delivery and Installation to avoid damage Temporary and pemmnent bracing for holding trusses In a straight and phmb pos- ttbn and for foisting lateral forces shall be designed and installed by others. Careful hand- Itng is essential and erection bracing is always mquied. Nortml precautionary action for trusses requires such temporary bracing during tnstnItatlon between trusses to avoid toppling and aominotng. The supervision of erextlon of trrgaGS shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Coneentmuon ofconstruction Imda Beater than the design lands shag not be applied to louses at an, tine. No binds other than the weight of the eredors shah be applied to trusses until after all fastening and bracing is eonpleted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 7.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB . 1.15 4-3-15 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI BC...FORCE...CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: GI 9TY:5 == = ===== Joint Locations== ...o==== 1)0- 6a=8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION:---- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-" L 1 2 6.00 3-10-3 Attach with (3) 10d Toe -Nail$ Attach with (2) 10d Toe -Nails M L 7-0-o L 281N 8.00" 151# 2.50" 1-1-9 7-" 7-0-0 82# .50" (R1-1-7) C/L: 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPIPI 1-1995 Over 3 Supports scale = 0.4854 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tniss ID: G1 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 MAR, 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 S5 F1 . 3A B,"meLngis a� or me bdmwhV b not ereclbn bmcbi& wtnd bmdng, ponce( bracing or stmlhr bra ing par building design and which must be considered by the building designer. B TC Dead 7.0 psf BC DurFae - Pit: 1.25 O.C. Spacing: 24.0" O.CCcing:: (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. Live 0.0 psf BC Dead 10.0 f Ps Design TPI LICENSE #0050068 Additional bracing of the overall structure may be required. (See HIB-91 of 7P0. rrruss Plate Institute.771. is located at 583 D'Onofdo Drive. Madtsan. Wisconsin 53719). Code Dese: FLA 18900REENBROOg Cr.oVIEDo.f7-32766 TOTAL 33.0 psf V:06.02.02- 13809- 4 resign: Marcia Anafyrtr JOB PATH: C.-WEE-LOKUOBS7121MPHISUN/V HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the cient. The designer diselah is any responsibility for damages as a result of faulty or In"" I tnm fomUon. speealeauons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrtca- tion. handling, shipment and Installation of trusses. This thus has been designed as an tndMdual building component In accordance w7th ANSI/7P1 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archttea 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 Inds. project speel(12Uom or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of la-V o.c Connector plates shall be manufactured from 20 gauge hot dipped galvantred steel meeting ASfM A 653. Grade 40. unless otherw1se shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verify that this drawing is in confomu nce with the fabricator's pLvu and to realize a continuing responsibility for such veri. fication. Any discmpancies are to be put in writing before cutting or fabrication. Plates shall not be Installed Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the lnus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is Y wide x 4' long. A US plate Is E wide x B' king. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ccntroid of the wets unity otherwise shown. Connector plate sizes are mintmum sizes based on the forces shown and may need to be increased for certain hand- Iingand/or erection stresses. This truss is notto be fabricated with Ilse retardant treated lumber unless otherwiseshown. For additional Information on Quality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing @ Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Man and for resisting lateral form shall be designed and installed by others. Careful hand- Iing is essential and erection bracing is always required. Normal precautionary action for trusses requtrn such temporary bracing during installation between trusses to avoid toppling and do ntnotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design toads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses untll after all fastening and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L--0.10" D- 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 34-11 0-4-3 4 1 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ...BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H QTY:4 ............. ms==Joint Locations---_--_==___ 1)0-6- -==8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 Ilk 1 2 6 0000 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 5-1-8 4 3 219# 3.50" 110# 2.50" 1. 1-1-9 C, In 5-1-8 61X 50u (111-1-7) C/L: -0 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6197 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV �M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: , 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sbnllar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SA NFORD, FL. 32771 which is apart of the building design and which must be considered by the building designer. Bracing for BC Live 0.0 f ps O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is lateral support of truss members only to reduce buckling length. Provislom must be Design Criteria: TPI 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 7P1). BC Dead . 1U0 f ps Code Dese: FLA LICENSE #0050068 r�+ss Prate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). 1890 GREENBROOK Cr.OVIEDO.F7-32766 11 TOTAL 33.0 psf V:06.02.02- 13810- 4 Design: Matrix Analysis JOB PATH: CATEE-LOKVOBS1125MPHISUNIV 11CS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H1 9TY:4 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 far 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- ctM project and accepts no respomlbilty or exercise no control with regard to fabrica- Lion. handling, shipment and Installation of trusses. This truss has been deigned as an Individual building component in accordance wilt ANSI rM 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Ioadigp shown must be checked to be sate that the data shown are in ageenent with the local building code, Local climatic records for wind or an= Inds. project specifications or special applied Inds. unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise specified. Where bottmn chords in tension are not fully braced laterally by a properly applied rigid cellm& they should be braced at a maxbnum spacing of 10'-0' o.c Connector plate shag be manufactured from 20 gauge hot dipped gxhwtbed steel meeting AS-rM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Ls in conform nee with the labrtca[or's plans and to realise a continuing responsmWty for such veri- fication Any citscrepantle arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be Located on both faces of the truss with nalb 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 it long. Slots (hole) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sites based on the forces shown and may need to be increased for certain hand. Iing end/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infornatkm an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing", I11B-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- ltlon 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 louses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of louse. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to Masses at any Umc. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L--0.10" D- 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 0-4-3 4 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 __= __-=Jo tit Locat ors==_ _ _ 1)06- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 L Ilk 1 2 6.00 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails CRI 5-1-8 Ilk 4 3 219# 8.00" 110# 2.50" 1-1-9 ja 5-1-8 61# 50" r (RI-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6197 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOK CT.OVIEDO.FL32766 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 stmilar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). 0russ Plate Institute, TPI. Is located at 5113 D'Onofrio Drove. Madison, Wisconsin 53719). Eng. Job: WO:5UNIV Dwg: Truss ID: H1 Dsgar: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13811- 4 Design: Mat r Analysis JOB PATH: Crl7£E-L0KU0BS1125MP111SUNIV HCS: 06.02.02 DESIGN INFORMATION This design b for an Individual building component and has been based on Information provided by the client The designer disclaims any responsibility for danuges 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 respomfbWty or memises no control with regard to fabrim- tbn, handling, shipment and Installation of trusses. This truss has been designed as an IndMdual building component in accordance with ANSI/ip1 1. 1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engineerl• When reviewed for approval by the 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 specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mntinu- ousy 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'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 8.53. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in confomance with the fabrf©toys plans and u, realize a continuing responsibility for such vert- flmUom Any discrepancies are to be put in writing before cutting or fabrlmtlon. Plates shag not be Installed over knotholes. knots or distorted gmin. Members shad 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 V wide x 8- Long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces sham and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guadty Central refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with Iiandling 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 phunb pm - Won and for resisting lateral form shall be designed and Walled by others. Careful hand- ling is essential and ereclon bracing is always required. Normal precautionary action for trusses requires such temporary tracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of tnuses 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 shag not be applied to [ruses at at any time. No Inds other than the weight of the erectors shad be applied to onuses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L. 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should he marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: I 9TYA = ===Joint Locations===========__== 1)0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION:---- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL L 3-1-8 L I — 2 6.00 3-1-8 r / 4 3 154# 3.50" 67# 2.50" 1-1-9 3-1-8 37# 2 Dar C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on thb drawing b no erection bracing wad 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 taw members only to sedum buckling length. Provisions must be TOMAS PONCE P.E. Additional bracing to anchor lateral of the me�radat ends and swcture may be reqified uired. determined by the building designer. 8 Y reopnlred. (SceIIID-9I ref TPII. LICENSE #0050068 firms Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 OREENBROOK Cr.0VIEDOXI-32768 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WU: SUNIV Dwg: Truss ID: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing:, 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 13812- 4 Design: Matrix Analysis JOB PATH: CATEE-L0KU0BSU25MPHISONIV HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this mformatlon as It may relate to a ape- cille project and accepts no responsibility or uerctses no control with regard to fabrtn- tiorl. handling. shipment and installation of omes t. This truss has been designed ae an IndMdual bufldtng component In accordance with ANSI/7PI 1.19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered are Luca or professional engineer). when reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy Inds. The design assumes rnmpression chords pop or bottorod are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced laterally by a property applied rigid ceWng. they should be braced at a maximum spacing of l0-0' o.c. Connector plates stall be manufactured from 20 gauge hot dipped galvanh.M steel meeting ASIM A 653. cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance wuh the fabrfcatofa plans and to reallu a continuing responsibility for such vert- fication. Any discrepancies are to be put in writing before cutting m fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Member shall be cut for tight fitting wood to wood bearing Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is T wide x 8- long. Slots (holes) ram parallel to the plate Length specified. Double cuts on web member shall meet at the ttntrold of the webs unless otherwise shown. Connector plate at= ore minimum sizes es r 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 Conuol refer to ANSI/7W 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing'. Hl"1. Trusses are to be handled with particular care during banding and bundling. delivery and Instnitatbn to avoid damage. Temporary and permanent bracing for holding tnrsses In a straight and plumb pos- ltlon and for resisting lateral forces shall be designed and installed by other. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and do rdnoing. The supervislon of erecilen e( tomes shall be under the control of persons expertenced In the Installation of trusses. professioal advice shall be sought 8 needed. concentration of construction Inids greater than the design loads shag not be applied to russes tat any time. No bads other than the weigh[ of the erectors shag be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, He, 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 40.0 ft W- 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 9TY:4 ... =---- ======Joint Locations---- 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 Ilk 1 1 2 Q �K9 F 3-1-8 4 3 154# 8.00" 67# 2.50" 1. 1-1-9 3-1-8 37# 2 Orr (R1-1-7) ic C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOB MOVIEDO.P1.92766 WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bmcing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall structure may be required. (Sce HIB-91 of TPI). routs Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) l0d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNIV Dwg: Truss ID: 11 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13813- 5 Design: Mavfr Analysis JOB PA771: C.I7"EE-L0KU0BSI125MPHISUHIV HCS. 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dtsclatms any nniponsibi➢ty, for damages as a result of faulty or Incorrect Information• specifications and/or deslgts furnished to the truss designer by the client and the cometness or accuracy of this Information as It may relate to a spe- cfBc project and accepts no mponsfbWty or mcrctses no control with regard to fabrtca- tlon, handling, shipment and installation of tresses. This truss has been designed as an tndfvtdual building component In accordance with ANSI/TV1 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered amhltect or professional cngtnmrl. Whm reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local clunallc records for wind or snow Inds. Project sPeclflcations or special applied Inds. Unless shown, truss has not been destgned for storage or occupancy loads. The design assumes compression chords (top or bottom) are commu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are no fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IV-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped PlVantxed 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 confortnanee with the fabrlmteYs plans and to realtrs a continuing mponsfbi➢ty for such verl- Bcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall net be Installed over knotholes, knots or distorted groin. Members shag be cut for tight ➢tang wood to wood beartng. Con- nector plates shall be located on both faces of the truss with nabs fully imbedded and shall be sym. about thelotnt unless otherwise shown. A 5x4 plate is 5' wide x V long. A US plate is 6' wide x 8' long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires ate mintmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. -Ihts truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforrnatlon on Quality Control refer to ANSI/ P1 1-1995 PRECAUTIONARY NOTES A➢ bmcbng and erection recommendations are to be followed in accordance wM'Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular mne during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and phunb pos- Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essentlal and erection bracing is always required. Normal precautionary action for trusse requlra such temporary bracing during Installation between muses to avoid toppling and dominof ag. 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 shag no be applied to trusses at any time No loads other than the weight of the erecters shag be applied to trusses until after all fastening and bracing is cornpleled. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: SUNIV Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTYA ­­­­—Joint ==Joint Locations====== ... =_____ 1)0-6= 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL � 1-1-8 �fL 1 ZI6.00 Attach with (1) 10d Toe -Nails 14-11 0T 0-10-15 Attach with (1) 10d Toe -Nails 1-1-8 4 3 89# 3.50" 25# 2.50" l0 1-1-9 1-1-8 13# 2. " r (R1-1-n GL: 1 4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN42 READ ALL NOTES ON THIS SHEET. Eng. Job: LM Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING g- CONTRACTOR. CONTRACTOR. Dsaronda TLY I Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing• wind bmcing, portal bracing or similar bmcng which is a par of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to alb or lateral bracing at ends and specified locations determined by the building designer. art the overall structure ma be clog y required. (See HIB•91 of 7p11. BC Dead 10.0 1� f LICENSE #0050068 fnuss Plate Institute, 7p1, Is located at 593 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 GREENBROOK C*r.OVIEDO.iL32766 TOTAL 33.0 psf scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CA7EE-L0KU0BSll2SMPNISUA'IV 11CS: 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: J1 QTY:4 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the Client. The designer disclaims any responsibi➢ty 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- edte project and accepts no responsibility or ererclses no control with regard to fabrtra. don. handling. shipment and Installation of trusses. Thb truss has been designed as an Individual budding component to accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. beat climatic records for wind or snow bads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are 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 rta.Vmum spacing of 1(Y-0' o.e. Connector plates shad be manufactured from 20 gauge hot dipped phanhed steel meeting ASTM A 653. Grade 40. unless otherwtse shown. FABRICATION NOTES Prior to fabrication. the fabricator shall mtew this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsmdity for such vert- ➢atfon. Any discrepancies are to be put In writing before cutting or fabrication. Rates shall not be installed wet knotholes. knots or distorted grain. Members shall be cut for Ught filling wood to wood bearing. Con- nector plates shall be Located on both faces of the thus with —Us fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A US plate b 6- wide x it long Slots (holm) rim parallel to the plate length specllled. Double cuts on web members shall meet at the centroid of the wets unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infortnatlon on Qua➢ty Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES A➢ bracing and erection mcwnmendatlons are to be followed In accordance with -Handling Installing A Bracing'. HI11-91. Tosses are to be handled with particular ate during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and plumb pos- nlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought U needed. Concentration of construction loads grater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to ru tsses unto 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/999 L- 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 = ==Jo =====_ int Locations====_____ 1) Oa 6c=8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# 1-1-8 1 2 Q Attach with (1) 10d Toe -Nails 1411 T Attach with (1) 10d Toe -Nails 1-1-8 4 3 89# 8.00" 25# 2.50" 1-1-9 12.(RI-1-7)r (R1-1-1-1-s elA C/L/L: 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' y CONTRACTOR. Dsgnr: TLY I Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD. FL. 32771 Bracingshown on this drawing is not erection bracatg wind bracing portal bracing or san➢ar bracing which is a pan of the building design and which most be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown b for lateral support of truss members only to reduce buckling length. Provisions most be BC Live 0.0 psr TOMAS PONCE P.E. made braciLateralg e Oven at tends ure mayy bee required.ified (S determined eHIB 91 of�IPq a Lou➢datg designer. BC Dead 10.0 psf LICENSE #0050068 rftuiss Plate Institute, TPI. is baled at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890aREENBROOKC17.0%1tEDo.fL32766 I TOTAL 33.0 psf scale = 1.5123 Truss ID: J 1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afars r Anafysfs JOB PATH: CATEE-L0KV0BM125MP111SUN1V _ HCS: 06.02.02 �_ I J A SUNBURY I AC: WO: SUNIV WE: TI: K BTY:1 DESIGN INFORMATION This dmtgn is for an individual building component and has been based on Infomatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no respomfbWty or exercises no control with regard to fabrica- tion, handling, shipment and mutilation of trusses. This truss has been designed as an Individual buliding component In accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Deslper (registered architect or professional engineer). When reviewed for approval by the building designer, the design loading% shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specdl©uons or special applied Inds. Unless shown, thus has not been designed for storage or occupancy loads. The design assumes twnpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced lly d lateraby a property applied rigid ceiling, they should be braced at a maximum spacing of l(Y-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unlrss otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this dmwing is In conformance wnh cite fabricators plats and to realize a continuing responslbdlty for such vert- Bcatbn. 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 fltting wood to wood heart ,& Con- nector plates shag be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A dK8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - to and/or erection stresses. This truss is not to Ix fabricated with floe retardant treated lumber unless othcrwtse starwn. For additional Warmatton on guallty Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES AB bracing and erection tecotnvtendatfons are to be followed in accordance with 'Handling Installing LY Bracing', HIBA1. 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 pos- Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essenual and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and domtnotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to oes until a (nsRer all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V. 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in LNdT 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 DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB - 1.00 T 4-3-15 0-4-3 1-1-9 EXCEPT AS SH (Maronda 4005 MARO SANFORD,F (407) 321-0064 F TOMAS PONCE LICENSE #0050068 1890 GREENBROOK CT. Design: Matrix Analysis MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 __ ==Joint Locations=====_ ______=== 1)==06=0 =0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 11 7-0-0 k7-0-0 1 2 5 6 00 -6 0000 SX10 SX10 Se 21-0-0 11 10 19 8 1447# 8.00" 1447# 8.00" 21-0-0 OWN PLATES ARE TL20 GA TESTED R30ANSI/TPI 1-1995 430N WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Truss I y CONTRACTOR. Date: DurFa BRACING WARNING: N DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing DurFa L. 32771 which is a pan of the building design and which must be considered by the building designer.. Bracing O.C. ax (407) 321-3913 shown is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Deslg P.E. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). Code (buss Plate Institute. TPI, is bested at 583 D'Onofrio Drive, Madison, Wisconsin 53719). oVIEDO.Ft-s2768 33.0 psf V:06.0 JOB PA771: C:17£E-LOKUOBSW29MPHISUNIV HCS: 06. Dwg: Dsgnr: TC TC TLY Chk: Live Dead BC Live 16.0 psf 7.0 psf 0.0 psf BC Dead 10.0 psf TOTAL 3-10-3 0-4-3 T�7 I �e-1--1--9 (1 R1-1-7) = 0.2880 D: K 6-18-02 c - Pit: 1.25 Spacing: 24.0" n Criteria: TPI Desc: FLA 0202 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L 9TY:1 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer d1sc6lms any responsibility for damages as a result of faulty or incorrect information . nfor ation, 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- c9le project and accepts no responsibility or exenYses no control with regard to fabrtea- tlon, handling, shipment and Installation of trusses. This truss has been designed as an tndlvldual buflding component In accordance with ANSI/7PI 1-1995 and NDS.97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer. the design loaaingp shown must be checked to be sure that the data shown are In agmernent with the local building codes. loal climatic records for wind or snow Inds. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The deign assumes compression chords (bp or bottom) are continu- ously braced by sheathing unless otherwise specified. Where botom chords In tension are no fully braced laterally by a property applied rigid aWng• they should be braced at a maximum spacing of IU-0' o.c Connector plates shall be manufactured front 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 verily that this drawing is In confomrance wnh the CabrteatnYs plans and to mallre a continuing responsibility for such veri- fication. Airy discrepancies are to be put In writing before cutting or fabrication. Mates shall not be installed over knotholes, knots or distorted gram. Members shall be cut for light fisting wood to wood bearing. Con- nector plate shall be located on both faces of the thus with malls fully imbedded and shall be sym. about thejomttudew otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate Is 8' wide x S long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet al the centrofd of the webs unless otherwise shown. Connector plate stze are mmbnum sires based on the forces shown and nay need to be increased for certain hand- Imgand/or erection stresses. This taus Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES A0 bracing and erection recommendations are to be followed In acoord— with -Handling Instilling A Bmc:7. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man and for resisting literal 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 tosses to avoid toppling and dommodng. The supervision of erection 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 bads greater than the deign loads shall no be applied to trusses at airy time. No bads other than the weight of the crecton shall be applied to trusses until after all fastening and bracing Is rnmplcted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 5-3-15 0.4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, i- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 21.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1107 0.35 10- 9 952 0.39 2- 3 -896 0.26 9- 8 756 0.29 3- 4 -757 0.19 8- 7 952 0.40 4- 5 -893 0.27 5- 6 -1107 0.38 == = ===.joint Locations=====__________ 1)==0 0 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 3-0-0 9-0-0 1 2 5 6 0000 -6 00 4X8 4X6 4-10-3 0-4-3 21-0-0 10 9 8 745# 8.00" 745# 8.00" 1-1--1-9 _� " 21-0-0 -1 1-1-9 (R1,n � (�e-- (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing ar stmilar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing for lateral BC Live 0.0 psf O.C.Spacing: 24.0" P g (407) 321-0064 Fax (407) 321-3913 shown Is support of truss members only to reduce buckling length. Provisions must be made to a anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 � f D Criteria: TPI esign CCode TOMA$ PONCE P.E. bracing ma ng of the overall structure y be required. (See IIIB-91 of 7PI). DeritriteFLA LICENSE #0050068 truss Plate Institute. TPI, is looted at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). 1990 GREENBROOK CT.OVIEDOXI.327W TOTAL 33.0 PSI` V:06.02.02- 13818- 5 Design: Matrix Analysis JOB PA771: CATEE-GOKUOBS1125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M QTY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = _- ===Joint Locations=== =1)==Oa This design is for an lndMdmi building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 0 0 4) 15- 5-12 component and has been based oninformauon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 the Ullyfclient. The designer provided byany asaresclalm any tof for damages aseresun of continuous) braced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 yor incorrect faulty or mcorect Itdortrutlarl, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- and/or designs furnished to the truss designer Support 1 549# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and the conectnessoraccuracy Support 2 581# Bld Type. Encl L. 40.0 ft W. 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN of this infotnation as it may relate to a ape- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL cillc project and accepts no responsfbWty or L/999 Impact Resistant Covering and/or Glazing Req ' exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC! ... FORCE ... CSI ..BC! ... FORCE ... CSI individual building component in accordance with T= 0.03" 1- 2 -1083 0.37 8- 7 927 0.50 ANSI/TPI 1-1995and NDS-97tobetncorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50 as part of the building design by a Building T- 0. 01" 3- 4 -827 0.27 Designer (registered amhttect or professional engtnmri. When reviewed for approval by the RMB - 1.15 4- 5 -1083 0. 40 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 cihnauc records for wind or snow bads, project specifications or special applied loads. Unless shown, taus has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are contlnu. oust' 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 10-6-0 10-6-0 m mandmuspacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot j 2 4 5 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. I 0 O FABRICATION NOTES Prior to fabrication, the fabricator shall reNew this drawing to verify that this drawing is In confomnanca with the (abricatoYa plans and to realize a continuing responulbilRy for such veA- firalion. Any discrepancies are to be put In writing before tutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be eat for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 6XS plate Is (' 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 urdess otherwise shown. Connector plate size are mInhnum sires based on the forces shove and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherulse shown. For additional infomnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recrnnmendatbns are to be followed in accordance with 'Handling Installing & Bracing% HUB-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 phumb pos- Men and for resisting lateral forces shall be designed and installed by others. Careful hand- Ilng is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dorm noing. 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 th weight of e erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 6-0-15 0-4-3 F9 F9 21-0-0 8 7 745# 8.00" 745# 8.00" 1-1-9 14 2100 D 1( 1_1_9 (RL (RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M haronda y CONTRACTOR. BRACING WARNING: Dsgar: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bra" TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of taus members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. mde naanchorbracing at ends and specified locations determined by the building designer. lamy bracing of the overall structure y be required. (Sec HIB-91 of 1Pi). BC Dead 10.0 f ps Design Criteria: TPI Code Dese: FLA LICENSE #0050068 ffnrss Plate Institute, TPI. Is located at 583 D'Onof io Drtve, Madison. Wisconsin 53719). 1890 OREENBROOK Cr.OVIEDO.fL92766 I TOTAL 33.0 Psf V:06.02.02- 13819- 5 Design: Afarrix Analysis JOB PA771: CA7EE-LOKVOBSI/25MPHISUNIV HCS: 06.02.02 DESIGN INFORMATION Ibis design is for an indWmi building component and has been based on information prided by the client. The designer disctahns any responsibility for dimages 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 Infomnation as It may relate to a spe- cific project and accepts no responsfbmty or uendses rw control anti regard to fabrica- Um, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSIfM 1-1995 and NDS-97 to be incorporated as pan of the building design by a Budding Designer (registered architect or professional engtneer). 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 spetllkatbns or special applied loads. Unless shown, truss has not been designed for storage or occupancy kinds. The design assumes compression chords (top or halt=) are continu- ously braced by sheathing unless otherwise specified. Where bottom chards in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maxtmura spacing of Ia-0" o.a 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 confomnanee with the fabricatoes plans and to realize a continuing responsibility for such ved- Brntton. Any dtscrepanrdes 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 far tight ntUng wood to wood bearing. Con- nector plates shall be located on both faces of the truss with tails fully imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is S" wWc x 4" Lung. A 6x8 plate is 6' wide x B' long. Slots (toles) run parallel to the plate length spec fed. Double cuts an web members shall meet at the centrotd of the webs unless otherwise shown. Connector plate sizes are mintmum size based on the forces sham and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated hunber unless otherwise shown- For additional information an Quality Control refer to ANSI/7T1 1-1995 PRECAUTIONARY NOTES AB bracing and erection mcomnendattons are to be followed in accordance with "Handling Installing r4 Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- LUon and for resisting lateral forces shall be designed and Wailed by others. Careful hand - Ling Is essential and erection bracing is always requited. Normal pre autlonary action for trusses regrrLes such temporary bracing during installation between trusses to avoid toppling min and doohtg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of masses. professional advice shall be sought B needed. Concentration of construction lords greater than the design loads shall not be applied totrusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until alter all fastemng and bracing is completed. B: SUNBURY I AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 []: Plate(s) OFFSET from joint center. The Joint Detail Report [mist be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) tor lateral forces due to wind or seismic loads on buildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxinims reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D. 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 WO: SUNIV WE: 1X4 continuous lateral bracing attached with ® 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4 3 0 0.12 a7 4-1-8 1 2 6.00 8X14 2X4 2X4 3X4 T 3-1-3 1 3-6-4 65 4 3 �1-f 4-1-81518N 15.00" 144# 1.50" I I GABLE STUD PLATES (0) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 OREENBROOK Cr.0v1EDOXI-32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing is not emetbn bracing, wind bracing, portal bracing or sbnnar bracing which is a part of the building design and whirls must be considered by the building designer. Bracing shown is for Lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified Locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of 1P0. nhtss Plate Institute. TPI, is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). TI: P QTYA _____=====Joint Locations==== -ram 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc .Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: - Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# scale = 0.1878 Eng. Job: WV: aulvry Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf Durfac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Design: Morris Analysis JOB PATH: CATEE-LOK1lOB5112SMPflLSUNIV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the CUmL 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 spc- dlic project and accepts no responsibility or exetdses no control with regard to fabrica- tion, tarndUrig, shipment and installation of trusses. This truss has been designed as fin Individual building componrnt 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 engineer). When reviewed for approval by the bull" designer, the design loadings shown must be checked to be sure that the data shown are to agreement with the local building codes, local climatic records for wind or snow Inds. p jed specifications or special applied loads. if ate shown, thus has not been designed for storage or occupancy loads. The design assumes cmnprasion chords (top or bottom) are contlnu- ously braced by sheathing unless othemue specified. where bottom chords in tension are not fully brand laterally by a properly applied rtgld eeWng, they should be braced at a maximum spacing of Io-o' o.c. Connector plates shag be manufactured from 20 gauge hot dipped g lvanft d 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 confomnance wirtr the fabricators plans and to r mlue a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall'be cut for light fitting wood to wood hearing. Con - nectar plates shall be located on both fats of the truss with na0s fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is B- wide s 4' Long, A 6xB plate is (i wide s 8- long. Sots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs =less otherwise shown. Connector plate sties are minimum sues based on the forces shown and may need to be Increased for certain hand- ling and/or election 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 bractng and erection recommendations are to be followed to accordance with "Handling 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 ina straight and plumb pos- Ulan and for resisting lateral forces shag be designed and twtalled by others. Careful hand- Ung Is essrntial and erection bracing is always requbed. Normal precautionary action for tosses requires such temporary bracing during installation between trusses to avoid toppling and dominotrtg. The supervision of erection of trusses shall be under the control of persons —pertenced in the Installation of IfUfSea. Professlonal advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to u mses al any time. No loads other than the weight of erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 I): Plate(s) OFFSET from joint center. The Joint Detail Report [mist be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) tor lateral forces due to wind or seismic loads on buildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for max m= reactions and proper MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 WO: SUNIV WE: ®1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is -the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W. 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 TI: P QTYA ______=----- —Joint Locations= ---- ====___--- 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 'Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 4-1-8 4-1-8 1 3 CONTINOUS f 6 00 7/16` OSB SHEATHING WA 'IVA NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. 1-0-7 ATTACH IN FIELD USING 7116" OSB SHEATHING NAILED W/8d NAILS ' Qa 4.0- O.C. AT ALL CONTACT SURFACES d 1- 2 o-7-X2 0-7 f=P9 1 (0-7-4 7-0-8 t6/1 5 4 324# 15.00" 3249 15.00" 119 8-3-0 1-9 j 1 1 7) GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: TC Live 16.0 psf 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind brazing. portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a par of the building design and which must be considered by the building designer. 0 Bracing shown for lateral buckling length. be Live psf BC Li0specified(407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of truss members only to reduce Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overallstructure may be required. (see HIB-91 of TPI). . BC Dead 1 U.0 f Ps LICENSE #0050068 rrruss Plate Institute, M. is Located at 583 D'Ondrio Drive, Madison, Wisconsin 53719). Ie90cltEE.NBRooKcr.oweDo,M3276e TOTAL 33.0 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr-' 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmrit Analysis JOB PATH: CATEE-10KU0BS1125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 109 UPLIFT D.L. WO: SUNIV WE: TI: U 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the=________=====Joint Locations=..==__._==__.= This design bforonindividual building BOT CHORDS: 2x4 SP #2 composite result of lmiltiple loads. 1) 0- 0- 0 5) 23- 1- 1 9) 16'10- 8 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 provided by the cllfor daragm gner as aresultof continuous) braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 anyresponsibilityincorrect fordamages a ps Mcaitof PROVIDE UPLIFT CONNECTION PER SCHEDULE- Wind Case- ASCE 7-98, C&C, V= 12 h, 4 17- 0- 0 8) 23- 1- 1 12 0- 0- 0 faulty or incorrect Infomutlon, specdlcallons and/ordesigts furnished to the trussdesiggner Support 1 764# H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccumty Support 2 803# Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Lcc Type of this lnformatmn as a may relate to a ape- MAX LIVE LOAD DEFLECTION: in ]NT zone, TCDL= 4.2 psf, BCDL. 6.0 psf 0- 1-12 1041 77 -764 BOT PIN ciflo project and accepts no responsibility or L/999 et Resistant Caverin exertdses no control with regard to fabrica- g and/or Glazing Req 29-10- 4 1041 0 -803 BOT H-ROL1;. Uon, handling, shipment and Installation of L=-0.25" D=-0.26" T=-0.51" trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC ... FORCE ... CSI ..BC! ... FORCE... CSI tdividual building component In accordance with T= 0. 37" 1- 2 -3229 0.60 12-11 2925 0.70 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -2456 0.56 11-10 2925 0.68 as part of the building design by a Building T= 0 .18 ^ 47 Designer (registered architect or professional 3- 4 -2455 0.56 10- 9 2925 0.68 engfneerl. When reviewed for approval by the RMB - 1.15 4- 5 -2455 0.56 9- 8 2925 0.68 bulldtng designer. the design loadings shown 5- 6 -3229 0.61 8- 7 2925 0.70 must be checked to be sure that the data shown are In agreement with the local building codes. Local cWnnatb records for wind or snow loads. project specifications or special applied Inds. Unless shown. true has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) am continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rfgld ceiling. they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped gahaNxd steel meeting ASTM A 653. 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown. Ilk I 2 5 6 FABRICATION NOTES 6 a -6 0 Prior to fabrication, the fabricator shall review this dmwing to verify that this dm" is in conformanee with the fabricator's plans and to 5X6 5X6 maare a continuing responsibility for such verl-- fl atlon. Any discrepancies are to be put In Writing before cutting or fabrication. Plates shag not be Installed wet knotholes. knots or distorted gam. Members shall be cut for tight fltttng Brood to wood bearing. Con- nector plates shall be located on both faces of 3X4 3X4 the truss with naas fully imbedded and shall be sync. about the joint unless otherwise shown. A - - 6-10-3 5x4 plate is 5' wide x 4' long. A Bx8 plate is 8' 7-3-15 wide x B- long. Slots (holes) run parallel to 6XI2 6X12 the plate length specNed. Double cuts on web members shall meet at the ccntroid of the shown. webs-3 - unless otherwise sho. Connector plate sizes 0-4-3 are minimum sizes based on the form shown 2X4 2X4 and tray need to be Increased for certain hand - Ling and/or erection stresses. This truss b not to tx fabricated with fire retardant treated 3X6 3-2-8 3X6 lumber unless otherwise shown. Far additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection moornm endatlons are to be followed In accordance with 'Handling Installing R Bmc t ng. HIB-91. 'trusses are to be handled with particular care during binding and bundling, delivery and installation to avoid damage. Temporary and pemnareent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing b ahways required. Nonnal precautionary action for trusses requires such temporary bracing during installation between tns�ses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of consWctlon bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3.00 3.00 0-3 12-10-0 3-9-0 12-10-0 1 11 1 8 1042# 3.50" 1042N 3.50" �1-1-9 14 I 30-0-0 1-1-9 (R1 1 7) ) (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 �- WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Lmaronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this din is not erection bracing, wind bmang portal bracing or similaridesigner. TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a building Bracing port er the budding design and which must reduce considered by the bullring ions mu. be shown is for lateral support or truss, members any to reduce buckling length. Provisions must be �B 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-9I of TPI). BC Dead lo.o f Ps Design Criteria: TPI LICENSE #0050068 Hives Plate Institute, TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK CMVIEDO.I7.32768 TOTAL 33.0 psf V:06.02.02- 13821- 5 Design: Morris Analysis JOB PATH: C:ITEE-L0KU0BSI125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: V QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = _=_ ====Joint Locations==========_=___ This design is for on tndtvldual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1)= 0- 0- 0 6) 24- 1- 1 11) 11-: 1- 8 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 by the client. Thedesigner providedany responsibility asa disclaims asanesultof anyresponslrrect continuous) braced unless noted otherwise. 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 information. faulty or incorrect Infortnalton, specNcatlons PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V- 12 h, 5mp 4) 15- 0- 0 9) 24- 1- 1 and/or designs furnished to the truss designer Support 1 778# Her 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 5) 19- 0- 0 10) 18-10- 8 by the client and the correctness oraccumcy Support 2 818# Bld Type- Encl L. 40.0 ft W. 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as it may relate to a ape• MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type cglc project and accepts no responsibility or exercises no control with regard to fabrua• L/999 Resistant Covering Impactg and/or GlazingR 0- 1-12 1041 100 -778 BOT PIN Lion. handling. shtpmentand Wtallationof L=-O. 26" D=-O.26" T=-0.52" 29-10- 4 1041 0 -818 BOT H-ROLL o uuss. This t usa has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC,,,FORCE...CSI HC... FORCE ... CSI NdMdualbuilding component Inaccordance with T= 0.37" 1- 2 -3245 0.57 13-12 2937 0.74 ANSI/7Pi 1.1995 and NDS-97 to be Inrnrpomted MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -2719 0.54 12-11 2948 0.70 as pan of the building design by a Building Designer (registered architect or professional T- 0.19" 3- 4 -2413 0.43 11-10 2536 0.65 engineer). When reviewed for approval by the RMB - 1.15 4- 5 -2412 0.43 10- 9 2947 0.70 building designer, the design loaimgs shown 5- 6 -2718 0.54 9- 8 2936 0.74 must be checked to be sure that the data shown 6- 7 - 3244 0.60 are In agreement with the local building codes. local rlanatic records for wind or snow Inds. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are cantinu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ate not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of I9-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. 11-0-0 8-0-0 11-0-0 FABRICATION NOTES Prior to fabrication. the fabraator shag review 1 2 a 6 7 this drawing to verify that this drawing is In conformance with the fabricator's plans and to - 6.00 -� realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In 5X6 3X4 5X6 writing before cutting or fabrt©Hon. Plates shall not be Installed over knotholes. _ knots or distorted gam. Members shall be cut for tight filling wood to wood bearing. Con- T- nector plates shall be located on both faces of the truss with nabs fully imbedded and shag be 3X4 3X4 am. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4' long. A Cix8 plate is 6' 8• 6-3-15 - - 5-10-3 wide x long. Slots looks) run parallel to the plate length spectfled. Double cuts on web 6X12 6X12 members shall to t at to centroid of the webs unless otherwise shown. Connector plate "ties 04-3 0-4-3 are minimum sties based on the form shown and may need to be Increased for certain hand- 2X4 2Xa ling and/or erection stresses. nib truss is not to be fabricated with fire retardant treated 3X6 2-8-8 - 3X6 lwnber less otherwise shown. For additional un Information on Quality Control refer to ANSI/Tpl 1-19% 3.00 lI 3.00 PRECAUTIONARY NOTES 0-3 8 �- 0-38 Ali bracing and erection reran rnendatlons are to be followed to accordance with -Handling 10-10-0 7-9-0 10-10-0 Installing Q Bracing', HIB-91. Trussm ate to 1 12 11 10 9 I be handled with particular care during banding and bundling, delivery and installation to avoid 1042N 3.50" 1042# 3.50" damage. Temporary and permanent bracing for naCusses in straightand plumb pro- Won and for resisting liteterallforces shall be 111 ,J 30-0-0 designed and installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trussesshall beunderthe control ofpersons Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: SUNIV a Truss ID: V experienced In the installation of trusses. professional advice shall be sought if needed. CONTRACTOR. Dsgnr: TLY Chic: Date: 6-18-02 TC Live 16.o psf Du ae - r. 1.25 Concentration of construction Inds greater than the design loads shag not be applied to BRACING WARNING: trusses at an time. No loads other than the Y 4005 MARON DA WAY tag shown on this din b not erection brat wind ism Brae drawing ing, bracing. portal bracing or similar bracing TC Dead 7.0 ps f Duffae - Pit: 1.25 weight of the erectors shag be applied to trusses until after all fastening and bmctng SAN FORD, FL. 32771 which Is a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 O.C. Spacing: 24.0" ,, P g is completed. (407) 321 M64 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. psf Design Criteria: P TOMAS PONCE P.E. Addttanalbracing ortneweragaWetwremaybercqubed. (See HIB-slorTPo, re BC Dead 10.0 � r rrruss Plate Instilute. TPI, is located 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Dese: FLA LICENSE #0050068 1890 DREENDROOK Cr.OVIEDO.n.32788 at I I TOTAL 33.0 psf V:06.02.02- 13822- 58 Design: Marrix Analysis JOB PATH: CATEE-LOKVOBSI125MPHISUN/V HCS: 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: W 9TY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslblllty 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- ciflc project and accepts no responsQrWty or exercises no control with regard to fabri a. lion. handling, shipment and Installation of tresses. Thts truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated "s part of the building design by a Building Designer (registered architect or professional engtneed. When reviewed for approval by the building designer, the design loading( shown must be checked to be aura that the data shown are In agreement with the local building codes, local climatic records for wind or "now loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- ousy braced by sheathing unless otherwise specified. Where bottom chords In tension ane not fully braced laterally by a properly applied rlgd ccatrig, they should be braced at a maximum spacing of l(y-O' o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in coNortnantt with the (abet©tors pLuu and to realize a continuing responsibility for such veri- fleatton. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shall not be installed over knothole, knots or distorted gram. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nods fully imbedded and shad be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x 4' long. A 8x8 plate is 8' wide x W long Slots (holes) cat parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate size are minimum sizes based on the fours shown and may need to be Increased for certain hand- ling and/or erection stresses. Ths tow Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wurnatlon on guality Control refer to ANslfml 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', H16.91. 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 pos- nion 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 muses to avoid toppling and dominotng. The supervision of erection of trusses shad be under the control of persons experienced in the installation of trusses. Professional advice shall be sought O needed. Concentration of construetlon lands greater than the design Inds shall no be applied to trusses at any time. No bads other than the weight of the erectors shad to applied to trusses —ill after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.60" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.38" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB = 1.15 T 5-3-15 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L- 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3247 0.66 12-11 2955 0.76 2- 3 -2946 0.54 11-10 2629 0.59 3- 4 -3163 0.56 10- 9 2629 0.59 4- 5 -3163 0.56 9- 8 2955 0.76 5- 6 -2945 0.55 6- 7 -3246 0.68 = _ =_ ==Joint L=====____ ocations'=_____ 1)0_- Oa=0 5) 21- 0- 0 9) 20-10- 8 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- .1- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 BOT H-ROLL 9-0-0 12-0-0 1, 9-0-0 1 2 4 6 7 0 5X6 2X4 5X6 3.00 1 1 3.00 0-3 8-10-0 11-9-0 8-10-0 1 11 LO 1042# 3.50" 1042# 3.50" 1-19 1-930-0-0(R1-1 I R1'7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV LHaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 DurFae - PIt: 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 designer. Bracing TC Dead BC Live 7.0 0.0 psf O.C.Spacing:' 24.0" P g (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is for for lateral support of tomembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addl=1 bracing BC Dead 100 psf psf . Design Criteria: TPI LICENSE #0050068 overall of the structure may be required. (See H1B-91 of TPB. rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). . Code Desc: FLA 1890GREENBROOItCT.OVIEDO.FL32766 I TOTAL 33.0 PSf V:06.02.02- 13825- 6 Design: Matrix Analysis JOB PATH: C:ITEE-L0KV0BS1125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the -=__==__===-==Joint Locations=======___===== Tits design is for an individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based on information provided by the client- The designer diselaim HOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0-• 0- 0 any responsibility for darnages as a resuh of WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 24- 9- 0 faulty or incorrect information.specifications 2X4 SP #2 2, 4 Design based on 2-ply laminated Hot chord. 4) 25- 0- 0 8) 15- 0- 0 and/or designs furnished to the loos designer 2-PLY TRUSS I fasten w/3"X 0.120" nails in End verticals designed for axial loads only. by the client and the correctness or accuracy staggered pattern per nailing schedule: End verticals that are extended above/below ------------ TOTAL DESIGN LOADS------------ ofthis Informatlonasltmayrelate toaspe- eft and accepts no tardtofbility TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V. 125mph, Uniform PLF From PLF To xerprotect exercises no control with regard to (abrlm- ric- Distribute loads equally to each 1 eQUa Y ply. H= 21.0 ft, i- 1.00, Exp.Cat. B, Xzt= 1.0 TC Vert L+D -46 -1- 1- 9 -46 5- 0= 0 tion, handling, shipment and Installation of Bld Type- Encl L- 40.0 ft W- 30.0 ft Truss TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 trusses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 ua lbuildingcomponentInaccordancewith Support 1 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANS, NSI/TPI 1-19%and NDS-97 to be Incorporated partof[hebuildingdesignbya Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 Designer fcslting (registered architect or profnsb MAX LIVE LOAD DEFLECTION: ..TC...FORCE...CSI ..BC...FORCE...CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 ene engtneett. when reviewed for approvalbythe the L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location building designer, the design loadings shown L--0.50" D--0.51" T=-1.01" 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D -195 5- 0- 0 must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D -195 25- 0- 0 are In agreement with the local building codes. ]am]clhmatle records for wind or anow loods, T- 0.29" 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER BEARING LOCATION----- protect 3PMMMtious or special applied Inds. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loe Vert Horiz Uplift Y-Loc Type Unless shown, truss has not been designed for = . T014" 0- 1-12 1684 0 -766 HOT PIN storage or occupancy loads. Thedesign assumes compression chords (top or bottom are c"nunu- RMB - 1.00 29-10- 4 1685 0 -766 HOT H-ROLL ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxim= spacing of Ify-0- o.e Connector Plates shall be manufactured from 20 gauge hot dipped gah antwd steel meeting ASIM A 653, Grade 40, unlrss otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in confortnance Mlh the fabrt/atofs plans and to realize a continuing responsibility for such ved- fimtton. Any discrepancies are to be put in writing before cutting or fabrtmtmn. Plates shag not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight mtbig wood to wood hearing. Con. neetor plates shag be located on both faces of the thus with nags fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wile x 4' long. A 6X8 plate is 6' wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the eentrald of the webs unhus otherwise shown. Connector plate sires are mintmum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tow is no to be fabricated with fire retardant treated lumber unless otherwise sham. For additional information on Quality Control refer to ANSI/7M 1.19% PRECAUTIONARY NOTES All bracing and erection reeornm ridatbns are to be followed In accordance with -Handling Installing R Bracing, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb par itlon and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bmcing is always required. Nornal precautionary action for muses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of toots shag be under the control of persons -pertenced g the Wtrusses. Installation of tsses. Professional ad,, dv , shag be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until otter all fastening and bracing is completed. T15 0-4-3 1 4 2-PLYS REQUIRED 5-0-0 20-0-0 5-0-0 1 3 5 r 6.00 3.00 I 8X10 10X10 8X10 0 3.00 T 04-3 2-10-3 T7� I a3 4-I1-8 11 19-&0 4-11-8 1 8 I 1685# 3.50" 1685# 3.50" �1-1-9 30-0-0 1-1-9. (R1.1-7) I 196# 196# ' l- 7) EXCEPT AS SHOWN PLATES ARE tL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WAKNIN%j: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV haronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Truss ID: X CONTRACTOR. BRACING WARNING: sort T LY Chk: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SA N FORD• FL. 32771 Bracing shown on this drawing is not erection bra which is a �& bind bracing portal bracing or signer. bracing part of the building design and which must by the Bra�B TC Dead 7.o r pS BC Live DurFae - Pit: 1.25 O.C.Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 ionsmdesigner. shown is for lateral support of truss members only to reduce buckling length. Provislous must be reduce ce buckling . Provisions 0.0 psf TOMAS PONCE P.E. bracing at ends and specified locations determined by the building designer. bracing de to anchor my of the Overall structure y be required. (See HIB-91 of TPI). $C Dead lo.o psf Design Criteria: TPI LICENSE #0050068 rrruss Plate Institute, TPI, is lasted at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Desc: FLA 1690 GREENBROOK I.T.OVIEDMM32768 TOTAL 33.0 psf V:06.02.02- 13827- 6 uesign: mmr.r Analysis JOB PATH: C:17EE-L0KU0BS112SMPHISUN1V HCS: 06.02.02 A SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Y 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = = _= __ ;-;-Joint Locations=====_____=____ This design is for an ndMdual building BOT CHORDSt 2x4 SP #2 ceng3osite result of multiple loads. 1) 0- O- 0 3) 7- 0-14 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 7- 0-14 4) 0- 0- 0 any idedreap by the client The des)" a disclaims or Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. any responsibility for damages as a resat or bearin y faultyorincorrectInformation,specRlrations g Wind Case- ASCE 7-98, Cs<C, V- 125mph,------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the wssd=tgner H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Uniform PLY From PLF TO by the client and the corteanessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Enel L. 40.0 ft Wm 7.1 ft Truss TC Vert L+D 0 0- 0- 0 -56 7- 0-14 of this Information as R may mtate to a spe. Support 1 512# in END zone, TCDL- 4. 2 psf, BCDL- 6. 0 psf BC Vert L+D 0 0- 0- 0 -24 7- 0-14 cane pmlect and accepts no responsibility or exembi:3 no control with regard to fabri© ---- tion, handling• shipment and InstaRatlon of PROVIDE HORIZONTAL CONNECTION PER SCHEDULE X-Loc Vert Horiz Uplift Y-Loc Type trusses. This truss has been designed as an Support 1 226# ..TC... FORCE...CSI ..BC ... FORCE ... CSI 0- 2- 8 94 226 -512 BOT PIN individual budding component in accordance with MAX LIVE LOAD DEFLECTION: 1- 2 -64 0.85 4- 3 -12 0.73 6-11- 1 193 0 -266 BOT H-ROLL ANSI/TPI 1-19%and NDS-97 to be incorporated L/999 as pan of the building dmtgn by a Building L--O. 04" D= 0. 00" T--0.04" Designer (rWhe nre architect wed for or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: engineer). When reviewed for approval by the building designer• the design loadings shown T- 0 . 09" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the local building codes. T- 0.090 local clbnatte records for Rind or snow Inds. PrIctl specifications or special applied loads. RMB - 1.00 thdrss shown, truss has not been designed for storage or occupancy bads. The destgn assumes compression chords (top or bottom) am mnunu. ously braced by shmttung unless otherwise 7-0-14 specified. Where bottom chords in tension are not fully braced laterally by a property applied 1 2 rigid rxeng, they should be braced at a �— matdmum spactrng ul 10' - o.e Connector plates shall be manufactured from 20 gauge hot dipped gnlvanbed steel meeting ASTM A 653, Grade 40. unless otherwise shown. 2X Attach with (3) 10d 7'oe-Nails FABRICATION NOTES Prior to fabrication. the fabricator shall review this drafting to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- 1-7-13 flcation. Any discrepancies am to be put in writing before cutting or fabriciittnn. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight Ming wood to wood bearing. con- 3-3-11 nector plates shall be located on both faces of the Inns with nits fully Imbedded and shall be 2X4 sym. about the font unless otherwise shown. A 5x4 plate Is 5• wide x 4' tong. A 6x8 plate Is 6' 0-3-15 wide x 8' tong. Slag (holes) run parallel to 1-2-2 the plate length specified.at Double cuts he web Attach with (3) members othehagrwise meet w the o n roidConnector p the webs 10d Toe -Nails unless otherwlae shown. Connector plate stres are "loch um stus based an the forces, shown —s— and may need to be ncreased for certain hand. T 3X4 it" 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 ANslfm 1.19M PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling lnstallhng A Bracng•, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ulon and for resisting lateral forces shall be designed and installed by others. Careful hand. dng Is essential and erection bm" Is always requited. Normal precautionary action for tnoaes requires such temporary tracing during installation between trusses to avoid toppling and dominetug. The supervision of erection of trusses shall be under the control of persons expertenced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design Inds shall not be applied to Crosses at any time. No Inds other than the weight of the crection shall be applied to tnisses until after all fastening and bracing Is completed. 2.12 I 0-4-IS 6-7-15 4 3 95# 4.95" 193A 2.50" 1-6-2 (R1-6-0) `�' 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.6346 _ WARNING: READ ALL NOTES ON THIS SHEET. " " Eng. Job: . SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, partial bracing or similar bracing which is a pan of the banding design and which must be considered by the buiWng designer. Bracing TC Dead BC Live 7.0 psf DurFae - PIt: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of tows members only to reduce buckling length. Provisions most be 0.0 Psf TOMAS PONCE P.E. to ified Tthebuildingdesigner. ditionaaleraci goftttheov�ustructurrand be required. rig y reequked. (See HIB-91 of TPI). RC Dead 10.o lu f Design Criteria: TPI LICENSE #0050068 fihlss Plate Institute. TPI. Is located at 583 D•Onofrdo Drive. Madison. Wisconsin 53719). Code Desc: FLA 18900REENBROOK CT.OVIEDO.FL32766 TOTAL 33.0 psf V:06.02.02- 13831- 6 ­s... ..._'_ .e.a,ynun rAlr: L:11et-LU61jU1fWDMYHISUNIV TICS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUN IV WE: TI: Z CITY: 11 DESIGN INFORMATION This design is for an Individual building component end has been based on Information provided by the cent. 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 my relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of masses. This thus has been designed as an individual budding component In accordance with ANSI/'IPI 1-I9M and NDS-97 to be incorporated as par of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building destgner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local clknatic records for wind or snow, Inds, project specifications or special applied loads. Unless shown, thus has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid "fling. they should be braced at a maxanum spacing of ID'-M o.e Connector plains shall be manufactured from 20 gauge hot dipped galvanlred steel meeting ASIM A 653, Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance w11h the fabrtcatofs plans and to realize a continuing responsibility for such verf- flcation. Any dlaempancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or wdistorted grain. Members shall be cut for tight fining ood to wood bearing. Con- nector pbles shall be located on both faces of the tam with nails fully imbedded and shall be syrn. about the joint unless otherwise shown. A 5x4 plate is 5' wile x 4' long. A 6x8 plate is 6' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmtd of the webs unless otherwise shown. Connector plate sizes arc minbnum sizes based on the forces shown and may need to be Increased for certain hand- hng and/or erection stresses. This truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnform lean on Quality Control refer to ANSI/'IPI 1.1995 PRECAUTIONARY NOTES A➢ bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing, HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of muses shall be under the control of persons experienced in the Installation of trusses. Ptofesslonal advice shall be sought fi needed. Concentration of construction Inds greater than the design loads shall no be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L--0.09" 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 3-3-15 0-4-3 1 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W. 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 = --Joint Locations=====__________ 1) 0 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ----MAX. REACTIONS PER BEARING LOCATION-;--- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL 5-0-0 Ik Ilk 1 2 3.00 I 0-3-8 4-8-8 Ilk 4 3 215# 3.50" 108# 2.50" 1-1-9 59# 450" 1,10 5-0-0 (R1-1-7) CAL: 4110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSl1TP1 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: (Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y stems CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawingis not erection bracing, wind brazing, portal bracing or stm0ar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a par of the building design and which must be considered by the budding designer. Bracing BC Live . 00 ps f (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 werall structure may be required. (See IIIB-91 of TP➢. BC Dead 10.0 ps f LICENSE #0050068 (Truss Plate Institute. TPI, is located at 593 D'Onofrfo Drive. Madison. Wisconsin 53719). 1890 OREENBROOR MOVIEDO.M32766 TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 WV: JuIVIV Truss ID: Z Date: 6-18-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKVOBSII2SMPHISUNIV HCS: 06.02.02 JB DESIGN INFORMATION This design is for an Individual building component and has been based on information Provided by the cent. The designer disclaims any responsiblury for datrages ins a result of faulty or Incorrect Information, specifications and/or designs furnished to'the tress designer by the client and the correctness or aecu ,cy of this information as it may relate to a spe- cifk prol-1 and accepts no respowthlD y or esertdsa nO control with regard to fabrlca- tion, handltn& shipment and installation of trusses. This truss has been designed as an hldivtdttal buflftg component In amordance with ANSU M 1.19% and NnS.97 to be incorporated as part of the building design by a Bull ling Designer (registered architect or professlonal engnee)• 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 Inds. Protect sPecifi atlons or special applied loads. thdesa shown, truss has not been designed for s1--& - occupancy loads. The design assumes camPrrsslon 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 ce ling, they should be braced at a maximum spacing of 1 (7-0- o- connector plates shall be manufactured from 20 gauge hot dipped 9-1—ntted steel meeting ASiM A 653• Grade 40. unless thenwitse shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that lhts drawing is in confor sAm with the fabricator's plats and to rraltre a continuing tesponsm➢Ity for such veri- fltatian. Any dis rcpaneies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. kn"Is m distorted grain. Members shaft be cut for tight Mang wood to wood bearing.Con. necter plates shall be located on both faro of the loss with nails fully imbedded and had be sym, about the Joint unless otherwise shown. A 5-4 plate is 5- wide x 4- long. A W plate is 6- wide x 9' long. Slots tholes) rum parallel to the plate length specified. Double cuts on web members shall mat at the cmtrold of the webs unless Otherwise shown, connector plate sties are mintmum sires based on the forces shown and may need to be tnctrased for certain hand- ling and/or erection stmases. This tuts is not to be fabricated with fire retardant treated hunber unless th—i- shown. For addRlomd hdomation on Qua➢ty control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in atxnrdance with-Handnng installing & Bracing-, HID-91. Thus! s ate to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for resisting lateral fours shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal pmmuuonary action for tosses requlm such tanporwy bracing during installation between trusses to avoid toppling and dommomg. The supetvislon of erection of tnases shall be under the control of persona experienced to the installation of trusses. Prafmional advice shall be sought B needed. Concentration of Construction leads greater than the design loads shall two the applied to trusses at any tone No loads other than the weight of the vectors; shall be applied to trusses until after all fastening and bracing IS completed. AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D. 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.00" RMB - 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTY:4 --___ --Joint Locations==__===___== 1)= 0- 9a-5 === 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATIOA----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 HOT H-ROLL 1-1-8 1 2 Q 0-8-9 0-2-8 —$_ 3.U0 0-3-8 a11►-o 4 3 89# 3.50" 25# 2.50" 1-1- I l�n 1-1-8 1R1-1-7) � C/L: 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 wAKIv11V(j: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tn1ss ID: Z1 CONTRACTOR. Dsgnr: TLY Clik: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, F1 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 to comtdcred by the building dcatgner. TC Dead 7.0 psf DurFae - Pit: 1.25 07) 321-0064 Fax (407) 321-3913 TOMAS PONCE Bracing shown is for lateral support of truss members ov embers only to reduce buckling length. Provisions must he ova a to a'b or lateral bracing at ends and specified locations detemtkted by the building designer. BC Live 0.0 p O.C.OSpacing: P g• 24.0" P.E. Bing of the ovens➢ structure may be required. (See HIB-91 of TPp. BC Dead 10.0 psf Desi n Criteria: TPI g LICENSE #0050068 rRulss Plate ltsutute. TPI. Is located at 50 D'Onafrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1990 GREFNBROOK MOVIr.DOXI-32768 TOTAL 33.0 psf V:06.02.02- 13833- 6 Design: Mach Analysis JOB PATH: CAT£E-LOXVOBS1f2SMPHISUN/V HCS: rwn? m DESIGN INFORMATION This design Is for an individual building component and has been based on Information Provided by the chent. The designer disela rrls any mPonsibillty, for damages as a result of faulty or ineom.L Information. specifications and/or designs furnished to the truss designer by the client and the eonectness or accuracy of this information as a may relate to o spe. edit project and accepts no responsibility ear exerebcs no control with regard to fabrics. tion, handling, shipment and tnstaltatlon of trusses. This truss has been designed as an individual budding component In accordance with ANSI/1P1 149%and NDS-971. be incorporated as put of the building design by a Budding Designer lregtstered architect or professional engines). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sham we in agreement with the local building codes. local climatic records for wind or snow loads. project aPeeBkatlom or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes =nPtesslon chords (tap or bottoml are cmtmu- ously hmced by sheathing units. otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be bmccd at a otaMtum spacing of ICY-0- o.e Connector Plates shall be manufactured fm n 20 gauge hot dipped galvrntred steel meeting AMU A 653. Goode 40, unless otherwise shown. FABRICATION NOTES Prior tofahrtettmn, the fabricator shah review this drawing to verify that this drawing Is in tsnforatantt wM the fabricatoYe plans and to realize a continuing responslba ty for such vert- ihation. Any disempancles are to be put in writing before custing or fabrication. Ptates shall tot be installed over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood baring. Con. nector plates shall be bated an both faces of the truss with nags fully imbedded mad shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long A 6xS plate is 6, wide x B' long. Sb1a (hatesl run parand to the plate length specified. Double nuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sues are nunlrmua sizes baser! on the forces shown and may need to be mussed for oertam tand- ling and/or erection stresses. Thais thus is not to be fabricated with fire retardant treated lumber unless otherwise show". For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with 9tandlmg Insmlling @ Bracing', 111e-91. Trusses are to be handled with particular are during banding and bundling delivery and tnstat6uon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shah be designed and Installed by others. Careful hand- ling is essenttal and erection bracing Is always required. Normal precautionary action for tosses mquh= such temporary tracing during Installation between trusses to amid toppling and dommoing. The supervision of erection of trusses shall be under the control of Persons experienced In the Installation of trusses. Professional advlee stall be aougitt if needed. Coneentratmn of construction bads grater than the design loads shall not be applied to trtnso at my lane. No bads other than the weight of the erectors shah be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to he continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, CSC, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 40.0 ft W. 3.1 ft Truss in END zone, TCDL- 4:2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... PORCH ... CSI ..BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTYA _ - = ==Joint Locations=====___ ___=___ 1)0-=9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3-1-8 11 1 2 1-2-7 0-8-8 1 3.00 I 0-3-8 2-10-0 4 3 199# 3.50" 115# 2.50" 1-1-9 L 3-1-8 65# 2 50" C/L: -0-4 EXCEPT AS SnOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OV1EDO.FL32766 Design: Matrix Anajysir WAKNIN(.G: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bmcing shown is for lateral support of thus members only to reduce buckling length. Provisions must be made to anchor lateral bmctng at ends and specified locations detemtmed by the budding designer. Additional bracing of the overall structure maybe required. (See1118-91 of 7P11. Rnuss Plate Institute. TPI. Is located at 583 D'Onafrb Drive. Madison, Wisconsin 53719). JOB PATH: C:17EE-L0K1108S1j25MPHISUNN Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead BC Live BC Dead TOTAL Chk: 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 Dsf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS.- 06.02.02