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HomeMy WebLinkAbout117 Crown Colony Way 03-1286 COb PERMIT ��G��x-,C��v��C' SUBDIVISION ADDRESS CONTRACTOR PERMIT # C) DATE i _ Maronda Homes Inc. of Florida ADDRESS 1101 N Keller Rd. Ste. F Orlando, FL 32810 PERMIT DESCRIPTION, J; CRC058496 407-475-9112 PERMIT VALUATION PHONE NUMBER SQUARE FOOTAGE PROPERTY OWNER�'1- ADDRESS PHONE NUMBER' CN� ELECTRICAL CONTRACTOR k �J �J MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE A u CERTIFICATE OF OCCUPANCY / COMPLETION j This-is.to certify that the building located at 117 CROWN COLONY WAY for which permit 03-00001286 has heretofore been issued on AE t has been completed according to plans and specifications filed -in the office of the Build' Offici 1 ri�r t&,,the issuance of sa d:bu,ilding.. permit, to wit as complies with all the building, plumbing, electriZal, zon'rg and subdivision regulations 's ordinances of the City of Sanford and with the provisions of, these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL' BUILDING FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer j j . Lines , In Lines In Meter` Sewer t Set Tap Reclaimed r Water ENGINEERING: Street Drainage $ 7 U3 ,ccz, J Paved Maintenance i Bond ; p� PUBLIC WORKS: 9 Street Name, Street Signs U3 t�.s;,r.w�o Lights Storm Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01 APPLCTN FEE -ELECTRIC 3/13/03 10.00 01-APPLCTN FEE -BUILDING 3/13/03 10.00 017APPLCTN FEE -MECHANIC 3/13/03 10.00 01-APPLCTN FEE -PLUMBING 3/13/03 10.00 02-ENGNG DEVLPMT FEES 3/13/03 10.00 01-FIRE IMPACT - RESIDENT 3/13/03 59.27 01-LIBRARY IMPACT FEE 3/13/03 54.00 01-OPEN SPACE 3/13/03 279.61 3 , PAGE :'2 4 f CERTIFICATE OF OCCUPANCY / COMPLETION I This is to certify that the building located at '$ 117:CROWN COLONY WAY for which -permit 03-00001286 has heretofore been issued on' ,3/13/03` ,. has been completed according to plans and specifications filed in the' office of the Building Official prior to the issuance of said.build ng permit, to wit as complies with all,the building, plumbing, electrical, zoning and subdivision" regulations P� € ordinances of the City of Sanford and with the provisionsof, -these-s regulations. i�i •1 g STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 3/13/03 91.93 01-RADON GAS TAX FEE 3/13/03 13.33 aj 0.1-ROAD IMPACT FEES 3/13/03 847.00 01-RECOVERY FD/CERT. PGM. 3/13/03 13.34 '! 01-SCHOOL IMPACT FEE 3/13/03 1384.00 WD IMPACT:SINGLE FAMILY 3/13/03 650.00 SD IMPACT:SINGLE FAMILY 3/13/03 1700.00 �1i �'"-'L1"1•t5'l: V"`f'l"J'1 �.e,......ne,.� mm,.t:.i 1-L—vr---►�ru�•r�va�ar._..�,._ �,.__. _ � _ Address Misc. Information Maintenance 0916: 4 Location ID . . . . . . 245965 Parcel Number . . . . . , Alternate location ID . . Location address . . . . 117 CROWN COLONY WAY Primary related party . Type information, press Enter. Sequence Code(F4) App Free -form information 1.00 CSVC UT 3/4" RC METER SET FEE $190.00 PD 3-: 2.00 CSVC UT REC 5619 �0 4•00 — 5.00 6.00 7.00 - 8. 79 _ 10.,00 — , F2=Address 'F3=Exit FS=Notes display F6=Change display F10=Subdivsi6n Notes F12=Cancel LMBC0401 __ CTY OF SANFORD ' Address Misc. Information Maintenance 09:16:15 Location ID . . . . . . . 234,875 Parcel Number . . . . . . 34.19.30.-G000-0560 Alternate location ID Location address . . 117 CROWN COLONY WAY Primary related party Type information, press Enter. Special Sequence Code(F4) App Free -form information Date notes 1.00 CSVC UT SW DEV FEE $1700.00 WA DEV FEE $650.00 31703 _ 2.00 CSVC UT BP03-128 PD -1 -03 SEE REC 5619 31703 _ 3.00 CSVC UT 3 4" WA METER SET FEE $190.00 PD 3-13-03 303 _ 4.00 CSVC UT REC 5619 31703 _ 5.00 6.00 _ 7.00 _ 8.00 _ 9.00 _ 10nn _ More... F2 Address F3=Exit FS=Notes display F6=Change display F9=Parcel Notes F10=Subdivsion Notes F12=Cancel CITY STATE ZIP CODE SANFORD FIL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 56 - Crown Colony BUILDING USE (e.g., Residential, Non-residential; Addition, Accessory,:etc. Use a.Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): or ##.11####°) ❑ NAD 1927 ❑ NAD.1983 ❑ USGS Quad Map ❑ Other. SECTION B. FLOOD INSURANCE RATE MAP (FIRM),INFORMATION B1. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER B2..000NTY NAME B3. STATE CROWN COLONY 1 120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX'DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) >12117C 0045 E 4f17195 . ,; 4A7195 X, <. B10. Indicate the sourced the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 139: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area:(OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)' C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction `A new Elevation Certificate will be required when construction ofthe building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.); C3. Elevations -Zones Al-A30, AE, AH, A (witti BFE), VE, V1-V30,. V(with BFE), AR, AR/A, ARIAE, ARIA1-A30; ARIAH, ARIAO Complete Items C3.-a� below according to, the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements arid'datum conversion calculation. Use thespace provided or therComments.area of - Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No of X, a) Top of bottom floof (including basemenforenclosure) �i q S4 ft.(m) o b) Top of next higher floor _. _ft.(m) � o c) Bottom of lowest horizontal structural member (V zones only) o 0 o d) Attached garage (top of slab) _. _ft.(m) 'E m o "e).Lowest elevation of machinery and/or equipment - servicingthe building Describe in a Comments area g ( ) ft. m (. ),. a E � X f) Lowest adjacent (finished) grade (LAG) y 3 �o ft. m z' CL o g) Highest adjacent (finished) grade (HAG) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade TM I 11 t flood t. C3 h o I) o a area a permanen openings ( ven s) In — q. . sq. SECTION D - SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION; This certification is to be signed and sealed'by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement maybe punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S NAME - LICENSE NUMBER , TITLE COMPANY NAME - ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE ' 3 !t FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A For Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Brig. No.) OR P.O. ROUTE AND BOX NO. Policy Number CITY STATE ZIP CODE Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. - COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (seepage 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(cm) ❑ above or ❑ below (chec k'one) the highest adjacent grade. (Use ' natural grade, if available). FF Fnr 7nno AO nniu• If nn flrwl Month ni imhor is numiInhlo is tho fnn of tho hnttn flmr olmnforf in �rdnnro urith tho mmmi rnWe flrwlnInin mnn�nrnanf nrrfinn—') ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community- issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME uaonunw una¢e wr nr rnomw ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SIG ATURE DAT TELEPHONE 407.475.9112 COMMENTS x ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and,date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a' FEMA-issued or communityAssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (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 ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions CERTIFICATE OF ELEVATION CITY OF SANFORD ENGINEERING PERMIT PERMIT NO. Cl-�) _ � a UV This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and this information provided below: Right of Way Utilization ....... ❑ Driveway ....... Applicant Name: DEBBIE TIME Firm: MARONDA HOMES, INC. OF FLORIDA Address: 1101 NORTH KELLER ROAD, SUITE F, ORLANDO, FL 32801 TELEPHONE:407-475-9112 FACSIMILE:407.475.9115 , Project Location or Address: LOT 56 - 117 Crown Colony Way Panel: 3 Subdivision: CROWN COLONY Title of Approved Development Plans: Schedule of Work: From: Proposed Activity: Driveway Installation ..... Bore and Jack.......... ❑ Other .................. ❑ Approval Date: To: Aerial Utilities .............. ❑ Open Cutting of Roadway..... El Emergency Repairs ....... ❑ Underground Utilities ....... ❑ Sidewalk Installation........ ❑ Specific Description: ............................................................................................................................ Excavation Information: Total Length (FT) Number of Open Roadway Cuts Aerial Information: Length (FT) Number of Poles (Existing) (New) It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanford's jurisdiction and the right, title, or interest in the land to be entered and used by the permittee. The permittee shall at all times assure all risks of and indemnity, defend, save harmless the City of Sanfordfrom and against all loss, cost, damage, or expense arising in any manner on account of the permit request by said permittee of the foresail rights and privileges. In the event of any future construction of roadways utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove and/or relocate as necessary at no cost to the City of Sanford, insofar as such facilities within the public right-of,p�wway. * CALL THEPUEUC WORKS DEI d4.330.5681 TO SCHEDULE A PRE -POUR INSPECTION APPLICANT SIGNATURE DATE: 3/5/2003 ... ...................•.............................................................■............................. 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T1.ivy y t?I S ,€ ti O .i.:=, w .. - ' { 3i.:� 1•,€�.�€ , 1 I•�€ i ,r"ti,�.it i t��: � i1, li.;: " m E € 1 ( S 1 If i.li 1 ° �;'€: CHOWPW €' 1 t€ °w t + i€ t�i i ',t!€1:!: A_dA€,lii..hl j€!:1``►i'.,.},, y.ONO IS, VALID ° r.t. €' t € 11t —6 flU LlI'l i 1,11 Lta 1 t'i•€ 1 S ,{ i ,I €t E!{ ,,X� �.;�,,�-}_,.�,f.�.:� �t.:<. l.,t.'°; � �."'�;��� l'� .T�:l:1 Gr 1'1::: €, ��€�€€ 1".� f =���1 ? ! �:.f? i i }t�e ':, i I+:€`'1�a i ��'��r }r � '�-� � ? n-€<� I '< tt�•3 t� �,�.;« s Y e x. • CITY OF SANFORD PERMIT APPLICATIONy 3 Permit No.: Job Address: 117 CROWN COLONY WAY Lot: 56 Parcel No.: 33-19-30-50S-0000-0560 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $ 97 752.00 Occupancy Type: X Residential Commercial Industrial Number of Stories: 2 Number of Dwelling Units: Zoning: Total Square Footage: 2,667 Owner: MARONDA HOMES INC., OF FLORIDA Address: _ 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMMERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC0584% Phone No.: 407-475-9112 Fax No.: 407-475-9115 Contact Person: DEBBIE TIlVIE Phone No.: Title Holder (If other than Owner): Address: Bonding Company: N/A Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 03/05/03 03/05/03 Signature o er/Agent Date Signature f ractor/Agent Date RUSSELL KEITH SUMMMRS RUSSELL KEITH SUNBMRS Print Owner/Agent's Name Print Contractor/Agent's Name 03/05/03 03/05/03 Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date DEBBIE TIME DEBBIE TIME (9hPWW.W1y&QQ-I MY Comm UP• ?/SIDS (eM�S�IY My Comm Exp. 2ISIt)6 No. CC 999378 No. CC 999378 I 1 OOW I.D. V4~ t I Duw I.D. Owner/Agent is X Personally Known to me or Contractor/Agent is X Personally Known to me or Produced ID 01 Produced ID APPLICATION APPROVED BY: `4 Date: 03/05/03 Special Conditions: . - , -t " siC�i .�A Y n; e.y CYI fFrt.114k �„q, ... CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number:C):�)__ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Address of Job: Electrical Contractor: Residential: _ Maronda Homes Inc., of Florida DANIEM PUdLISI Non -Residential: F Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service c po New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: j vd By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. A - ant's Signature EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number:o.__�,--- k d ��_ Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 117 Crown Colony Way Lot: 56 Panel: 3 Mechanical Contractor: GARY CARMACK Residential Non -Residential Of DUE: nt By signing this application, I am stating that I am in complianc with City of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number t �. Kk Rto •+''! CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: 0 _?_::� - � �_�14 Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job:_ 117 Crown Colon Way __—_Lot_ 56_ Panel: 3 Plumbing Contractor:_______WILLIAM T. _SELF ---------- Residential: Residential: __ V_ -- _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Signat CFC057039 State License Number Lmonda Homes AN EASILY OBSERVABLE BETTER VALUE! 1101 NORTHKELLERROAD, SUITEF • 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 CROWN COLONY Lot 56 in 117 CROWN COLONY WAY. RUSSELL EITH SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10TH day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. -o F o DEBBIE TIME NOTARY O My Comm UP, 2/5/t)5 m ausuc > No. CC 999378 y ww«n t t Other �.�. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford.doc INN 181N8M18rIrrM188NrrNNINMNENNIINM U. or occ z1 miag x 018 wZz z o o 30 h lv a MNRYANW 1*UR'31_, CLERK IF CIRCUIT COURT SEM I NK E LiM Y BK 04734 PG 1019 CLERK'S 11 2003039269 RECORDED 03/06/2003 12:57:46 PM RECORDINIA FEES 6.00 R0,1*0E1) BY 6 Harford NOTICE OF COMMENCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-5QS-0000-0560 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 56 __ 117 Crown Colony Way: Subdivision: CROWN COLONY General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road. Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER Name and address Bank of America,, -.NA, 750 S. Orlando Ave., 0102. Winter Park. FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 6442388 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. Kama! Title. 200 W. 1't St . Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date is specified.) RUSSELL K a!WERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day Of 2003. 12 • eill.: DEBBIE TIME MY Comm E.V. ?/fi�05 CC 999378 *-" I I other 1 D, MAR w- b GaIIHILD CUM IYARYANNE MOR CLERK OF CIRCUIT CO PLOT PLAN for. MARMwA HOMES. INC. DESCRIP770N: LOT 56, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 7G dtry 76 PUBLIC RECORDS OF SEMINOLE COUNTY. FLORIDA TRACT "B" CONSERVATION 4 ACCE55 EASEMENT II N00009002"W 59.23' k ,--' 500.4&09W 0,77' Id D.E. a sIa za ��,DO GRAT'MIC SCALE — — — — — — — — J4 LOT 57 coHCRm rAno 7.a LOT 55 O C6 40.0(7 MODEL: 5UNBURY' I' ?r TOKY (4-2 U 2 BLOCK FINISHED FLOOR ELEVATION - .. 4.4.14 DRAINAGE TYPE: " " �- B tn ID,00' WITH FAMIL4 ROOM SLIDING tn Z D.DD' • 'Ic.a OONG'RETE . oRlVE Q O — — — — — — — — — - -- N Ia U.E.) tijPj 500009102"E 60.00' FLOOR�SLAB ELEVATION UST BE 16" ABOVE CROWN CROWN COLONY W IIAGE T ROAD UNLESS soo'os�orE _ _ OTHERWISE APPROVED NOTES a000 CERnF7CAnON 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SWV9'02E. MANAGEMENT AGENCY FLOW INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON STE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN; 7.5' SIDESIDE PLANS FOR THE PROJECT. THE 100 YEAR FLOW HAZARD AREA. I BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X '. STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NQ 120289 0040 E BUILDING LINE. 60' IN THIS FIELD. EFFECTIVE DATE. APRI. 17, 1995. THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 56 CONTAINS (SUB,IEcr TO CHANGE) 7,090 SOUARE FEET/0.163 ACRES THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY, SETBACK LINE$ AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMAIM SHOULD BE OBTAINED AND CONFMMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TINS GEND. 0.-NUMBERP.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT -RADIUS RI -POINT OF INTERSECTION H.-CHORD PC. -POINT OF CURVATURE C L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT QR-OFR►CIAL RECORDS P.C.C.-Pawn OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT RC -ARC LENGTH L. -LICENSEDBUSINESS CENTERLINE A3C-A1R CONDITIONER PAD CH.BRQ- BEARING S.&U.E.-SIDEWALK & UTILITY EASEMENT O.U.&SE.-DRAINAGE. UTILITY & (ANTRAL &DELTA ANGLE) O.&U.E.-DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT A TONE INC. LAND SURVEYORS AND M BOULEVARD ;r30O SOUTH RONALD REACAN BOULEVARD LONGLEPH E (407 J4O-90 0 TELEPHONE 4407) B9O-90B0 FAX No. (407) JJ9 ..RR. E-MAIL: CA NONE O CFL.RR,COM THIS SURVEY NOT VALID UhtESS EMBOSSED A'WFLORTN bA SIGNATURE LICENSED MAPPER Te C REVISION DATE OOU"CK F. CAVONE - PRESIDENT ' FLORIDA �yEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507J PLOT PLAN Z•Z4•Z003 i■ LOT 6y CHIP CADD FILE: CR0WNC0L56.OWG W.0.2003-2037 CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 56 Subdivision: CROWN COLONY Property Address: 117 CROWN COLONY WAY ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 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. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 0 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. © h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 24 S.F. Patio(s) S.F. Conditioned structure 2.223 S.F. Total (Gross Area) 2,667S.F. ❑O 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. O 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: Wednesday, March 05, 2003 SIGNATURE: (By Owner or Authorized Agent) 46 Maronda Systems . Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CC05601 56 117 CROWN COLONY WAY ORLN-CRC SUNI3 RIGHT 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 loading is in ar_cnrdanca with ASCi= 7-QR 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 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- Pit: 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 I 6-18-02 11 6-18-02 J 6-18-02 J 1 6-18-02 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 NTY DATE: FEB i 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 1 36 Y FEB 2 5 2003 HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° istheresponsibtlltvofthe installer (builder b0dlnocontractor licensed contractor, 'ectororerecNon contractor) to property receive, unload store handle install and ece metal plate oonnected wood trusses to protect life end property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are ised upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (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 orinstalier. 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. iTORAGE Frame 1 4 ..A Tag Line a�l�ryl>Mr*aw»n�l��au�araaw�irnye�x'lliNa v�aA+at�iaM�.rs, r�a�r�tifau�rc�Nw�,rlo�w�,�a iDUNDkB,Ri4GIG'BUIDINGINTER�URRI lq r1Y f..P �Y*YNrtti:• rl r, t) . T�N'h+..TP�II?'.f �1li< tl a1r fr 4 Plan ram. Blocking •, Ground Brace � Vertical& (GBV) Typical horizontal tie member with InUMPIe stakes (HT) Arus& o/ bra, cup of true** (ES) Frame 2 12 —7 4 or greater f GS O� Top chords that are laterally braced can buckle togetherand cause collapse if there In no diago. nal bracing. Diagonal bracing Should benailed to the underside of the top chord when purlins ara,attachad to the topside of the top chord. SI� I.. �I�a �t4 U, r 1' ki �,4T r�� �: MIN1N1 s ryry i'' alp � i l pr:� TOP.CHQRL��a6 DI�1C�)hiALt'BReACE TERAU10it CE Sl�AC "aB r 14Pµ,'k5 l .S.P DF :,.SPf/HF Up to 28' 2.5 1 7' 1 17 1 12 Over 28' - 42' 3.0 6' g 6 Over 42' - 60' 3.0 5' LS 3 -�• 1 aoc a r W1,115 rou proressionai engineer )F - Douglas Fir -Larch SP - Southern Pine iF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace --�� Required 10' or Greater I Attachmen Required All lateral braces lapped at least 2 trusses. W U to 32' 4 12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 6o' See a registered professional engineer ur - uouglas rir-i,.arcn SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord All lateral braces Lateral Brace —� lapped at least 2 Required trusses. 7- 10" or Greater Attachment Required —/ �;'PITCP��D TRUSS 12 A, x / r< o. a 0� �°jryo ti e,a �F Top chords that are laterally braced can buck le togethsrandcause collapse ifthereisnodiago. << 9 notbraoing, Diagonal braoing should be nailed �ry to the underside of the top ehcrd when purline are attached to the topside of the top chord, �a�<�5C�15SbRS TRICIS��;� Frame 3 aa++t M M ��TChI . m� E�1 CE S j'�1C1N(L')1aIr['tit't TOPC D!A,,t 0 C� SFx1C1Jt^a s ss 'sj SPF•HF-rI yp to 24 3/1,4 8' 17 12 Over 24' • 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' g L)F - Douglas Fir -Larch SP - Southern Pine 'HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced an buckle togetharand cause collapse 11 there is no dingo. nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purllne are attached to the topeide, of the fop chord. M NO:.Tk ass ' { PLUMB I I Truss Depth 1 D(In) Lesser of D/50 or 2" ±y;_ }� Jlaximum Misplacement PlumbLine 4 !INST*ICENLAT7(�LERA�VC`ES I f dM 6 �x wkf. �4lHij,lY ny4�7 y= 12" 1 /4" 1 ' 4" 1 36" 3/4" 3' 4$" 1" 4' 60" 1-1/4" 5' 72" 1-1/211 8' 84" 1-3 4" 7' 96" 2" g, 108" 2" 9' 1 T +-'/:' i �T L(In) I t` x 11 F�' n3ary4 1 yl� 50" 1 4" ' 0 " 1 3' 150" 3/4" 12.5' 12 —13 eor n 8 greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required I 10' or Greater Attachment Required Length L(In) Lesser of L/200 or Z" BOW L(in) ......... ..............::........ —� Lesser of L/200 or 2" Nt"100'9il 111nk��154 „1'. .t; 200" 1 " 16.7' 250" 1-1/4- 20.0 r-/l l 3 Thb d-10 is for au t"diidual building component and inns been lased ott tn(ottoaUoo Provided by Use dknL The datgnef &,I,.$ -7 rCsP U1t3t rw damages as a. t-ou or I Gutty w bmrlt t t.fwmatma ap-merijons .md/w design 6untshcd t. Ut. know defg,.e by the cuent and Ilse cotxt dmn a.srU_,,y of Ilblc tufolnpUOn as U may relate to a zPe- llle P.ojai. 4 accept no-P..slbgny w ' e.adses no coobat mill rcgatd to f bd - i b.edu.g,. -bp--t ..d lrntaUaUo. d 411sks. This Imss has been deslgzed as an Iodlsld-d bugdtvg —jjo t to ._.done ANS[/TP[ I-1995 and NOS-97 to be Incorpotaled u put d tb. buadlog design by. B.Wding Dalgner (regts(eted arebilecl of professional a+gl.eert- 1ohb .e+te.2d for aPprtm[ try the brdldmg deslgrrw- lie. deign l..dtogs iI.- most be wed to be -cave that the data rr, we to a jrmmmt with We local budding wad load dsmatl. --cord-. fw 1.I.d w s..ow Imd.. Ptgea apetl6oUem w speelal applied loads. 1 Uldrsa Sbowll, tnsss has as been J-jV1ed fof storage Or o Paaey Toads- T11c des([, assubota t P-sbon dtords (top "r bottoml axe cooll. - oasly braced by.1-tbmg miles, otb-.,. apeclOcd- Whore baton) cbasds In t-Im ..� ! -Or fully braced W-by by . P-Pvly aPphcd ttgid. - "- C 11t Y. ah-" b. brrccd at a masfmum -Palo[ of 10'-0' - Cononc . li Pl*'- haU be maeuf-..,.._.t form ]O gaoga hot dipped galnnizol sled meets' ngASTM A 653.. �.. Gnde 40, unLss otiaenrh sit, FABRICATION NOTES f i- to labrteUon, the rabttatw sbaa beNetr ibis &-log to..Ify that rids db-to is to lire m1ttt. -.t.Unw the f>txir tot'- piuu .cad to og respomf "'Ity rw such veJ. tleaUon Any dt+e�Pantle .e. to b. put to wnithn9 lxfore ell 9 w faba-U.n. Pg. alutil not be InsWlcd osv kodh.la, lalota car distorted gain M mbtss sball be cut fw i/gbt AtUng -'d to w..d bearhlg. Coo- aector Ptah baA be Ioeatod on both faccs of. the or - wuh nail fully bnb0ded and :ball be sym. -bond the Joint unbar olhe..4,e ah.,,vR A 5x4 pi.tc b 5-:.iee x 4- long. A 6x8 Pht. is 6 We x 9' bong. Slots ibnlesl rim Parallel to the prate k eh sped " L Double eats oo sseb manbers shah toed at the orntzold of 2be web. unla. olhenvbe-boon- Cordaedor plate zlxe. lore minlmtmt stores based on the (0. shown lud may need to b. torja d for n,,. hand. bog and/or u tr ethos seac.- Tlds miss is sot . be b.erleat� with f&e retardasal wted unbar unless .Utowsse stbowsL For ad llll ..l st mab...11 g..uq c.wa ru m Atem1 1f-1995 IRECAUTIONARY NOTES U bracing and eredloa t.wmolendatt_ are t be foo—I In ae000tar,_ with-Handh"g .stalling d,lfracing•, HI8-91. Trusses - . a h added wlxb PnrU-hr case ci.xtog banding 14 IacadU.g, ct It c y and L-bd ab.n t....., r stag os lo a. P----cat btacmg and fw-1110,1g 6trnn ( lb a -bail t-pO- 3lgged and tosWted by oil-. Careful h.nd_ -g is -cutlal and oedlon bracing is al ays Td'a NOMW PrtxautJ Batt' at3km tof ssses Toquirm smeb lempesaty bradog durtog 166aH°° bdweaa busses to a.old toppling d dool7cot.g. The 3uperrbbn a election cc Shalt ix under tho cssons control of p rertenml In Ube 1nsbNlaOm Of ban3e. 11-UN ai advice s,1aB be sought if needed.. oee.baelon d masbnrn.d goad. gt1- ,t ul the dalgn bads shag not be applied to ores at any U1.G Nolo..ds other than the 'Olt .f U1e -ct-. sh,U be applscd to sses ont l alter all fastWing and btufng sbmPiotoL MONO VALLEY VALLEY TAUS COMMON VALLEY 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 FEED; WO: VALLEY SET IF LESS THEN 3-84 THEN MOVE DIAGONAL WEB TO NEXT PANEL r 12x4 s 214 OR 4 6 5z6 OR DIAGONAL WEBS t 4x6 316 4t6 14x6 REQUIRED WITH SPANS Z 4 OR GREATER THEN I6-U-o 3.6 714 2x4 bl1`I:l 1t1 WHEN DIGGONAL WEB PRESENT USE 4X6 PLATE (11 WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24 - O.G. (TYPI Ix4 he 6-6.4 214 2x4 J VANES lT UPTUi 316 2x4 2x4 214 2x4 4xt6 3z6 on. 21n4 3zB Ix4 214 3z6 3x6 O.C. MAX 6-0 6 t 4x6 nit t 4x6 2x4 f ' (TYPI s 214 MAX TRUSS SPACING MAX 5-0-0 D.C. (TYP) ® BELOW . 46. 0.G, . SPANS UP TO 60-0-0 TOP CHORDS. 2X4 SP $2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOW VALLEY SET, VALLEY MEMBERS WEBS: -2X4 SP 113 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TiC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2)16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 20 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' D.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8. O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR go% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN II'LONG 1. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.}t EXCEPT AS SHOWN PLATES .ARE TLZO GA TESTED PER AN MI 1-1995 CDItt Support RNING: READ ALL NOTES Studs b-�-� o.c. E=M11 ON THIS SHEET. OPY OF THIS DRAWING TO FF, E� ran. BE GIVEN TO ERECTING TRACTOR, Dwg. 4005 MARONDA WAY CING WARNING Dsgnr: TLY SANFORp, FL 32771 (407) 321-0064 Fax 407 ( ) 321-3913 Bratlog.b.wa on lids dntwiog b rrot r1ecU.n bsacln wbih u a P'd or Ube bu[lding dtatgn and . tx h g` "�`i ud ..d. gotta! biotin[ or stmttar bra shown k fw late"5"Ppntt tdcrcd t7 �` building IV Live C Dead 16.0 �Q 7.0 TOMAS PONCE P.F. LICENSE 9l}05(m68 M ottl} to nv1111-1b-a jat_zai 1a, mom" , _,,, araelfg f�dftl..al b,a P-Ui d Ina bmcl- l°O lt• pro*,must lox Un'1s detcrnu.y eing car th...oeu its en by me b ma7n 13 UC 11yt3 L �f 0.0 1690 GREf?18ROOU. CT.OVIEDO.FL32766 re may ix r ore, t5a. HIH-91 .tTFlI. g 1goQ, it-- Put. instautt TPL 6 no Drive located at 583 D'Unoklo U[IYe- Nedlsolt, {UtscostslU BC Dead 1uf 2.0 5�7191. '-- P.r - . '1'(1TAT. 7{ n net' --.r.LA:I Jtt Truss ID: VT Dale: 4-1-1-01 Dur6ac - Lbr: 1.25 DurFac - I'11: 1.25 O.C. Spacing: 24.0" L)ASlgrl CfTlario_ TP► Code Desc: I r.nr non.,. -- -- L)1=SIVN INFOOMATION This drsigit is for an Indhidual buddaig emnponenl -.d lws bona based on wm aetloa provided by the difent The designer discfalms any resp.ro Vtty for dao,a5.=. m . welt of faulty or InMTMt bdotmaUoa spedikoffons d/a desypns 1.-bhrots ed eo the td-1g,ter i>) the dicta and the corrednen "accancy d thb har.rn..lr.n - k any .el.te to . ape- c6k i"cet and accepts lla cespoitsn,Ultr m eveleh— no tvotrol u,Ula regud ( r.bna- now- handtb.g, sl.tprnent. ar.d hlst.H.0 n of i . .. Thb erwa. tans been de 8t 4 ...n bdtaidual building tmiponerd In acemdance with ANSUTPI 1-1 t145 and NUS-97 to be incmporaGcd - part of the buflding deign I;y . aitddb.g Deafg.- Irsgbt.-d artrReet .rr prdeasforral engkwi rt. wiva ie.tened f-approval by the twlidtng destgracc, the design h,adtngs sham ,.rust be ducked to be. sore lhnt the data .1--, an, In agn.enaorl with the loot bulidt g eodv, tool -W-tk records 9- whnd or af.ow beads. pnlJe 'peeln-Uorn or ed -pal applied lands. Unless shown, truss ins not been de tp" [ar storage or occupancy loads. The design assu,oes eomprvsh.r chord' {top w bottoms are eont(no- ausly b--d by sh-Uring u.I.— a0--ise: sped of d. Whet' bottom chonis In lenshan ate aul f.Uy bntccd laterally by a (+'pelt' applied rtgtd 21., tlkj• shouts be br d .l ■ nathnun, spa" d 10, o ,_ Conrt for plates 31.111. nnnuraetared lawn ZO gauge hot dipped gal.ant-d sleet n,-tknq ASTh(A 653. Crude 40..ntoa ou..-I c alao I -- FABRICATION NOTES prior to Grbrtollan. u e fab.ltaiur slnaU _".o, UW drn lng to -try ti-t thb drawing is In oon(ormantt with the IaNicsG.t's plats and to ee..Ure a csrnUnuh.g rvponstMYty f such aer/- 8-tb.,. Any dLt p..ndv are to be put In wrnb.g before cutang - rsb..foUo.r. Plates shall not be tr -tan<d ore krwth. knob or dblortcd grain- Mcn,beia shall be eut (w light Whig wood to wood beaAng. Con- nest- plait- shall be Iee.led ar. Mlh Caees of the Truss wah :Us fully imixJded and shall be sym about tine Joint unless tlnewlse ai.own. A 5x4 plate is 5- wide x 4' bog. A 6113 pate b E wtdc x lr tang, slab tholes) ... P.-nd to Uae plate kntth spc-w d. Dontale cub on weh —1bess shall met al the —'scold rJ the webs wd— oth—be slaw.-, Con.v for plate sires ate minbnunT 11T h-ed on t he (nrees shaven and may need W bo tr,--,-d for Ceitaht lund- Ib.gand/a tredian stresses. This trust A. not to be Fabrtcted will, flm retinbnl Ir ai" luulbcr oil— od,efte sh_,_ For addition! kJonnatten au 9--Uty Control r.f- la AN5I/TF1 1-095 PRECAUTIONARY NOTES All bracb.g and eectbn eecon.mendaUons are to be followed In n�dmce Mao-Nanyfn,C_ b-t-libm A 8m k c. ffle-91. Truzs- are to be handled ul, p-0J. Tar ere d.,tng b.,Awg .ad b-.dU rg, douvery...d butallatbn to acid d..aage. Tnwporary and pe ,__t beam# for holdf c tr 1 .. alr.l�int .nd pl.mb pw. Mo. and("' rvbrA.g literal butts sludlbe do(gned and Insbaea by othcn. Cardin by 1 bog is csseflllal and erution bracing is ahvafs tcquifed_ Nalnlal pfccaullatialf ac0an for bosses -qutr- such t—po,a.y bracing during blsta1611on bctaeen trusses to &sold toppling arvl d-1a.t ng, Tfae sapd.tbion d vccaon of tnrsso shall be ,u.d- the control of pm_ espelcracedb, the beslaUaUon of Uusaes- Prdesslarnl adatex-ball be sought Irneeded. cor.eentraub of c ,atfucu/ bads grmt- tine the design loads sh-8 not b: applted to I— at any nrur_ No land. oth.r tlun one . weight et lire et s M. U h- .ppU-d to -ease ""'if fill U lasts 111!a.a1 hating 's cu.npktcd. rt v t altlYW HIP GIRDER 2x OF TYPICAL RLOCK [NG FOR wU:141PDETAIL BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. _OSB_ NOT TO EXCEED 24" 0_C.. 0 BE NAILED TO TRUSSES w/ Q 12" ON CEN_ STAGGERED PRE-ENG'D TRUS TOP WALL OF BUILDING , EA THING `V'1 V STEP -'� AJIps i°>sri1�1 t �Vti: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SA NFORD, FL 32771 407 321-0064 Fax (d07) 321-34[ 3 a'aeMg shown on this dtawb.q is not ervilon bnaehrQ, wtml bracing. 1t.ta1 bradnX ex shnl6r br+eing which b .pan or the buiding d ylen .n.d rhich -noel be mtnlderrJ I TOMAS PONCE P.E. by Uu twlldkTg deslener. er.ck.g shnas, is for L.tml support d truss men.ben onl}- to reduce buckling length. f4ac><lons must Fie modr to anch" 1-1e l bn,tn.g.t end. and �peslned l.daiwn, ddtrnnmea LICENSE A[IOSt)U6g Addtti.. I b-cl g of the oeeraU stivet ire mad Ix re tubed 1Sce FI18-91 of roll, g g.ur, In u e l aakr desl (1-tea Platen heath". M loafed -89U 6RF.ENBR00K iT.ovlE � ixf,FLs2Ttis . at SW D"O.ndrlo Det-a hfadtso_ w.smn.rn SZTipI_ nirrrn• Alnrrir Annlrefr Csug- Job: —'—way• Dwg: Dspr: TLy Cblr: TC Live 16.0 Psi TC Dead 7.0 t'sf BC .hive 0-0 psf BC Dead I0.0 psf TOTAL 33.0 11sr (Truss ID: HIP Dafe: 10-20-OU DufFac - the 1.25 DufFac - Pli: 1-25 O-C- Spacing: 24.0R Design Criteria: TPI Code Dese: v:06.29 nn- FrR- ^n DESIGN INFORMATION This design is for an individual building componentand has been based on information prwAded by the client. Th< designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specHkatio ss and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cdk project and accepts no responsibility or exercises ro contral withreypud to fabrics Uon. handling, shipment and installation of trusses. 'Kris truss has been designed as an individual building component in accordance with ANSI/TPI I-19%and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the buudmg designerthe design loadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied loads. Unless 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 rWd ceiling. they should be braced at a maximum spacing of IO'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ver- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed aver knotholes. knots m distorted. grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both fain of the truss with nails fully Imbedded and shall be sym. about the jointunless otherwise shown. A 5x4 plate is 5' wide x 4" king. A 6x8 plate is 6" wide x 8" kmg. Slots (holes) run parallel to the plate Length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown- For additional Information. on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with "Handling Installing & Braehug', HI15-91. 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 forms shall be designed and installed by others. Careful hand- ling is essential and erectionbracing 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 instdatbn of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater b than the design ads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: 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, 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- 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 �T7 I WE: 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 ATY` 1 __===<7oint Locations======________= 1) 0 0- 0 5) 30- 0- 0 9) 7- 0- 0 . 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) IS- 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 7-0-0 k 16-0-0 k 7-0-0 Ilk 1 3 145 Q 5X10 3X4 5X10 -6 T 0-4-3 3-10-3 TT� I R R Ilk 30-0-0 10 9 8 7 2087# 3.50" 2087# 3.50" 1-00 30-0-0 II (RO-I1-11) 430# 430y (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- #0050068 WAKNIN(r: 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 simtlar 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 overallstructure may be required- (See HIB-91 of TPq. (Truss Plate Institute, M. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: A Dsgar: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbc 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V.f1A119 nq- 1379A- -1 Uerign: Mafru Analysis JUH YAM: LJILG-LUAUU10I11)AFFHOUrvfv HCS. 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUN'IV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =__ == =___ =====Jo ==== ___ int Locations======__ This design is for an individual budding BOT CHORDS[ 2x4 SP #2 composite result of multiple 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 disclaim 2x4 SP #2 3, 5 continuously braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 anyyorincorreyfordamageasaeesuhor (out/yodesignfurnishedtothen. Wind Case- ASCE 7-98, C&C, V. 125nph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 trutsdesignfications and/or design furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 21.0 ft, I- 1.00, Cat. B, Kzt- 1.0 EXp . ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy Support 1 734# Bld Type= Enel L= 40.0 ft W. 30.0 ft Truss X-Lod Vert Horiz Uplift Y-Lod Type of this trrforination as it may relate to a spe- Support 2 765# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 -734 BOT PIN cffk project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: t Resistant Cover �c iris and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL exercises no control with regard to fabrica- L/999 tlon. handling. shipment and installation of trusses. This truss has been designed as an L=-0.08" D=-0.08" T=-0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI individual budding cornponentInaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPt 1-1995 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 Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Designer tlegistered architect or professional errgmeerl. When reviewed for approval by the T- 0.03" 4- 5 -1637 0.39 9- 8 1568 0.47 budding designer, the design kxrdutgs shown R� 1.15 5- 6 -1582 0.32 must be checked to be sure that the data shown 6- 7 -1794 0.37 arc in agreement with the local building codes. local ciknatk records for wind or snow loads. Projectspecifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy toads- The desist assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 1(r4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans andto realize a continuing mponsibiffly, for such vert- flcatbn. Any discrepancles arc to be put in writing before cutting m (abr kation. Plates shall not be installed over knotholes, knots or distorted grain. Members shalt be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with pads 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- wkle x W long, Slogs (holes) run parallel to the plate kngth specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate slzes arc minimum sizes based on the forces shown and may needto be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardanttreated hunber unless otherwise shown. For additional information on Quality Control refer to ANS(/TPI 1-1995 PRECAUTIONARY NOTES All bracing anderection recontinendations are to be followed in accordance with 'Handling Installing & Brachir. Hi$-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avow. damage. Temporary and permanent bracing for holding trusses in a straight and plmnb pos- ition and for resisting lateral form shall be designed and Installed by others. Careful hand- hng 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. domdnang. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of tresses. professional advice shall be sought g needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any timb e. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is compieted. T 5-3-2 0-4-3 T7� 1 9-0-0 12-0-0 9-0-0 1 2 4 6 6.00 4X8 2X4 4X8 n n 30-0-0 12 11 10 9 1036# 3.50" 1036# 3.50" (Rai-0-0) I I 30-0-0 _-0-0 (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: WO: SUNIV Maronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B y CONTRACTOR. BRACING WARNING: Dsgur: TLY Chic: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 FO SANRD, FL. 32771 Bracing shown on this drawing is not erectlori bracing, wind bracing, portal bracing or simnar bracing which is a part of the building design and which must be considered by the budding designer. Bracing TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.2,54 Spacing: 9 O.C. S 2ri.On (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be psf TOMAS PONCE P.E. inside to anchor lateral bracing at ends and specified locations deterrnmed by the building designer. Additional BC Dead 10.0 f Design Criteria: TPI LICENSE l/0050068 n itute TP v�r� ed at � o p .tMa�an. W�nsin 53719). Code Desc: FLA 18906REEriaft06kCMMEDOYL-32766 TOTAL 33.0 psf 'V:06.02.02- 13799- 3 uestgn- arms AnmySIS !UB PAT H: C: )TEE LUKUUB5l125MPHiSMV HCS: 06.0202 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =_ === =d===== int Locations====___= == This design is for an individual building BOT CHORDS: 2x4 SP #2 ccuposite result of multiple loads. 1____)= 0 0- 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 client. The designer disclaims any responsibility for damages as a result or 2x4 SP #2 4,5 continuous) braced unless noted otherwise. 3) il- 0- 0 8) 30- 0- 0 13) 0- 0- 0 faulty orInrnmctInformation. spectBcatwns Wind Case- ASCE 7 -98, CEC, V. 12 5aph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, ExP.Cat. B, Rzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or accuracy Support 1 727# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- - of this information as tt may relate to a spe- Support 2 769# in INT zone, TC )L= 4.2 psf, BCDL= 6.0 p Vert X0- HOr81 Uplift Type cific project and accepts no responsibility or exercises no control with regard tofabrka- MAX LIVE LOAD DEFLECTION: act Resistant Cover Covering and/or Glazing Req ng 1 0- 1-12 1035 HOT 81 -727 BOT PIN lion, handling. shipment and installation of L/999 29-10- 4 1035 0 -769 HOT H-ROLL trusses. This truss has been designed as an L--0.07" D=-0.07" T--0.14" ..TC...FORCE... CSI ..BC...FORCE... CSI IndWual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 as part of the budding design by a Budding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 Designer (registered arehlied or professional ergineerl- When reviewed for approval by the T= 0.03" 4- 5 -1240 0.25 10- 9 1534 0.43 budding designer. the design loading shown Rprg = 1.15 5- 0.40 9- 8 1536 0.40 most be checked. to be sumthat the data shown 7 -1435 0.43 are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied H d ceding. they should be braced ata maximum spacing of 101-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in. cornfomunce with the Cabrfcato(s plans and to realize a continuing responsibility for such veri- ficalton. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for ttght Riling wood to wood bearing, Con- nector plates shall be located on both faces of the truss withnails 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" king Slats (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection raomanendations are to be followed inaccordance with "Handling Installing & Bracing', HIS-9 1. Trusses are to be handled withparticular care during banding and bundling. delivery and tnstalattn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- tton 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 Isusses requites such temporary bradrig 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 trusses. Professional advice stub be sought 9 needed. Concentration of construction bads greater than the design loads shall not be applied to tosses at arty time. No loads other than the weight of the erectors slum be applied to trusses umfl after all fastening and tracing is completed. 6-3-2 0-4-3 Tp� I 11-0-0 k "_0 k11Ilk -0-0 1 2 4 6 7 6 00 -0, 1d0 n 4X6 3X4 4X6 30-0-0 5-10-3 0-4-3 A- F '13 12 11 10 9 1036# 3.50 1-0 �� ( 1036p 3.50" (RO-1111J I Ig 30-" 1-0-0 (�-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing s not erection bracing, wind bracing, portal bracing or sdmllar bracing which Is a part of the building design and which mustbe considered by the building designer. Bracing shown Is for lateral support of lnus members only to reduce buckling length. Provisions must be made to anchor lateralbracing. at ends and specified locations determined by the building designer. Additional bracing of the overall structure mazy be required. (See HIB-9I of TPII. rrlvss Plate Institute,'IPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WO: SUNIV Dwg: Truss ID: C Dsgur: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psi DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01' BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06-02-02- mann- 3 uesign: Marti Analysis 1UH PASN: C:II&L-LUK1.10851125MPHiSUNIV HCS: 06.07-02 JB: AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and./or designs furnished to the truss designer by the client and the correctness or accuracy of this UJormation as it may relate to a spe- cific project. and accepts no responstblifty or exercises no control with regard to fabnw.- U'. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7Pf I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enganeer). When reviewed for approval by the building designer. the designloadings 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 specillmuotts 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 speclf ed. Where bottom chords in tension are not fully braced laterally by a properly applied HOW ceiling. they should be braced at a maximum spacing of la-T mc. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS[M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrtcator shall review this drawing to verify that this drawing is in omformnance with the fabricator's plans and to realize a continuing responsibility for such verl- Bcation. Any discrepancies are to be put in writing before cutting or fabrication. Rates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Con- nector plates shallbe located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length. specified. Double cuts on web members shall meet at the centrodd 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- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Alf bracing and erection recommendations are to be followed in accordance with 'Handling installing &. Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mlon and for resisting lateral forces shall be designed andinstalled by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avold toppKng and dominoing The supervision of erection of trusses shall be minder the control of persons experienced in the Installation of trusses. Professional advice shall be sought d needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing 18 completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 7-3-2 0-4-3 T7� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, 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 -1768 0.50 12-11 1525 0.41 2- 3 -1304 0.47 11-10 1522 0.41 3- 4 -1107 0.29 10- 9 1105 0.28 4- 5 -1308 0.48 9- 8 1522 0.41 5- 6 -1768 0.51 8- 7 1525 0.41 TI: D QTY:1 __====== ====Joint Locations=========_== 1) 0- 0- =__ 0- 0 5) 23- 0- 0 9) 17- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- - X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 69 -716 BOT PIN 29-10- 4 1036 0 -752 BOT H-ROLL Ilk 13-0-0 L, 4-0-0 11 13-0-0 1 2 5 6 4X6 4X8 6-10-3 0-4-3 T7� I M M 30-0-0 12 11 10 9 g �1036# 3.50" 1036k 3.50" (RO-11-11) ) �e 3040 () RO-11_11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Maronda SysteMS WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgar: T'LY Chk: WO: SUNIV Truss ID: D Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DufFQC - Lbf: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erectionbracing. wind bracing, portal bracing or s(rnflar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead. 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 Psi Spacing: O.C.S 24.On P g TOMAS PONCE P.E. madeto bracing he lateral ovta overall structure may at ends and required. locationsdetermined TI l`l. building d"�," BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 prose Plate Institute. TR. Is located at 583 WOnofiio Drive. Madison, Wisconsin 537191. Code Dese: FLA 1890 GREENBROOK Cf.OV1EDO.FL32766 TOTAL 33.0 psf V• 6. - 1 1- 4 Design: Mafrir Analysis JOB PATH: C:17EE-L0KL10"125MPHISUNIV HCS: 06.02A2 DESIGN INFORMATION This design Is for an Individualbuilding component andhas been basedon information providedby the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cifM project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation or trusses. This truss has been designed as an individual building component in accordance with ANSI/TP1 I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered arcidteet or professional englmeer)- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are Inagreement with the local building codes. local climatic records for wind or snow bads, prgect specifications or special applied. loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) areconthnu- ously braced by sheathing unless otherwise specMed. Where bottom chords In tension are not fully braced laterally by a property applied. rigid ce8tng, they shouldbe braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pricer to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance withthe fabricators plans and to realize a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication.. Plates shag not be Installed over knotholes, knots or distorted gram. Members 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 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 centmid of the webs unless otherwise shown. Connector plate sizes are minimum alms based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with flee retardant treated lumber unless otherwise shown. For additional InformalMn. on Quality Control refer to ANSI/TPI 1-19M PRECAUTIONARY NOTES AD bracing and erection recommendations am to be followed in accmdance with -Handling Installing & Bracing', Hl"1. Trusses arc to be handledwith 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- ltbn and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essentlal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dontnotng. The supervision of erection of trusses shall be under the control of persons experienced in the Instaliatlon of trusses. Professional advice stag be sought 9 needed. Coticemtratlnm of eorutu"ctlon loads grater than the design loads shagnot be applied to tresses at any time. No bads other than the weight of the erectors shall be applied to russes tuntil 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 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 8-3-2 0-4-3 T7� I WO: SUN1V WE: MULTIPLE LOADS -- This design is the composite result of lmfltiple 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 7nipact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -1746 0.34 12-11 1513 0.48 2- 3 -1570 0.31 11-10 1291 0.44 3- 4 -1144 0.30 10- 9 1291 0.44 4- 5 -1144 0.31 9- 8 1513 0.48 5- 6 -1570 0.32 6- 7 -1746 0.37 =_ == __ ==Joint Locations=:e==_=__====_= 1) 0 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LACATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1036 74 -680 HOT PIN 29-10- 4 1036 0 -718 HOT H-ROLL 15-0-0 11 15-0-0 1 2 3 5 6 R 6.00 4X6 304)-0 -6�00 n 7-10-3 0-44-3 _7TL I 11 10 9 1036k 3.50" 1036# 3.50" (R� 1� �e 30-0-0 (i RO-11_11) EXCEP1T AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 1-11) (!M!aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. Portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce bucking length, Provisions must be made to anchor lateral bracing at ends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (Set NIB-91 of TPg. rrYuss Plate Institute, TPI, is located at 583 D'Onofrfo Drive, Madison, Wisconsin 537191- Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: E Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA -�•- •,...,-.,r...vvo.ruumrn wvrvrr HCS: 06-0102 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E1 9TY:3 DESIGN INFORMATION This design is for an individual building componentandhas been based on udormatfon provided by the client. The designer disclaim any responstbilty for damages as a resuit of faulty or incorrect information. spectficatlons and/or design furnished to the truss designer by the clientand the correctness or accuracy of this tnfomwtlon as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabr a- tion, handling, shipment and Installationof trusses. This truss has been designed as an. individual building component in accordance writ ANSI/'fP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer ]registered architect or professional engnreri. 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 bads. project specifications or special applied. bads. Unless shown. trans has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom] are continu- ously bracedby sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of 10'-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 confortnanx with the labtfcator'a pkm and to realize a continuing responsibility for such ved- oration. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall notbe installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting woad to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Embedded andshall be sym. about the joint unless otherwise shown. A. 5x4 plate is 5' wide x 4" king. A 6x8 plate is 6' wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meetatthe centrold of the webs unless otherwise shown. Connector plate sties arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is no(. to be fabricated with fie retardant treated lumber unless otherwise shown. For additional udormatlon on Quality Control refer to ANSUTPI 1-1995 PRECAUTIONARY NOTES ALL bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing". HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Rion and for resisting Lateral forces shall be designed and Installed by others Careful hand- ling is essential anderection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dornmoing. The supervision of erection of [cusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erector; shall be applied to U.- until after all fastening and bracing is completed. TOP CHORDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 616# Support 2 714# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D=-0.07" T--0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" We = 1.15 8-3-2 0-4-3 TT� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C6rC, 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 1- 2 -1746 0.39 2- 3 -1570 0.34 3- 4 -1144 0.30 4- 5 -1144 0.30 5- 6 -1570 0.32 6- 7 -1746 0.37 ..BC ... FORCE...CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 ====_ ===== === =___ Joint Locations========_ 1) 000 5) 19- 9- 2 9) 21- 0- 0 - 2) 6- 3- 7 6) 23- 8- 9 10) 15 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 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- 1-12 990 61 -616 BOT PIN 29-10- 4 1036 0 -714 BOT H-ROLL 15-0-0 k15-0-0 11 Ilk 1 2 3 5 6 4X6 7-10-3 0-4-3 T_ f1 A 30-0-0 12 11 10 9 8 990# 3.50" 1036# 3.50" 30-0-0 ({ RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 - WAKN1MU: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV (M!Laronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E1 CONTRACTOR. BRACING WARNING: 18racing.shown Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psr DufFae - Pit: 1.25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pnovi tons must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (,See HIB-9 i of TPI).. BC Dead. 10.0 �r Design Criteria: TPI LICENSE#005006j8 frruss Plate Institute. TPI, is located at. 583 D'Onoftio Drive, Madison, Wisconsin 53719i. ,,,f A Cade Desc: FLA 1890GREENBROOKCT.OVIEDO.F-32766 0 1 TOTAL 33.0 psf_ V:06.02.02- 13803- 4 as "j.. -u n.auyx JUo ruin: C:ljt-C-WAUUMl1DMrI10UN1V HCS: 06.02,02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNK WE: TI: F ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ===_s =========Joint Locations=====___=___==_ This design is for an Individual budding compommt and has been information based on BOT CHORDS: 2x4 SP #2 WEBS: 2X4 SP composite result of multiple loads. 1)0- 0- 0 3) 9-10-13 5) 0- 0- 0- provided by the citent. The designer disclag s #3 All COMPRESSION Chords are assumed t0 be 2) 5- 4- 1 4) 9-10-13 any responsibility for damages as a result of faulty or incorrect Information.specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer Support 1 580# H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Uniform PLF From PLF TO by the client and the correctness or accuracy of this information as it may relate to a ape- Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Bld Type= Enel L. 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 BCDL= 6.0 TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert ctfic project and accepts no responsibility or exerctesnocontrol with regard tofabrfca- Support 1 275# psf, psi Impact Resistant Covering and/or Glazing Req L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- tfon. handling. shipment and installation of trusses. MAX LIVE LOAD DEFLECTION: L/999 X-Loe Vert Horiz Uplift Y-LOc Type This truss has been designed asan tndtodualbuilding component inaccordance, with L=-0.02" D= 0.00" T=-0.02" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 0- 2- 8 208 275 -580 BOT PIN ANSI/TPI 1-1.995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 4 -782 0.42 2- 3 -55 0.42 9- 9- 0 423 0 -340 BOT H-ROLL as part of the building design by a Budding T. 0. 03" or professional Designer (registered a archiiewed for engineer). Wfien reviewed for approval by the th MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer. the design loadings shown T= 0. 03 " most be checimd to be sure that the data shown are In agreement with the local building coda. RMB - 1.00 Total citmatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- 9-10-13 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 not fully braced laterally by a properly applied 2 3 rigid ceding, they should be braced at a �-- maxirnum spacing of IlY-O" o.c. Connector 4.24 plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- ffcation. 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 wood to wood baring. Con- 4-3-11 rector plates shall be located on both faces of the truss withnalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate Is 6" wide x 8" long. Slots (hotesl run parallel to 0-3-14 the plate length specifled. Double cuts on web members shall meet at the centrold of the webs ` unless otherwise shown.. Connector plate sties are mintmum sties based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not 3X6 to be fabricated with fire retardant treated 3X4 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection mconunendatfons arc to be followed in accordance with -Handling Installing 8. Bracing'. HIS-91. Trusses am to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time, No bads other than the —1.'weight of the dors small be appliedto trusses until after all fastening and bracing is completed. F 9-10-13 5 4 209# 4.95" 423J! 2.50" � 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.4873 (M— aronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0V1ED0.FL32766 Design: Matrix Analysis WAKNIN42 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not. erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length.. Pruvislons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See 11113-91 of TPII. rrruss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L.OKUOBS1125MPHt5U1V1V Eng. Job: Dwg: Dsgnr: TLY Chk: WO: SLINIO - Truss ID: F Date: 6-18-02 TC Live 16.0 psf DurFac - L r • 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Llve 0.0 psf O.C. Spacing, 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V- 0 5- HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: F1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ====__=__=====Joint Locations===========___= This design Isforanindividual building BOTCHORDS: 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 to be 2) 5- 4- 1 4) 9-10-13 provided by the client. The designer disclaims any responsibility for damages as a result of continuously braced unless noted otherwise. faulty or incorrect information.speclftcations PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125mph, ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer Support 1 594# H= 21.0 ft, I= 1.00, Exp.Cat. B, &zt= 1.0 Uniform PLF From PLF TO by the client and the correctness or accuracy Support 2 326# Bld Type. Enel L. 40.0 ft W= 9.9 ft Truss TC Vert L+D 0 0- 0- 0 -88 9-10-13 afthis information asItmayrelate toaape, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE t in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf BC Vert L+D 0 0- 0- 0 -38 9-10-13 tdk project and accepts no responsibility°` no control with regard to fabrics- Support 1 275# 1tItJ Impact Resistant Cover' and/or Glazing R ----MAX. REACTIONS PER BEARING LOCATION lion- handling, shipment and installation of MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc , 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" Ta-0.01" 1- 2 606 0.48 5- 4 -748 0.40 9- 9- 0 417 0 -326 BOT 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" Designer (registered architect or professional engtre ). When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer. the design loadings shown. T- 0. 02" must be checked to be sure that the data shown are in agreement with the local building codes, I MB = 1. 00 local climatic records for wind or snow bads, Project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords Itop or bottom) are contlnu- 9-10-13 ously braced by sheathing unless otherwise specified. Where bottom chords In tension am 1 2 11 not fully braced laterally by a property applied3 rigid ceiling. they should be braced at a r maximum spacing of 19-0` o.c. Connector 4.24 plates shall be manufactured from 20 gauge hot dipped gah- nImd steel meeting AStM A 653. 2X Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricator, the fabricator shall review this drawing to verity that this drawing is in conibmuence with the fabricator's plans and to realize a continuing responsibility for such veri- fication. 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 wood to wood bearing Con- 4-3-11 nobs plates shall be bested on 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 6xS plate Is 6' wide x 8- long. Slots (holes) rum parallel to 0-3-14 the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes _ are minimum sizes based an the forces shown and may need to be Increased for certainhand- ling and/or erection stresses. This tnas is not 3X6 3X4 to be fabricated. with fire retardant treated lumber unless otherwise shown. For additional information on gualky Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling installing & Bracing'. 111"l. Trusses are to be handled with particular care during banding and bundling, delivery and Instaliatbn to avoid damage. Temporary and permanent bracing for holding trusses ina straight and plumb pos- Man and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominob,g The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 1-6-2 II 9-10-13 Ik 5 4 215# 11.31" 417# 2.50" I (Rl-6-0) I 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 1890 GREENBROOK MOVIED0.FL32766 9-10-13 scale = 0.4873 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F1 CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and which must be, considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C.Spacing: 24.0" p aelg• made to anchor lattml bracing atends andspecified locations determined by the building designer. Additional bracing of the overall structure may be required. (See NIB-91 of TPB. BC Dead 10.0 f (� 'Design Criteria: TPI frruss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive, Madison, Wisconsin 537191. Code Dese: FLA TOTAL 33.0 psf V• "2,02- 13807- 4 —.5". mace,- — y„ .rvo rnrn: t,:ucz-wrtvVUJIiLJMYHIJUNIV 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 truss designer by the client and the correctness or xmoney of thts information as It may relate to a spe. ctflc project snd accepts no responsibility or exercises no control with regard to fabrics. tion, handling, shipment and Installation of trusses. This truss has beendesigned as an Individual building component in accordance with ANSI/17`1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Destgnw (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc mnunu- =sly braced by sheathing unless otherwise specified. When bottom chords in tension are not fully braced laterally by a properly applied rWd rg, they should be bracedat a maximum spacing of 101-T o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMN A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in vTlt!ng before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Otting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with Waits fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- tong. A 6x8 plate B 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mburnum sizes based on the forces shown and may need to be increased for certain hand- nng andlor erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfonnation on Quality Control refer to ANSI/Tpl 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "Hsndling Installing & Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary, and permanent bracing for holding 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. Norr"al Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses sham be under the control of persons experienced In the installation of trus e Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing 1s completed. JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SU14 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= 125niph, 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=-0.3311 D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION; Ta 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" IMB = 1.15 4-3-15 0441-3 1 I 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: G QTY:9 === -- ==Joint Locations=====_=====z==: 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 6-10-12 151 167 -355 TOP PIIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 3-10-3 CRI 7-0-0 4 3 2811/ 3.50" 151# 2.50" (R1-11-1-7) 1 11 82# .501- � EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: -10-12 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050069 Design: Mari; Ana4-sis TWAKIPIIIINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown Is for lateral support of 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 time overall structure maybe required. (See HIB-9l of TPI). IT7uss Plate Institute. TPI. Is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH., C.•ITEE-LOWOBS1125MPHISUNIV Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 1.0.0 psf TOTAL 33.0 Dsf Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA %i-nL no nes 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, specal aik ns and/or designs fur fished 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 responsfbtOty or exercises no control with regard to fabrica. tion. handltng, shipment and installation of trusses. This truss has been designed as an tndWual budding component in accordance watt ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Destgner (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bolroml are continu- ously braced by sheathing unless otherwise spectded. Where bottom chords intension arc not fully braced laterally, by a prop" applied nod ceiling, they should be braced at. a maximum spacing of 1'-( o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans andto realize a continuing responsibility for such verl- Bcation. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bring. Cm- nect- plates shad be located on both faces of the truss with nails fully Imbedded and shall be sym. about the jointunless 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 specd%d.. Double cuts on web members shag meet at the centroid of the webs unless otherwise shown. Connector plate sires are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recarmrnendations are to be followed In accordance with "Handling Installing Q Bracing'. HIS-9 1. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shad be designed and installed by others. Careful hand- Ung Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of lasses shall be under the control of persons experienced In the installation of trusses.. Profcssbnal advice shall be sought if needed. Concentration of construction bads greater than the design loads sbad not be applied to trusses at any time. No bads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. 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, CSC, 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 QTY:5 ­­­= --=_ ==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- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-" Ilk 1 2 6.00 3-10-3 7-0-0 Ilk 4 32.50" 281# 8.00" 151N �® 1-1-9 ®1. 7-0-0 82#J .50" (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 10-12 �- WARNIN : READ ALL NOTES ON THIS SHEET. Eng. Job: Maruada Si A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING Dwg: I .System CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: 4005 MARONDA WAY TC Live 16.0 psf SANFORD, FL. 32771 gracing shown on this drawing is not erection bracing, wind bracing, portal bracing or shrular bracing which is a part of the budding 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 anchor lateral bracing at ends and specifted locations determined by the building designer. Additional bracing of the overau structure may be required. (See HIB-91 of TPA. BC Dead 10.0 psf LICENSE N0050068 (rmm Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. 1890 OREENBROOK Cr'.ONEDO.FL32766 TOTAL 33.0 psf Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: Gi Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA — —1— HCS: 06.0Z02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an individual building component and has been cased on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect tnformatkm. specifiations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe" cdk project and accepts no responsibility - exercises no controi with regarld. to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an 1 uftvk uai building component in. accordance wKt ANSI/TPI 1-1995 and NDS-97 to be incorporated. as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the local budding codes. local ckrnatic records for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage m occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension ate not fully braced laterally by a properly applied rigid ceiling, they should be braced at a rmaxhnnmrspacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. uriless otherwise shown. FABRICATION NOTES Prior to fabricatlon. the fabricator shall review this drawing to verify that this drawing is in contormnance with the fabricators plans and to realize a continuing responsibility for such verl- fkatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gate. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wile x 4" long. A 6.8 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 c trokl of the webs unless otherwise shown. Connector plate sizes are m6rhrtum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/7Vl 1-1995 PRECAUTIONARY NOTES A9 bracing and erection recommendations art to be followed In acomdance with "Handflng. Instatltng & Bracing', H10-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid. damage. Temporary and permanent bracing for holding tntsses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required.. Normal precautionary action for misses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervisionof erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. ConcentrationoP construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the aright 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: Ts 0.00" MAX HORIZONTAL LIVE WAD DEFLECTION- T= 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. 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 =_ _____= ===Joint L== --- ocations=====-====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 6.00 0-4-3 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails M M Ilk 5-1-8 4 3 219# 3.50" 110# 2.50" L 1-1-9 5-1-8 61#450" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6197 Lmaronda systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE X0050068 1990 GREENBROOK C1'.0VIEDOXI-32766 n.,;--.. iv,...:. a,...n, 11YAKNIN(i: READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erectionbracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer - Additional bracing of the overall structure may be required. (See fil"I of TPp. (Truss Plate Institute. TPL Is located at 583 D'Ono(rio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Truss ID: H Dsgur: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33"0 nlsf v"nA no n')_ 7 zcln HCS: 06.01.01 AC: 10# UPLIFT D.L. SUNIV 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, spe jfknuons and/or designs furnished to the taus designer by the client and the correctness or accuracy of this information as K may relate to a spe- cific project and accepts no responsibility or errercises no control with regard to fabnica- tlon, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance wtO ANSI/TP1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professkmal 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 bads. protect specifications or special applied loads. Unless shown, thus has not been designed for storage or occupancy loads. The design assurnes compression chords (top or bottom) are eonthm. ously braced by sheathing unless otherwise specified.. Where bottom chords in tension are notfully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown_ FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mats e a continuing responsibKLLy for such veri. fi ation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- king, A 6x8 plate is 6- wide x T long. Slots (toles) run parallel to the plate kxrgth specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes basedonthe forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All brecing and erection recommendations are to be followed In accordance with 'Handling Installing f4 Bmcmg'. HiB-91. Trusses are to be handled with particular care during banding andbundling. delivery andinstallation to avoid damage. Temporary and permanent bracing for holding tosses 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 ttussea requites such temporary bracing during htstallation between trusses to avoid toppling and do -I ping. The supervision of erection of trusses shall be under the control of persons experienced in the histallation of trusses. Professional advice shall be sought it needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bating 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. Eacl 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: Ts 0.00" RMB = 1.15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ceoaposite 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: HI 61TY:4 ====Joint Locations========__=____ 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Lot 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 HOT H-ROLL 5-i-8 1 2 6 0000 2-10-15 5-1-8 Ilk 4 3 219# 8.00" 110# 2.50" 1-1-9 5-1-8 11 61# 50 (R1-1-7) IC/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 #005W68 1890 GREENBROOK CI'.ONEMI'l-32766 Design: Marts Andysis U11F1KNIIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing. is not erection bracing„ wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral baring atends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Muss Plate Institute. TP(, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). JOB PATH: CJTE6-L0KU0BSl125MP11lSU1V1V Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Eng. Job: . Dwg: Truss ID: H1 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:0 0 - 1- RCS: 06.0202 JB: SUN'BURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclflrrt ions and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may retate to a spe. dflc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 14995 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 budding designer, the design loadings shown most be checked to be sure that the data shown are in agreement with the localbuilding codes. local dnnatic records for wind or snow loads. project specdIcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10*-W o.c. Connector Plates shall be manufactured from 20 gauge hot dipped g0vanized steel meeting ASTM A 653. Grade 40. unless otherwise Shown.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realtrx a continuing responsibility for such vert. Bration. 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 thong wood to wood. bearing. Con- nector plates shall be located on both faces of the truss with rails fully Imbedded and shall be sym.. about the Joint unless otherwise shown.. A 5x4 plate is 5` vide x 4- long. A 6x8 plate Is 6- wide x Ir 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 sues are minimumsizes based on the form shown and may need to be Increased for certain. hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations ate to be followed in accordance with -Handling Installing & Bractne. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itinn and for restating lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required.. Normal precautionary action for tnisses requires such temporary bracing during Installation between t� to avoid toppling and dominoing. The supervision of erection of trus ses shall be under the mnW of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the designbads shall not be applied W trusses at any time. No loads other than the weight of the erect.- 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, Rzt= 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: I QTY: == ==Joint Locations====------ ==-- 1) =06- 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 HOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 Q 3-1-8 F / 4 3 154# 3.50" 67# 2.50" 1.1-1-9 37# 2 " 3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 11YAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing. shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IdiB-91 of TPI).. [Russ Plate Institute. TPI, is located at 583 60nofrio Drive. Madison. Wisconsin 53719). Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNIV Dwg: Truss ID: I 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 o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf V•n6 ne ran 1 ao•n . Uestgn.• Mmrit Analysis inR PATH. !'dTRP_r nvr rnnn rocr,mm cnvnr HCS. 06.02.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. 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 andaccepts no responsibility or exercises no control with regard to fabrica- tion., handling, shipment and instadiku". Of trusses. This truss has been designed as an Individual building component in accordance wits ANSI/TPI I-1995 and NOS-97 to be incorporated as part of the building design by a Building Dcslgnc< (registered architect a 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 inagreement with the local budding codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The designassumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of IOr-W o.c. Connector plates shall be manufactured from 20 gauge hid dipped galvanized steel meeting AS'fM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricaUmn, the fabricator shah review this drawing to verify that this drawing is in conformance with the fabricator's plan and to mahze a continuing responsibility for such veri- fication. Any discrepancies are to be put in. writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad. be cut for light (long wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nits fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wick x 4" long, A 6x8 plate is 6" wide x 9' long. Slots (holesl run parallel to the plate length specified.. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate stzes am "'W"urn sirs lased on the forces shown and may needto be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling Installing b Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominobng. 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. Concentrationof construction loads greater than the design bads shall not be applied to trusses at any time. No [.ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: 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. 125mtph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L- 40.0 ft IQ= 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 L40AD 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 1 288# Support 2 176# Support 3 26# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 1 3-1-8 Q TI: 11 ATY: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 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL Attach with (3) 10d Toe -Nails 2-4-11 0-4-3 Attach with (1) 10d Toe -Nails 3-1-8 r / 4 3 154# 8.00" 67# 2.50" 13-1-8 371i Zrr LSO I-1- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIlTPI 1-1995 Over 3 Supports ' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: MarondA SyStemS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY ITC Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIS-91 of TPII. 1j.0 Dead 10.0 f ps LICENSE #0050068 (Truss Plate Institute. TPI.1s located at 583 D'Onofrio Drive, Madison. Wisconsin 53719) 1890cl:EENBnooxc7.0VIEDOX1.32766 I TOTAL 33.0 psf scale = 0.8792 Truss ID: II Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA �...a••. ,�e•u..,.«..�.., .rvo in; 1.:rrrl-LAJAU(iHJifOMYHUUN/V HCS 06.02A2 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as K may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/7P1 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approvalby the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement withthe local budding codes, local clhnatic records for wind or snow bads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxmnum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verily that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discmpancles arc to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length spectded. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional fnfonmitton on Quality Control refer to ANSI/TPI I4995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are, to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- dion and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. B: SUNBURY I AC: 10# UPLIFT D.L. WO: TOP CHORDS: 2x4 SP #2 HOT 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= 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 a 1.15 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 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J ®TY:4 _ = _ = = ==Joint Locations======___=_==== =1= = )Oa 6 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- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 Bar H-ROLL 1-1-8 L 1 2 0-10-15 4 89# 3.50" 25# 2.50" l® 1-1-8 13# 22..5p1-1-9 TL" d-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ^--- WAKNIN4: READ ALL NOTES ON THIS SHEET. Maronda SySteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. 1890 GREENBROOK Cr.OVIEDOXE-32766 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: w Dwg: Truss ID: J Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 1381 A- 5 —mx,r- _r nnmy— JUu rnln: C:I1tbLUAUUbr311Z)MYHU'UN/V HCS: 06.02,02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibiliy for damages as a result of faulty or incorrect h4ormation. speccations and/or designs furnished to the i i truss designer by the client and the correctness or accuracy of this information as it may relate to a spa chic protect and accepts no responsibility or e n,Escs no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component Inaccordance with ANSI/7W 1-19% and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown ate In aprement with the local building codes. local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown. truss has notbeen designed for storage or occrtpancy bads. The design assumes compression chords (top or bottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of la-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped g9vanVed 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 fabrimtor's plans and to realize a continuing responsibility for such ven- fication.. Any dlscmpancles arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing: Con- nector plates shall be located on bah fain 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 sham meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infornatkm on. Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with "Handling fnstamtng & Bracing'. H(B-91. Trusses —to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- RM is essential and erection bracing is always required.. Normal precautionary actionfor trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shalt be under the control of persons experienced in the installation of Ems— professional advice shall be sought if needed. Concentration of construction lords greater than the designloads shall not be applied to trusses at any time. No bads other than the weight d 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 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" RMS - 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, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl La 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 TI: J 1 ATY:4 __=_= _ ===Joint Locations=====_========= 1) 0- 6 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� 1-1-8 L � 1 2 6.00 Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) 10d Toe -Nails 4 3I 89# 8.001, 25# 2.50" 1-1-9 1IL 2.5�Okr 1-1-8 ---Bib EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNINti: READ ALL NOTES ON THIS SHEET. Eng. Job: Mdf ondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing show„ ran this drawing is not erection ,tracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most be considered by the budding designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateralsupport of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. madetoad anchorlateral bracing at ends and specified Locations determined by the building designer. ring of the overall structure may be required. (See HIB-91 of TPq. BC Dead 10.0 psf LICENSE #0050068 (rruss Plate Institute, TPI, is located at 583 D'Onofro Drive. Madison, Wlsmnsbn 53719). 1690 GREENBROOK Cr.OVIEDO.FL32766 I TOTAL 33.0 psf scale = 1.5123 Truss ID: J 1 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24,0" Design Criteria: TPI Code Desc: FLA ..rang,.. mraru n you JUr rAlll: (.:I1tt-L,(jAtIUH3lj L)MYHISUNLV HCS. 06.02.02 JB: SUNBURY I AC: WO: WE: DESIGN INFORMATION This design is for anindividual building component and has been based on tnfo Ljon 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- e8de project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Lobe Incorporated as part of the building design by a Building Designer (registered architect or professional engineer)- When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads. projectspecificat rms 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 spec!fled. Where bottomchords in tension are not fully braced laterally by a Property applied rigid ceiling. they should be braced at a maximum spacing of la-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bothfaces of the truss with nails fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (holes) nun parallel to the plate length. specified. Double cuts on web members shall meetat the cent-kd of the webs unk>•s otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This toss is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rton and for resisting lateral forces shall be designed and Installed by others Careful hand- ling Is essential and erection bmctng is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shalt be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing s 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, 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 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 4-3-15 0-4-3 q�T I 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 TI: K ATY:1 ____==__======,joint Locations=============== 1) 0- 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 PLP 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 HOT H-ROLL 7-0-0 7-" 7-0-0 1 2 5 6 0000 5XI0 5X10 3-10-3 0-4-3 214)-0 it 10 9 g 1447# 8.00" 1447# 8.00" 1-1-9 21-0-0 1-1-9 (Rl-1-n l 430# 430# 1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED kR ANSI/TP1 1-1995 scale = 0.2880 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 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 sanilar 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 HIS-91 of TPB. (Truss Plate Institute, TPE, Is located at 563 D'Onofrio Drive. Madison. Wisconsin 5371 % Eng. Job: WO: SUNIV Dwg: Truss ID: K Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf Durfae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13817- 5 •- a •••-•••- •••-••�.•. — —1— l.:Ur-LJALFU JVOMYtlIJUNIV NCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result or faulty or incorrect Information. specifications and/or designs furnishedto the truss designer by the client and the conectness or accuraq of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSln71 I-1995 and NDS-97 to be incorporated as partof the building design by a Budding Designer (registered architect or professional engineer). When revWNed 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, fora( climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless othenWe specified. Where bottom chords in tensionarc not fully braced laterally by a properly applied dgd ceding, they should be braced ata maximum spacing of 10'-0" o.e. Connector plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall revtc this drawing to verify that this drawing is in confonrrance wmh. the [abrtcators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shalt not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and. shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate is 6" woe x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shallmeet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlmum sizes based on the forts shown and may treed to be increased for certain hand- Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations arc to be followed In accordance with "Handling Installing A Bracing'. HIB-9I. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid darnage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- mdon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling its essential and erection bracing Is ahways required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be rider the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of lo ads ads greater b than the design ads stall not be applied to trusses at any time. No loads other than the wefght of the erectors shall be applied to trusses until aRer all fastening and bating is completed. 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 7- 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, CQC, 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 Fact 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 TI: L ATY:1 == _ == —== 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 BEARIM 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 Ilk 9-0-0 3-0 0 k 9-0-0 1 2 5 0000 -6 00 4X8 4X6 21-0-0 10 9 g 745# 8.00" 745# 8.00rr 1-1-9-9 (R1-1-� I l.. 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 4-10-3 0-4-3 T7� I 119 I scale = 0.2880 WAKNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 Bating shown on this drawing its noterection bating, wind bating, portal bating or similar bating TC Dead 7.0 psf DurFae - Pit: 1.25 which is a part of the building design and whichmust be considered by the budding dsdgnen Bracing shown Is for latent support of truss members only to reduce buckling length. Provisions must be BC [Ave 0.0 p O.C. S24.0" Spacing: p g made to anchor lateral bating at ends and specified locations determined by the building designer. Additional bating of the overall structure may be required. (See IIIB-91 of TM). BC Dead 10.0 psf { n Criteria: TPI (17russ Plate Institute, 171, Is located. at 583 D'Onofrfo Drive. Madison. Wisconsin 537191. Code Code De$c: FLA TOTAL 33.0 Psf V:06.02-02- 1381 A- 5 ..e, s - I—— --yry .rvo rAur: C:11rP_LVAUVtf3(jL)MYH0U1VIV HCS, 06.02.02 JIB: AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client- The designer disclabns any responsibility for damages as a result of faulty or Inconect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This tnrss has been designed as an indMdual building component in accordance watt ANSI/TP1 1-19%and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the designloadings shown most be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied. rigid tellint they should be braced at a ma"num spacing of 10'-C' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in. conformance with the fabricators plans and to mathe a continuing responsibility for such vert- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication.. Plates shall not be installed over knothoks. knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearbrg Con- nector plates shall be located on both faces of the truss with nails fully imbeddedand shall be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wile x S' long Slots (holes) nun parallel to the plate length specified. Double cuts on web members shallmeet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and. may need to be increased for certain hand- ling and/or erection stresses. This mass is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infonnatlon. on Quality Control refer to ANSI/7Pl I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance. with "Handling Installing & Bracing', HIB-91. Tosses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tosses in a straight and plumb pos- aton 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 requites such temporary bracing during installation betweenin-- to avoid toppling and dominotn& 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 tmsses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCEIRDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T--0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 Tq� I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, 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 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 TI: M ATY:5 =_ ====Joint Locations========--==- 1) 0- 0- 0 4) IS- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL Ilk 10-6-(1 10-&0 1 2 4 5 -6�00 4X6 21-0-Ilk 0 8 7 6 74511 8.00" 1-1-9 745N 8.00" 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems]. 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k005W68 1890 GR£ENBROOR Cr.OVIEDOTI-32766 WARNINW READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is noterection bracing, wind bracing. portalbracing or snmtiar bracing which Is a part of the building design and which most be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral tracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See Hill -91 of TPII. rltuss Plate Institute. TPi. is located at 583 D'Gnofrio Drive. Madison. Wisconsin 537191, Eng. Job: Dwg: Dsgttr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf 5-7-3 0-4-3 119 scale = 0.2880 Truss ID: M Date: 6-18-02 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02,02 JB: SUNBURY I AC: SUNiV WE: TI: P QTY:4 DESIGN INFORMATION This design is for an Individual building component andhas been based on information provided by the eltent_ The designer disclaims any responsibility for damages as a result of faulty Of 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- c(fic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of tresses. This truss has been designed as an indMdual building component in accordance with ANSIrM 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered mchtect or professional engineer!. When reviewed for approval by the bulldmg designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. p"-A specifications - special applied bads, Unless shown. truss has not beendesigned 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 intension are not fully brand laterally by a properly applied rigid ce". they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653.. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to mallze a continuing responsibility for such Ven- f cation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain- Members shag be cut for tight fktmg wood to wood hearing. Con- nector ptates shag he located onboth faces of the truss with nags fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x W long. Slots (holes) rem parallel to the plate length specified, Double cuts on web members shag meet at the centtotd of the webs unless otherwise shown. Connector plate sizes are minimum sins based on the forces shown. and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown_ For additional information on Quality Control refer to ANSI/TPI t-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses am to be handled with particular can during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- ition and for misting lateral forces shag be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary tracing doting Installation between trusses to avoid toppling and dominaing. The supervision of erection of tresses shag be under the control of persons experienced In the installation of tresses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shall not he applied to trusses at any lime. No bads other than the weight of be erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) nor lateral forces due to wind or seismic loads on buildings. CAUTION111 Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper MAR 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 ®1X4 continuous lateral bracing attached with 2- iOd 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, R.zt- 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 ... FOR& ... CSI ..BC...FORCE--.CSI 1- 2 165 0.54 4- 3 0 0.12 4-1-8 1 2 6 O(1 a==Joint Locations====a==== l) ====UO ==== 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARIM LOCATION----- X-Loe 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 SOLE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER ALE Support 1 284# 7 I3X6] 3-1-3 8X14 y 2X4 2X4 1-0-7 3X4 11-2-3 8-1-0 8X14 0-7 3-6-4 65 4 3 1518# 15.00" 144# 1.50" 11-1-9-9� (� 4-1-8 GABLE STUD PLATES (0) 2X4 (R1-1-7) I I I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1878 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: . SLINIV Ms1C011da S�/SteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg• Truss ID: P CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing o simgar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 which is a pan of the building design and which most be considered by the building designer. Bracing O.C.Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf P made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TO MAS PONCE P.E. Additional bracing of the Overall structure may be required. (see HIB-91 of TPB. ps 1 LICENSE #0050068 rfruss Plate Institute. TPI. Isca located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). Code Desc: FLA IMOGREENeetooltcr.OVIEDo.Fl.327es I TOTAL 33.0 psf V:06.02.02- 13820- 56 . —gn: mane nnaiysa !UN rAfn: aueE-LUKUUVSUZSMPIIISUN/V 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 asa resuh of faulty or Incorrect Information, specificatlns 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• fu e project and accepts no responsfbdity or exercises no control with regard to fabrka- tbn, handling, shipment and installation of muses. This truss has been designed as an individual building component in accordance wat ANSI/TPI I-19% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When reviewed for approval by (he building designer, the design loadings shown must be checked to be sure that the data sh— am In agreement with the local building codes. Waal climatic records for wind or snrow leads. Project specifications or special applied bads. Unless shown, tress has not been designed for Manage or occupancy bads. The design assumes compression chords flop or bottom) are contmu- ouely braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceding, they should be braced at a rnax(rnurn spacing of 10'-0- o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanised steel meeting AS17M A 653, Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stub review this drawing to verify that this drawing is to conformance with the fabricators plans and to realize a continuing responsibility for such vent. fkation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Instafled over knotholes. knots or distorted. gain. Members shalt be cut for tight fitting wood to wood bearing. Con- nedor plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (hois) nm parallel to the plate length spedned. Double cuts on web members shall meet at the cem-ki of the webs unless otherwise shown. Connector plate sloes are minimum sloes based on the fortes shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional inforrmtion on Quality Control refer to ANSI/TPI d-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with. "Handling installing 6 Bracing'. H18-91. Trusses am to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Klan and for resisting lateral foxes shall be designed and installed by otters. Careful hand- ling is essential and erection bracing is always requited. Normal precautionary action for trusses requires such temporary bracing during InstaBation between trusses to avoid toppling and domfrtomg. The supervuton of erection of trusses shall be under the control of persons experiencedin 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 bads other than the weight of the 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 []: Plate(s) OFFSET frem joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTIONI)l Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum 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 a 1.15 WO: SUNIV WE: ®IX4 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- 125Wh, 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 _L TI: P QTY:4 __- ==== 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 HOT 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 CONiiNOUS 711V OSB SHEATHING .00 ' ?A 'tYA -(2 0-7- T 3-1-3 NOTE: TRUSS SHIPPED TO 4 FIELD IN TWO SEGMENTS- 1-0-7 ATTACH IN FlELD USING 7/16" OSB SHEATHING 6-1-0 NAILED Wl8d NAILS @4-0' O.C. AT ALL CONTACT SURFACES 0-7-4 I I 1 10_7-d �f���-5A 6� 54 �f 324(j#�—15�0011 3'244# 1�5.00" 8-1 19 8-3-0 1 l GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #10050068 FLs2766 WAKNIN(4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dmwmg is not erection bracing wind btacfng portal bracing or similar bracing which Is a part of the building design and whlrh must be considered by the building designer. Bracing shown is for lateral supportof 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-9 t of Tet). (Truss Plate Institute. 7", is located at 583 D'OnoArio Drive. Madison.. Wisconsin 537t9). Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 ncf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmrix Analysis JOB PATH: C.'ITEE-LOKUOBS1125MPHISUNIV HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty car Information.incorrectInformation. specifications and/or deslgw furnished to the truss designer by the client and the correctness or accuracy of this information as R may relate to a spe- cdk protect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as partof the building destgn by a Building Designer heg{stered arehted or professional engineers. when reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local budding codes. local climatic records for wind or snow loads. p"ed specifications or special applied lards. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension arc not fully braced laterally by a property applied rigid ceding, they should be braced at a maxhnum spacing of I(Y-0" o.c. Connector plates shad be manufactured from 20 gauge hot dippedgalvanized steel meettng 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 fabrlmws plans and to realize a continuing responsibility for suchveri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shad be located on both faces of the tress with nails fully imbedded and shad be sym. about the Joint unlessotherwise shown. A 5x4 plate is 5" wale x 4" ling. A 6x8 plate is 6" wide x 8" long Skis (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrotd of the webs unkss otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HI13-91. Trusses am to be handled with particular care during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting. lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always squired. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of trusses shad be under the control of persons experienced. in the bnsta8ailon of trusses. Professional advice shad besought of needed. Concentrabn of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is cormplen. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T--0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.18" RMB = 1.15 0 7-3-15 0-4-3 T7� I 3.00 I 0-3-8 I � WO: SUNIV WE: MULTIPLE LOADS -- This design is the ceatposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCB 7-98, C&C, V- 125Btph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 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 Ingact Resistant Covering and/or Glazing Req TC... FORCE...CSI-.BC... FORCE ... CSI 1- 2 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 5X6 5X6 1042# 3.50" - `- 1-1-9 �1 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �Maroinda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK C1'.0VIEDOXI-32766 Design: Matrix Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown rim this drawing is not erection bracing, wind bracing, portal bracing or similar bracing whichis apart of the budding design and which must be considered by the budding designer. Bracing shown. Ls for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locatioms determined by the budding designer. Additional bracing of the overall structure may be required. (See 11113-91 of TPd. Mvss Plate Iresttute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C:ITEE-LOKUOBSi125MPHISUNlV TI: U ATYA _ = =Joi.nt Locations=== === :==a=.­ 1) ==== 0a Os 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 13.) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION------ X-Lac Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL -6�00 13.00 Eng. Job: Dwg: Dsgnr: TLY Chic: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL 33.0 nsf 6-10-3 0-4-3 TT� I 1042# 3.50" scale = 0.2077 Truss ID: U Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.0202 SUNSURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims airy responsibility for damages as a result of faulty or incorrect Wornation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wommtbn as itmay relate to a spe- cific project and accepts no responsibility or exercises no control withregard to fabrica- tion, handling, shipment and installation of trusses. 7hls truss has been designed as an IndMdual building component in accordance with ANS,/TPf 1-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engtneerl. When reviewed for approval by the budding designer, the design ,oadbW shown mustbe checked to be sure that the data shown are In agmement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- eusy braced by sheathing unless otherwise specified. Where bottom chords in tension am not fully braced Laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector Plat" shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any dlscrepanclas are to be put in writing before cutting or fabrication. Plates shall not be installed user knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on bothfaces 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 6.8 plate Is 6• wile x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shalt meet at the centrold of the webs unless otherwise shown.. Connector plate sizes are minimum shun based on the forces shown. and may creed to be increased for certain hand- ing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing & Brachng'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avod damage. Temporary and permanent bracing for holding tresses in a straight and plumb pos- Rionand for misting lateral forces shall be designed and installed by others. Careful hand- dng Is essential and erection bracing is always required. Normal precautionary action for trusses requkes such temporary bmcing during kisWlatbn between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the controlof persons experienced in the installation of trusses. Professionaladvkce 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 otter thanthe weight of the erectors shall be applied to trusses until after all fastening and bracing is canpleted. TOP CHORDS: 2x4 SP #2 BOT CHMS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L--0.26" D--0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 6 0000 6-3-15 0-4-3 7T� I 3.00 I a3 WO: 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, Kzt- 1.0 Bld Type= Enci 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 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 5X6 3X4 5X6 TI: V ATY:1 __===_ ==Joint Locations=====_====_==� 1) 0-0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 3.2) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL -6.00 13.00 038 5-10-3 044-3 TY1 I 1042# 3.50" " 1° 1111-9� 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 y N 1042# 3.50" (� 1-1-9 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eug. Job: MarOnda SySteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: V CONTRACTOR. Dsgur: TLY Chic: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shim on this drawing. is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the budding designer. Bra cing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling k ngby RvNsbns must BC Live 0.0 psf O.C. Spacing: p ring: 24.0'r TOMAS PONCE P.E. made to anchor lateral bnacin at ends and g pacified locations determined o T the budding designer. ne Additional bracing of the Overall. structure may be required. (See HIB-9l o! TPq. BC Dead 10.0 psf Design Criteria: TPI LICENSE k005W68 Grua Plate institute. TP1. Is bated at 583 D'Onofi fo Drive. Madison. Wisconsin 53719). ..t Cade Desc: FLA 1890 GREENBROOK Cr.0"EDO.r132786 aaaaaaaasa TOTAL 33.0 psf V•OBSl1Z5MPHl5UN1V V : . . 1 8 Design: Mdtrir Analysis JOB PATH: C:EP IT-LOKU 022..2- DESIGN INFORMATION This design (a for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this fnfornation as it may relate to a spe- cific pmject and accepts no responsiblty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance Witt ANSI/TPI I-I9% and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the localbuilding codes. local ciimatic records for wind or snow loads. protect specifications or special applied loads. finless shown. truss has not been desigried 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. maxhnum spacing of 1(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 fabricator's plans and to realize a continuing responsibility for such veri- fication, Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to woad bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand.. Iingand/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infofmaton on Quality Control refer to ANSI/T'PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and 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 constructfon loads greater than the design loads shall not be applied to lasses 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. B: SUNBURY I AC: 10# UPLIFT D.L. 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 0-4-3 T4 I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, 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- 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 TI: W ATY:1 === _ _= ====Joint Locations=====__======ai= 1) 0-0- 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 9-0-0 1 2 4 1 6 7 6.00 -6 00 5X6 2X4 5X6 4-10-3 0-4-3 3.00 ) 1 3.00 a3 038 i 8-10-0 11-9-0 8-10-0 10 i 1042N 3.50" 1111-9� 1042# 3.50" 30-0-0 1-R 1-99 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (' 1-1'n scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV Marunda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W CONTRACTOR. BRACING WARNING: Dsgur: TLY I Chk: Date: 6-18-02 _J1 4005 MARONDA WAY TC Live 16.0 psf DurfaC - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not -ton bracing, wind bracbrg, portal bracing or similar bracing which Is apart of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91. of TPl). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050008 (Truss Plate Institute. TPI, is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK CT.OMEDOX1.32766 Main... r/.,..:. a -..I...:. r.. r. ......... .. ........ ..... TOTAL 33.0 psf V•06.02 2- 1 82 - 6 HCS: 06.02.02 JB: AC: 10# UPLIFT D.L. DESIGN INFORMATION This designis for anindividual building component and has been based on Information provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ctfic project and accepts no maponsibfltty, or exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed asan individual budding component in accordance will ANSI/MI 1-1995 and NDS-97 to be Incorporated as part of the funding design by a Budding Designer (registered architect or prnf s k dal engbtted. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads, project speclikatkms or special applied bads. ttnleas shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of l0'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting. ASTM A 653, Grade 40, unless otherwise shown FABRICATION NOTES Poor to fabrication. the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vest. ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be locatedon both faces of the truss with nails fully Imbedded and shall be sym. about the Jotnt unless otherwise shown. A 5x4 plate is 5 wde x 4' long A W plate la 6" wide x 8- long. Slots (holesl run parallel to the plate length. specified. Double cuts on web members shad meet at the centrod of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the (omces shown and may need to be increased for certain hand- ling and/or erection stresses. This. truss is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with 'Handling Instadmg & Bracing'. HiB-9l. Trussesare to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straightand plumb pas- Klon and for resisting lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary acUun for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominob% The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater than the design bads shall notbe applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSS[ fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTIONi: L/707 at JOINT # 8 L--0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB = 1.00 3.00 I WO: SUNIV WE: MULTIPLE LOADS -- This design is the cosgosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below 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 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 2-PLYS REQUIRED TI: X QTY:2 ==== ===,Toint Locations========s=== 1)0 =0- 0 5) 30- 0- 0 9) 5- 3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- O- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- - X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 8X10 1OX10 QVI n 6 1 3.00 0-38 4-11-8 19-6-0 4-11-8 1685# 3.50" 8 I 1-1-9 1685# 3.50" 30-0-0 (� 1-1-9 1961/ EXCEPT AS SHOWN PLATES ARE tL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2077 T 0-4-3 2-10-3 T7� I Marondta Systems YIIAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 1 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not. erect*m bracing, wind bracing, portal bracing or similar bracing which la a part of the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Ls 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 deslgner. Additional bracing of the overall structure may lox y required. (See HIB-9I of TPq. LICENSE #0050068 fr— Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1690 GREENBROOK CT.OVIEDOTE-32766 Design: Matrix Analysis JOB PATH: CATEE-/AKV0BSIJ25MP1flSUNIV Eng. Job: Dwg: Dsgur: TLY Chk: WO; SUNIV Truss ID: X Date: 6-18-02 TC Live 16.0 psf DUfFac - Lbf: 1.25 TC Dead 7.0 psf DufFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V: 2 2- 13 27- 6 HCS: 06,02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual building component and has been based aninformation provided by the client. The designer disclaims any respons"Ity, for damages as a result of faulty m Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project. and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and tnstaflatlon of trusses. This truss has been designed as an individualbudding component in accordance with ANSI/7P1 i-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional englrreerl. When reviewedfor appro at by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise Specified. Where bottom chords in tension are not fully braced laterally by a. properly applied rigid ceding, they should be braced at a maximum spacing of la-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahranbed steel meeting ASTM A 653. Grade 40. unless otherwise shown_ FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- geation. 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 bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6.x8 plate is 6- wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-I995 PRECAUTIONARY NOTES All bracing anderection mcmronendatbrs are to be followed in accordance wRh `Handling installing & Bracing. HIB-91. Trusses are to be handledwith particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces strap be designed and installed by others. Careful hand- ling isessential 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 tresses stall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads shalt not be applied to trusses at b any time. No ads other than the weight of the erectors shall be applied to truss- until after all fastening and bracingis completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.09" RMB = 1.00 0-3-15 am WO: SUNiV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L- 40.0 ft W. 7.1 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 -64 0.85 4- 3 -12 0.73 TI: Y QTY:2 _= =_ ===_ ---Joint Locations====_==_======_ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ UnifonB PLF From PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Inc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 7-0-14 1 2 4 2424 2.12J 0-4-15 I 6-7-15 4 3 95# 4.95" 1-6-2 193# 2.50" 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.6346 WARM G! 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 AR S/\NF FL. 3 which isi shown on this drawing is not erection bracing, wind brac(rrg, portal bracing or similar bracing part of the building design and which must to considered by the building designer. TC Dead 7.0 f DurFac -Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 Is shown for lateral support of truss members only to reduce buckling length. Provislrms must be BC Live 0.0 psf rr O.C.Spacing: p y: 24.0 TOMAS PONCE P.E. made to Lateral bracing at ends and spectfied locations determined by the building designer. Additional anchor cing of the overall structure may be required. (See HIB-9l of TP0. BC Dead 10.0 Psi Design Criteria: TPI g LICENSE #0050068 (Truss Plate institute. TPI. Is betted at 583 Donofrio Drive. Madison. Wscon im 53719). Code Desc: FLA 1890 GREENBROOK CT.oVIEDo.Fl.32766 TOTAL 33.0 psf .02- 1- 6 HCS: 06.02.02 JB: AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an individual building component and has been based on Information prooded by the chenL The designer disclaims any responsibility, for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the trots designer by the client andthe correctness or accuracy of this information as it may relate to a spe- cltfe project and accepts no responsibility or exercises no control with regard to fabrlca- twn. handling. shipment and Installation of (ruses. This teas has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or profestonai engtneed. when reviewedfor 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, localclimatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contlnu- ously braced by sheathing unless otherwise specified- Where bottom chords In tension are not fully bracedlaterally by a property applied. rigid ceding. they should he braced al a maximum spacing of I(Y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shalt 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- fk:at rm. Arty discrepancies are to be putin writing before cutting or fabrication. Plates shallnot 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 naffs fully Imbedded and shall be sym.. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4` long. A 6x8 plate Is 6" wide x 8' long. Slots (holes) run paraflel to the plate length. specified. Double cuts on web members shall on at the centraki of the webs unless otherwise shown. Connector plate sVes are minimum sizes based on the forces shown and may need to be Increased for certain hand- 1 ng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional inf,tion on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with 'Handling Installing & Bracing', HtS-91. Trusses are to be handled with particular care during. banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight andplumb pos. Mon and for resisting lateral forces shall be designed and Installed by others. Careful hand- kng Is essenttal and erection bracing Is always required. Normal Precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domtnoing. The supervision of erection of messes shall be under the control of persons experienced in the Installation of trusses. Professional advice stall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after 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 CONVECTION 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 7- 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. 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 Ti: Z ATY:I I _-- ======Joint Locations=r==—...===a=r; =1) =O9-15 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 HOT H-ROLE, 5-0-0 1 2 6 0000 3.00 ) 0-3-8 4-8-8 11 4 3 215# 3.50" 108# 2.50" 1-1-9 -1e 5-0-0 — 59# 2}50" (R1-1-7) C/L: 4-10-12 EXCEPT AS SITOWN PLATES ARE TL20 GA TESTED PER ANSI PI 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 Design: Marro Analysis 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 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). (Russ Plate Institute. TPI. Is located at 583 D'Omfrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKUOB51123MPHISUNN Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Eng. Job: WO: sumr, Dwg: Truss ID: Z Dsgnr: TLY Chia: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TIC 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 \/: 2 02- 1 $32- HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on informaflan 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 thistoformation as it may relate to a spe- cimc project and accepts no responsibility or exercises no Control with regard to fabrics:.. tion, handling, shipment and installation of trtmsaes. Tits buss has been designed as an individual Component in accordance writ ANSI/TPI 1-19M and NDS-97 to be incorporated as parof the building design by a Building Designer (registered sichgect or professional engineer). When reviewed for approval by the building designer. the designloadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for Wind or snow bads, project specifications or special applied loads. links shown, truss has not been designed for storage or occupancy loads. The designassumes compression. chords (top or bottom) am continu.. eusly braced by sheathhv unkas otherwise specified. Where bottom chords in tension are mot fully breed laterally by a properly applied rigid ceding, they should be braced ata maadmuan spacing or 10'-T o.c. Connect - plates shall be manufactured. from 20 gauge hot. dippedgRi-nimil steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator sham review this drawing to Witty that this drawing is In conformance with the fabricator's phis and to realize a continuing responsLLNhty for such vert- fi atlon. Any dtacmpanciea are to be put in writing before cutting or fabrication. Plates shall not be installedover knotholes, knots or distorted grain. Members shall be Cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the toss with naffs fully Imbedded and shall be sYM- about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6' wide x 8' king. Slots (holes) run parallel to the plate length specified. Doable cuts onweb members shallmeet at the centrod of the webs unless otherwise shown. Connector plate sires are minhnum slue 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 tmober unless otherwise sham. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling installing @ Bracing'. H36-91. Trusses are to be handled with particular care during banding andbundling, delivery and Installation to avoid damage- Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for reststing lateral forces shall be designed and Installed by other;. Careful hand- kng is essential and erection bracing is always required. Normal precautionary action for busses requires such temporary bracing during llistallatbn between trusses to avoid toppling and domlmoing. The supervision of erection of trusses shall be under the control of persons experienced in the Iastafi.lbn of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads stall not be appliedto trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and 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 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.. T- 0.00" RMB = 1.15 WO: WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the Composite result of multiple loads. 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- 125m>ph, H== 21.0 ft, I. 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L- 40.0 ft Wa 1.1 ft Truss in END zone, TCDLe 4.2 psf, BCDLa 6.0 psf Imapact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... C'SI 1- 2 -9 0.03 4- 3 -6 0.02 6 0000 TI: Z 1 QTY:4 = _ =_. -==Joint Locations=====_=__==_== 1) 0 9 5 3) 1- 1- 8 2) 1- 1- S 4) 0- 9- 5 ---MAX. REACTIONS PER BEARING LO^i.ATION----- 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 BOT H-ROLL Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I 0-3-8 �e 1-1-9 89# 3.50" 13# 2 50" 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maron a Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 �nh g a own on this drawing Is not mason bracing, wind bracing, portal bracing or similar bracing part 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 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce Welding length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the balking designer. BC I,1ve 0.0 psf LICENSE #0050068 Additional bracing of the Merril structure may be required- (Sec H10-9I of M. friu35 Plate institute. TP L is located at 583 D'thmGb Drive. Madmrsin Willson. Wis537191. BC Dead 10.0 psf 1890GRedvBttooxcr.0VIEDOXI-32766 TOTAL 33.0 psf Design: Matrix Analysis JOB PATH: C:ITEE -LOK110"125MPH1SUN/V scale = 1.5123 Tnlss ID: Z1 Date: 6-18-02 DurFac - Pit- 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.0Z02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION Thb design is for an Individual budding component and has been be on miomnaton provided by the client. The designer disclains any responsibility for damages as a remit of faulty or incorrect information. specifications and/or designs fumtshed to the tress designer by the client and the correctness or accuracy of tills information as it may relate to a spe- cgk prmJed and accepts no responsfil tty m exercises no control with regard to fabrtta- don. handling, shipment andinstallation of trusses. This trim has been designed as an Individual [wilding component in accordance with ANSI/TPI 1-1995 and NDS-97 to beincorporated. as part of the building design by a Building Designer hegstered architect or professional engineer!. When reviewed for approval by the building. designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project spectfiatkms or special applied Inds. Unless shown. truss has not been designed for stonage or occupancy loads. The design assumes compression chords (top or bottoms ate contfiu- ousty braced by sheathing unless otherwise specified. Where bottom chords in territon are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. on otherwise shown. FABRICATION NOTES Prior to fabrtatdcrt, the fabricator shalt review this drawing to verify that tills drawing is In confommance with the fabricalor's plans and to reahze a continuing responsibility for such veri- fication. Any discrepancies are to be put In. writing before cutting or fabrication. Rates shall notbe installed over knotholes.. mots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shaft be located on both faces of the truss with tads fully Imbedded andshag be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate is 6' Wide x 8' tong. Slots (roles) ram parallel to the plate length specified. Double cuts on web members shall meet at the cenhotd of the webs unless otherwise shown. Connector plate sizes an, Thurman sizes based on the forces shown and may need to be increased for certain hand - Rog and/or erection stresses. This truss b not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional InforolaWn on Quality Control refer to ANSI/TPI 1-I995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with "Handing Installing & Bracing". HIB-91. Tresses are to be handled with particular are during handing and burs ling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses ina straight and plumb pos- film 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 m%FLres suchtemporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of pusses shalt be under the control of persons experienced In the Installation of tosses. Piofesslonal advice shall be sought If needed. Concentration of construction loads greater than the design bads shall no be applied to trusses at any time. No bads other than the weight of the erectors shaft be applied to tresses untd after all fastening and bracing b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim wedge if necessary to achieve full bear PROVIDE UPLIFT CONNECTION PER SCEEDULE: 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 WO: SUNFV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of nuil.tiple 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 £t W. 3.1 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 47 0.25 4- 3 17 0.19 Ti: Z2 QTY:4 =_=_ _= _ ===Joint Locations=====--==---==- 1) 0a 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- 1- 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 3.00 I 0-3-8 2-10-0 4 3 199# 3.50" 115# 2.50" 1-1-9 E. 3-1-8 6gOn EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLiTPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. 01111 MarOnda SySteInS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORd, FL. 32771 whbh ng shown on this drawing 1. -a erection bracing' wind bracing' ported bracing or similar bracing Part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce bucking length. Provisions most be made to anchor lateral bracing at ends and specified locations detemdned by the budding designer. Additional bracing of the overall structure may be required. (see 11I13-9l of TRI. LICENSE #0050068 (truss Pate Institute. TPI. is bated at 583 D'Onofro Drive. Madison, Wisconsin 537191. 18&1 GREENBROOB Cr.OV1EDO.PL32766 Design: Matrix Analysis Ina min. 1.1-1 ,. �.. ... ,..... Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: SUNIV Dwg: Truss ID: Z2 Dsgur: 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 Dsf V-nA n,> n,)- i'% 22A_ A HCS.' 06.02,02 DESIGN INFORMATION This design Is for an. Individual building component and has been based on informa0wt provided by the client_ The designer disclaims any responsibility for damages as a result of faulty or incorrect btfonnatton, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- clfic pnyect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of tresses. This truss has been designed as an Individual budding component In accordance wIth ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the budding design by a Building Designer treglstered architect or professional engineer). When reviewed for approvaf by the building designer, the design loadbW shown must be clucked to be sure that the data sho ue in agreement with the local budding codes. kcal cibrratic records for whtd or snow bads, project speciff"tans or special applied loads. Unkss 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 spedfkd. Where bottom chords In tension are not fully braced laterafty by a property applied rigid -dhlg, they should be braced at a maximum spacing of la-tr o.c. Cormector Plates shall be manufactured fmm 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabneato, shall review this drawing to verify that this drawing 1s in corrfonnance with the fabriew 's plans and to realize a continuing responsibility for such vert- ficat1on. Any d-jep u d_ am to be put M writing before cutting or fabrication. Plates sham not be installed over knathoks, knots or distorted grain. Members shall be cut for tightfitting wood to wood bearing, con- nector plates sham be located on both faces of the truss with nails fully imbedded and mien he sym.. about the joint unless Wmwwse shown. A 5" plate b 5- -Ide x 4- long, A 6x8 plate is 6- wide x W long. Slots (holed run parable, to the plate length. apecdled- Double cuts on web members stall meetat the centrold of the webs unless otherwise shown- Connector plate sizes are minimum sizes based on the force shown and may need to be increased for certain hand- ling and/or erection stresses. This truss B not to be fabricated with fire retardant treated lumber unless otherwise shown. For eddlUmud information on Quality Control refer to ANSI/Tpl 1-1995 PRECAUTIONARY NOTES kilt followed ea recommendations are ccordance 0 be nsta ding A Bracing•. HIB-91. with are to x handled with particular care during banding and bundling• detimy and Installation to avoid lamage. Temporary and permanent bracing or holding tresses In a straight and plumb l- Jon and for resisting lateral forces shalt be -Igned and in'talkd by others. Careful hand. ng Is essential and erection bracing is ahvays equired. Normal precautionary action for i+sses requires such temporary bracing during utalhhon between trusses to avoid toppling rid dcothtoing. The supervision of erection of asses shag be under the control of persons Tertmced in the humdIatfon. of trusses. 'ofessional advice shall be sought if needed. onorntration of construction bads greater an the design bads shah not be applied to usses at any time. No bads other than the !lght of the erectors shall be applied to asses until after all fastening and bracing campkted. - tutf uriltf U.L. 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 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/859 at JOINT # 4 L--0.41" D=-0.42" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB - 1.15 Q T 4-3-15 0-4-3 �Ty I 3.00 I 0-3-8 i t WO: SUN IV --- WE: MULTIPLE LOADS -_ This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, Z= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 46.0 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 -3239 0.63 12-11 2933 0.67 2- 3 -3152 0.51 11-10 2840 0.71 3- 4 -4083 0.90 10 9 2839 0.71 4- 5 -4083 0.90 9- 8 2933 0.67 5- 6 -3152 0.51 6- 7 -3239 0.62 Ti: Z3 QTY. I s =---o==O -Jo Locations 2) 3-10-15 ) S2t09) 22-10- 3) 7- 0- 0 6) 26- 1- 1 10) 15- 0- 0 7) 30- 0- 0 11) 4) 15- 0- 0 7- 1- 8 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION-=--- X-Loc Vert 0- 1-12 1042 Horiz Uplift Y-Loc Type 29-10- 4 1042 -50 -797 BOT PIN 0 -779 BOT H-ROLL 5X6 7vw -6.00 1042# 3,50" io 1-1-9 1 30-M EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 WTAKNINIU: READ ALL NOTES ON THIS SHEET. Maronda Sy#1-"c A COPY OF THIS DRAWING TO BE GiVEN TO ERECTING CONTRACTOR. 4005 MARONDBRACING WARNING: SANFORD, FL. 32�Brac� "ham of on this he bdrawin iot erection bracing, wind bracing, portal bracing or simtkr bracng (407) 321-01)(Vf Fax (40-913 minor is for lateral Support design and which must be considered by the building designer. Bracing i anchor laterallSuor. of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. Additional bracing of he -end, en fast`nds ruur't area specified locations determined by the bnudmg a<sign<r. LICENSE #0050068 (muss Plate Instttute. TPi, is located at 58a DOyb`ehrl-&edDrive, See Hs. WlonotTpo. 537i91. 1990 GREENBRCOtt CT.OVIEDO.FL32766 Design: dfdait Afmlys t JOB PATH: Cr.'EE-L0KU08S1125MfHISUfVIV T 0-4-3 3-10-3 TY� 1 l 3.00 0-38 6-10-0 1042#i3.5011 11-9 (Ri-1-7) scale = 0.2077 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33. Truss ID: Z3 Date: 6-18-02 DurFac - FOR: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA RCS: 06.02.02 Master Fite #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "xX 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: Agency- Initials/Date Agency. Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02. Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 CAULK TOP OF MULL #10 X 3/4" TEK SCREW - WINDOW JAM 1x3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRECASTED D ILL SEE CHART FOR FASTENERS FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACTfY 1x3 MULLION (XFLA-26-1) lx4 MULLION XFLA-39) - 3/4"MAX SEE CHART FOR FASTENERS LJL"ll\.�L�•LrLJ L.J J.r..11lia ✓ "IFACTURER NAME: Bx FILE # NOTES: 1) Aid, ALt MUMM EXTRUSIONS ARE ALLOY 6083 T6, OR 8063 T5. 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2-) CHARLES A. , P, EtN, P.& ON EACH ANGLE LEG, THE TAPCON SHALL E FL. REG. ENG.. # 49121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3/21/02 3) CONCRCM COMPRESSN& STRENGTH - 3,000 PSI AT 28 DAYS. IMANDEX PAGE 30 NOTES: 1) All. AU • -OR 608 2) wm I ON EAC PLACED 3) CONCRE 'AT 28 1 -�3 C1HARI , FL REM DATE DW SILL SH HEAD DW SILL 3H HEAD NORANDEX MMURER NAM: ■ PAGE 24 (2) 010 x 1-3/4" PH-SMS IN 2 x R 3/16*0 x 2-3/4' TAPCON THRU I BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1 3/4" PH-SMS OM 2 By BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. ` - - WOOD BUCK OUP COt1PARATiYB so 116LBNSIONB rID7R 201' l 16' S[M A H6lOtiT (4) ao• 88" (s) 90' (2 5) (W a8" Ez) ae• (L6} PAR ffEM!m GLASS GLIALT DOOR ANALYtFE CRARf D N tOAD c ACRY- A !6 ee a 48 57.E 67.5 67.E b7.5 67.E 6&7 6&7 6&a as.e to 46 15 15 Na OP AItCRORs f A 3a.L 90 24 15 24 16 Is Eb 10 ea 24 Na Or AWROM fo IAHB Q 6 a 8 8 a 9 a 10 ld 1 4' Tl CIiSS (� B mfm GLM DoOB 0woMP 7LYE ANALYSE CHAR[ Ha OF ANCHORS BEAD & Sf1L 30 NO: of ANCHORS FRAt(E JAMB a 0110ilefON9 rrBRH Bf 201• 142576' 60.6` 15&760• "Low 7&b• !28' e9 eze 20c 147.976• t1it,6" r HWELT DLCHl:4 �4) � (s) 60• (2-5) 06' (4i D€4ION CAPe PognmA sa7 . LOAD -Pbr 68.4 - 147. SaY.765" f1i976' 88,7 e8.4 24 8 ab.7 6&7 69.4 77.4 Is 24 g g 76.5• 1P8" e6.7 8&6 to 6 6&7 5&7. a e 7&9 to SO g es e2s 201• 6 e&7 60 7&9 60 10 so e f0 147.t175' 6a.6' 162.769' 1LLSJ6" eO 60 R4 t0. 4g 4&9 bSb 46 48.8 6S6 le 24 16 10 10 le so so la 10 1a2.760' tlL976' 7S¢' 1>B• ae.affi %' (ei 9a• (26) I ,66.9 66.9 24 10 Ba.7 71.9 to 10 75.5' IE5' 63.4 64 6 05.4 b4,6 18 20 1 t0 10 66.7 1 ab.8 7&8 1 a&6 to 20 10 to 09.6?b Na/ Of 6{.6 mrw. 54.E na o..... to !0 d gg,7 86.2 l0 f0 SHIM AS R UIRED TYP. JAMB. SECTION 1A' sli WOOD SHIM�SHOWN) OR MUDD TRACK A5 REQUIRED 1 BY 2 BY BUCK VAX (2) 3/I6'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER , on van ELEVATION FOR ANCHOR SPACING. ++► ,r a NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK I/4'. 2 ALL ALUMINUM EXTRUSIONS ARE AUDY 6063-M. OR T6 TYPICAL WALL THICKNESS OF -0.6:e 9 USE HIGH QUALITY -CAULK BEHIND W[NllOW FLANGE 4) GLASS TMCIUMS BASED ON TABLE E130O GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBUM FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLELOCAL LAWS, BUHDING CODES, ORDINANCES OR OTHER SAFETY ECTION REQUIREMENTS REST SOLMY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 7) CONCR y� arse X X r PAN% PANEL K ETE COMPRESSIVE STRENGTH 3,000 PSI r AT 28 DAYS, 'kc/ J/20 v x C-;314 TAPCON OR MIAML DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR (2BY2)Tow& Uit•aw (4BY2) luutxw NORANDEX PAGE 23 (2). p10 z 1-3/4' PH-SMS INTO 2 BY BUCK OR 3/18'0 z 2-3/4' TAPCON THRU i BY BUCK, (SHOWN) 3/16" TEMPERED GLASS WITH A 1-1/4" MM. EMBEDMENT HM'O MASONRY. V4 SEE SLEYATION FOR ANCHOR SPACING. PANEL SIZE DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME o (2) #10 z 1-3/4' FH-SMS HM'O 2 x BUCK INCHES CAPACITY-PSF A j SEE ELEVATION FOR ANCHOR SPACING. HEAD AND SILL JAMB Co q WIDTH/HEIGHT EXTERNAL INTERNAL xx )m xxxx ALL 30die x 56%" 53.3 55.8 10 16 18 8 � co 38 g 591/2 " 49.8 49.8 12 18 22 g � [~. o 04 30 �i6` x 791/2 " 49.7 49.7 10 1g 20 $ �. 36B` % 791/2 " 45 45 12 .18 22 8 cQ ti OPTIONAL SERIES 500 2 BY WOOD RUCK ALUMINUM SLIDING GLASS DOOR. AM OPERABLE PANELS co Eo io(2) 110 z 1 3/4' PH—SMS INTO 2 BY ASTEIVER CHART BUCK WITH 1-1/2' MIN. EMBEDMENT. (2) 3/IB"0 x 2-3/4' c SEE ELEVATION FOR ANCHOR SPACING. nOMA g.O.A"F. q TAPCON OR MIAMI UAN DADE APPROVED CONC. �2 z WOOD BUCK NAM NAME= 1 : WooD BU FASTENERS. y � �+; 4 CALL- SIZE WIDTH SEE ELEVATION FOR .EQ 3 s C.S.W. ANCHOR SPACING. Q i� 4114 sxtM as R InaED TYP. HORIZONTAL SECTION WOOD SHDM�SHO o '� OR MUDD TRACK REQUIRED 1 BY 2 BY BUCK 1 3H[M�{'- 4,, ce \ a' O (2) 3/18'0 z 2-1/4' TAPCON OR MIAMI DADS ,! APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. o NOTES: - 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4% 2i ALL ALUMINUM EXTRUSIONS ARE AUDY 8063-T5 /7/ G OR TO WITH TYPICAL WALL THICKNESS OF 0.82' k I 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. a a 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. h x X PAN% PANEL X PANEL X X PANEL PANEL X PANEL 6) THE RESPONSIBIIITY FORS . .. PRODUCTS TO MEET ANY APPIICABL$ I.OGAL..GAWS, �- BUILDING CODES ORDINANCES OR OTHER SAFETY" SILL SECTION REQUIREMENTS REST SOLELY WITH THE.ARCHITECf, BUILDING OWNER OR CONTRACTOR // . fr 1 BY BUCK e) CONCRETIr Cfl1dPRitSStyg STRENGTH 3,OD0 PSI AT 28 DAYS. r n.-I � Ei -i Ism _%q__4 (2HY (4BY2) Wean aytticw NORANDEX PAGE 22 L10 X i-3/4" P.H. S.M.S j 10 X 1-3/4" P.H. &M.S: W/1-1/2 MIN, EMBEDMENT SEE ELEVATION FOR W/1-1/2- WK. EMBEDMENT SEE ELEVATION FOR NO�g � AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING. ANCHOR SPACING. 2 ALL �. EXTRUSIONS ARE ALIAY 808E—T5 QTIAWY C?eiU 3) USE HIGHH IBEHIN WINNESS DOW W FLANGE. 4) GLASS .THICKIik'SS- WED ON TABLE E1300 GLASS CHARTS O DDDtUB AXD Y1►ARY DEPENDING ON =1L 5) T'HS NSIgiLiTl`.;i�OR SELWHON OF NORANDEX PRODIrCT3. TO T.:AWy APPLICABLE LOCAL LAWS, BUBMING CODS., ORDINANtCES OR OTHER SAFETY REQ� pq lEST 'SO>� Y WITH THE ARCHITECT, BUIIIIN(, OIINSR'. O$' :CONTRACTOR. 6) NOTE `+ `INDIC 'TES' THAT E UAL FASTENERS AT �'� ANiY:Qi77 .Y flfv.. ALT. FIN ATTACHMENT UNDER SHEATHING - CENTRAL FLORWA R.O.A.F. MAW,AAC: RM NAMII4 aRq� MASTER FILE # 3 C AND SILL S WOOD FRAME # 10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE _ELEVATION FOR ANCHOR SPACING. F / 10 X 1-3/4" P.H. S.MS. W/1-1/2" MIN. EMBEDMENT SEE ,ELEVATION FOR ANCHOR SPACING. . 1HI1L ��f` S (TOP AND BOTTOM) FL REG. ENG:. 1 49121 DATE - WINDOW DIMENSIONS WINDOW FASTENER SCHEDULE WIDTH HEIGHT 0. ANCHORS ' HEAD/SILT: NO. ANCHORS JAMB INCHES INCHES SEE NOTE 6 P35 46 SFwP0 PSSF PSF PAS 8—La" 2' 2 21 2 2 2 25" 2 2+ T" 2 2 E 8- 52-f B` 3 4+ 2 2 2' 18—W8- 2 2 20 2 3 3 5-11g 37-1/4' 2 2' 2 3 3 3 3 18-8- 2 2 29 3 3 3 5-1 2, 49-5/8' _2 2 2• 9 3 3 38" 2 3 3+ 3 3 3 3 4+ 3 3 3 8=8` 2_ 2• 3 4 4 5-12 62` _2 2 2• $ 4 4 73 3 40 3— 4 2 2 2• 3 4 5 12" 6-3/4- 3 2s 3 4 5 3 4 5 52-18` .3 4* -A //F �'/1 '—DLTAu-C DETA1G-B k h o W4 Mb qQ Q:y4� W'aZ�4 NORANDEX PAGE 10 # 10 X 1-3/4" P.H. S.M S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 I_____ 750 TYP 415/416 10 X 1-3/4" P.H. S.M.S. W/1-1/2' VIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACf&.� -- A=-7 NAME: 1 ALT. FIN ATTACHMENT UNDER SHEATHING r 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING.,- 1.500 I I CALL, 1 WIDTH 2.437 # 10 X 1-3/4" P.H. S.M.S. rW/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR • _ ANCHOR SPACING. HEADER AND SILL SECTION CHARLES A 2-tP.-K.- 'WOOD-FRAME FL REG. ENG. B 140121: DATE; 3/27/0& WINDOW DIMENSIONS FASTENER SCHEDULE N0. AN HORS NO. ANCHORS WIDTH HEIGHT • HEAD/SILL JAMB INCHES),INCHES) S gNE 8 S 45 60 PS PSF 35 P6S0 PS PS 2 2. 2` 2 2 2 5=1 2 38 25" 3 � 2 2• 2 2 _ 3 9 • �' 2 2 52-i 8" -3 9 3 • 2 2 18_118" 2 2 2• 2 3 3 12" 37-1/4 2 3 9 _ 3 3 + 3 3 _ 3 3 , �- 3 S 2 3 3 3 -L 49-5/8 _2 2 2 3 3 3 8"_ 2 3 3• '� 3 3 52-1 8' 3 3• 3 3 3 2 2+ 3 3 4 ?5-Ug 62" _2 2 2 • 3 4 3B" _ 3 3#3- 4 5- B" 3 3 42 2 2 5 552-i 36" 9 3 8" -'33 3 5 NOTES 1 SHIM AS REQUIRED,. MAX. SHIM STACK 1/4'. 2� ALL ALU{(IN11M EXTRUSIONS ARE ALLOY 6063-T5 OR 3) USE HIGiH -Q ALIT.Y CAUH TypICAL LK BEHIND WINDOTHICKNESS W0FLANGE. 4 ' GMASS "ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBMM- FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, RE4ti REMENTS IMST SOLELYY WITH THE ARCHAFEITEECT, BUILDING ZOWNEB OR CONTRACTOR. 6) MUTE * INDICATES- THAT UAL FASTENERS AT HEAD AND SILL ARE REQ. TYP. lT 24' 0.C. AIL -A ��DETAIL-C SASH DETAIL=B . NORANDEX L PAGE 21 Zo3 16" TAPCON WITH A . 1-1/4" MIN. EMBEDMENT 1 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. —7 SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX SHIM STACK I A/A. Q nm ANCHOR SPACING. 2 ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-15 OR TO 3) USE HIGH QUALITY CAULK{ BEHIND WINDOW TYPICAL WALL THICKNESS or FLANGE a 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MY VARY DEPENDING ON SIZE. a ( 5) THE' •RFSPONSIHHM FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPUCABL.E LDCAL LAWS, —� BUILDING CODEM ORDINANCES OR OTHER SAFETY . REWIREilE m7 RUST SOLELY wrrH THE ARCHITECT, .BUILDING OWNER OR CONTRACTOR. . 6) A PRESSURE TREATED WOODEN 'BUCK :OR MARBLE `f SILL 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 (SUPPUED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3,000 PSI AT 26 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT EQUAL FASTENERS AT wmz ' TYP. 2 BY BUCK 3/16" TAPCON MANUFACTURM NAME: W/1-1/4" MIN. EMBEDMENT __Alp A4d4<kd (SEE ELEVATION FOR ANCHOR SPACING) M"TM F" a CALK. SIZE WIDTH I 1 A • • " T BUCK © 2 BY BUCK ITH IAMBS) 1 BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK . .N CHARi.ES �A.:P P. It FL. REG. LWG. ,48I,2i DATE: 12/II/01 f 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. DtM SSIONS FASTENER SCHEDULE NO. ANCHORS HEAD SILL N0 .ANCHORS JAMB WIDTH HEIGHT (INCHES) (INCHES) SEE NOTE 8 35 455--6F0 45-60 P5 2 2• — 2 2 zs-1z 26" 2 — 2•— —3s 2 — 2 37"_ 2 p — 2 63-1 6" g — 3• _ p — 2 19-/6. 2 2• 26�-Z2 38-1/4" _ 2 3 2 — 3 55-1 8" 3 — 4•— 2 — 3 19-1/8" 2 _ 2'_ 3 3 26-1 2 50-5/8" 2 2• 3 _ 3 37" _ 2 i 3• 3 — 3 53-1 8" 2 4' S 3 2_ 20_ 3_ 4 28-1/2 63- 2 _ 20_ 3 _ 4 37� Lr _ T3• 3 --4 3 — 4 19-1/8" 2_ 20 ' 3 4 26-11 2 46-3/4+ 2 _ 2' 3 4. 37" _ 2 _ _ 53-1 B" 2 MAX UtW ■mW WAb{ u- mm I -A ////// ////// DETAIL-C _.;- DETAa-B /W/ 4. NORANDEX PAGE 9 U18" TAPCON WITH A N. 1-1/4' MIN. EMBEDMENT ® LE SEE EATION FOR ANCHOR SPACING. NOTES: i) SHIM AS REQUIRED. MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 OR T6 3) CKNESS USE HIGHER ALJTY CAULK BH TYPICAL WALL EHIND BIIrD F 0.6ANGE 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SPLB 5) THE RESPONMUlTY FOR SELECTION OF NORANDUC PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES. ORDINANCES OR OTHEREMENTS REST SOLELY WIM THE ARCS REQUIREMENTS . BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY.SUPPORT UNM 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 AT 26 DAYS. ALT. HEADER SECTION TYP. 2 BY BUCK ANTRAL F.It 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. c Q I FLORWA B, , A.F. MA131UFACTURER NAME: MASTER FXE # SIZE WIDTH N , n 1 BY BUCK © �BUCK ' TYP. JAMB SECTION ` 1 BY 2 . BY BUCK HRAA P.E. FL REG. ENG:1' 48121 DAM 3/21/02 # 10 F.A. S. M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. UAZ VMT Tnio T }'� eI as' ac nAx SASH A// DETAIL—B A M I A M I DADE M MIAW-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenidor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE COMPLIANCE OFFICE MIiI1tU-I)i1ULi I I.AC)[.IIt 13UII.1)INC; 140 WIEST FLAGWR STRI:17.1% S111'11: 1603 MIAMI. FLORIDA 33130-I563 (305) .175-29U l FAX (305) 375-290S c.,C)SI tIW'rou 1.1m...Ntic: sr:c r ro (1(15) 371.23;7 FAX (iu5)175-2335 C:U.\-riLtc-rUtt wvisio.N (30S) a75.296C. FAX (305) 375-21JUR Iplumum, cx)VI 'rtcL ntvtsro Your application for Notice of Acceptance (NOA) of'(aUS) 375•3902 FAX (aU5) a7.•GaJ7. Entergy 6-8 S-tiV/E InsNving Opaque Double w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use o1' Alternate terials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (13CCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. if this product or material fails to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 'P EXPIRES: 04/02/2006 Raul tcoarrguci Chief Product Control Division THIS 1S T11E COVERSHEET SEE ADDITIO,M&L PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODES —PRODUCT REVIEW CO,\triNtiTTEE 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 ffl-jt-t�- ia;;-� 1- mncisco 1. Quintana, R.A. Director Miami -Dade County Building Code Compliance 0111cu I1s0450001\pc20001itemplates1*jotic* acceptance cover page.dot Internet mail address: postnuts[crubuildin�cnticnnline.cont llurncpa; c: htt}r:/h�\���.buildin�cudcunlinc com, Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED ; JUN 2001 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.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 •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 ? ). do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter v 6-8 S-A'/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EW-I, Sheets 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidelites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•dated 7/29/97 with revision C dated 01/11 00, bearing the Miami-Dadc County Product. Control approval stamp with the Notice of Acceptance number'and.approval date by the Miami-Dadc County Product Control Division., These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and.single door only, as shoN\,n in approved dra«ings. Single door units shall indlu.de all components described in the: active icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless unit is installed in non-liabitablc areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systeni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENT'S 6.1 Application for building permit shall bd accompanied by copies of the following: 6.1.1 This Notice of Acceptance ' . 6.1 2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building 0 icinl or the South Florida.�3uilding Codc (SFBC) in order to properly cvaluatc the installation �i s stem. Manuel crcz, P.E. Product Con xaminer Product ntroI Division 2 Premdor Entry SA•stems ACCEPTANCE No.: 01-03I4.24 APPROVED ; JUN Q 5 210101 EXPIRES Anri;102 2000 NOTICE OF ACCEPTANCE: STANDARD CONDITIOrNS 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 (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approvcd. C. If the Acceptance holder has not complied with all the rcquircrlients 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 rcvision or change in tfic rnaterials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this office. Any of the following shall also be grounds for removal o.f this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and ,followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approvcd drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at* the job site at all time. The engineer needs not-rescal the copies. B.. Failure to comply with any section of this Acccptancc shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pat,cs 1, 2 and this last page 3. END OF TIIIS ACCEPT NCE Manuci crez, P.E., Product ontro - .irniincr Produc Control Division 3 + PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) 4r�CPiM�Llfilt e�xi • :il yr xulww txt[pxx 1,e 1/r MAX 77 1/,• 74• 77 1/4• . • NAX ,. MAX vr• x r toxc n«t,u .. ttt mic 7 w wwa • MAX ,• MAX �• NAx MAX w Is• 15• 15' l5• G. t5• o.C.. IS• oC. 15• ISo�_ • MAX MAX MAX /wx MAX MAX MAX IM1X 1101, MAXSf'ACING IB• 0.C. OL17 • t _ . x t11C1 17 1/ MAX C y� T� t9 M C,a alai .1W 18.' 0.C. ro i locX A D.C. SPACING I Ft• 64. 5.. /_. , MAX D 80 1 /16• IMAX MAX ' I. . ac SPACING .vRtn x.r r iB• O.C. �. w rtxt1Dci 17 1/ MAX D.C. SPACING {/ ie• ac �y,, \�K, .000t Ixi — µ,U,1 px(r-u, iM �xl +• x is• aC. u• c 15• o is• Oc I5• cc I5• o is• I.A. MAX MAX MAX MAX MAx MAx Mnx pggl c. w 5 MAX MAX ,. w WE* r tD'4� xxix 7 ATTACH ASTRAGAL THROW BOLT 10 x 1' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 1110 It 1 3/4' MOLES FLATHEAD SCREWS'' NOTES, l.) WOOD BUCKS 8T OTHERS. MUST BE ANCt;09ED - 19 x t ]/<•• LONG ^\ J L� PROPERLY,.TO' TRANSFER.LOAOS TO THE STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO Lx INIVING R.M. INSVtNG QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE y. ` DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY AptRlnlgDASCCd ,tae,Atil. rat DUCK STRUCTDOOR 6�ounIP A pMo C. MASONRY OR CONCRETE CONSTRUCTION VHERE lot JUG 7 SYSTEM IAL SD ANCHORED DIRECTLY TO CONCRETE �TERIRF � VIERS VA "IRAIIDN er _ &MASONRY WITH OR WITHOUT A NON-STRUCTURAL 11 Dtx _REDUIREtlIF.R�15 NOT NEEDEDBY WOOD 3. ALL ANCHORING SCREWS TO BE 110 WITHRRW + cCa+Pltu,cEor. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCEmo aI.v 311-(•t_y OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT x UNITS SMALL BE INSTALLED ONLY AT LOCAITENS PROrECrEO 8T A CANOPY OR INTO MASONRY. OVERipla, SUCH THAT THE MOLE BErVEEN THE EDGE OF CANOPY OR OVUM" /. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS TWA 45 DEGREES. UNLESS UNIT IS IIISKLED IN APPROVED' SHUTTERS NtRI-HABITABLE AREAS VHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR t act CIXlMtT Aootrurims nlnr S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE Ti c ,• +: JAMBS AND SIDELITES. T uttIs I U i MO IMCR 04 1H 4+1 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE t,mo. gaol lxum xs ..aa a1 CORNERS ARE COPED AND BUTT JOINED. It III R.S. I IAIE 1-2`11-11I e , a DOORS SHALL BE PRE -PAINTED WITH A WATER -BASED EPDXY RUST M 1-1O29-EW-I INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MlL 9. FRAMES SHALL BE PRE-PAINTCD WITH AN ACRYLIC LATEX VATER-BASED/ TjL•TirtwMURK SHEET ( OF S VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL. H93QtiT y 1/4' 4 9/16' GLAZING DETAIL 112' GLASS BITE 1 1/8- IDWERED GLASS INTERIOR OTHER CONFIGURATIONS APP(iOVEDAS =lPLYWB TKTM jpA soutH Flit BLO.Dw COOS Ju"�i DMSKM ®UL CODECoMPLllUEC..OFFICE ACCEPVM NO A / - u 31H, Z y 1-1029-EV-1 S1EI1 2 of 6 c► wo MA i I. 11IAI V I i 'T 1/4' SHIM MAX F— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX ' SECTIDN B-B 2 BY WOOD BUCK I 1 1/4' EXTERIOR 1 '1/4' ITCH Nil DESCRiPiION _ `.. PAREN7LMDER` CCiMHEHTSVOOD © HEAD JAMB EV1 1/4' X 4 9/16' HYL. TO BE PINE OR EQUIVALENi COMPRESSION VEATHERSTRiP V- K N A-D L QXSE0 ( R ALLBLINUM ASTRAGAL _ �[W-1'5 PREHOOR BRAND OR EQUIVALENT- 5/0' ALUMINLDi ASIRAE 4 ALUMINUM -DUMPER THRESHOLD PREHDOR BRAND OR EQUIVALENT - 1 1/4', x 4 9/16' TOP EHANWL EV-08 PREMDM BRAND - 1 11/16' - 20 GA STEEL 6STEEL 7 XIN 26 U11 �811 H IUD[ Rfel B B T H BASF FOAM - NSiTY 2.0 TO 25 lbs./F1' 0TH14 L EV-07 PK14DW BRAND - 1 11/16' - 20 GA STEEL 9 10 LOCI( [fCK Ev-09 4' X 9 i/2' MtL i0 BE PINE OR EOUlvALCNI --- STRIKE STILE EV-06 15/16 X 1 11/16' HTL. TO BE PiNE OR EQUIVALENT 2 Hi►E STILE EV-05 15/16' X I I1/16' HTL. T[1 BE PiNE OR EOIIIVALENi 14 LOCK PREP FILLER PLATE EV-10 PREHDOR.BRAND - 950' THICK- HTL. iO BE POLYEiHYLE 4'x4' HINGE ER BRAND, HINGE OR EQUIVALENT - A97 THICK (STEI 4 VOOD HINGE JAMB /4' X 1 9/16' HTL TO BE PINE EIR EOUIVALENI I10 x 3/4' FHV.S. SCREWS PER HiW IN70 DOOR16ND X 2' rims. luprhg 1DILL tfiREAit�RSLREVS igNDUDI SjM J.1 INTO SIDELITE J%q. +- DDVA FRm W Of. THEREAFTER SEREvS IwdM EACH SIDELIIE "I DRD SIDELITL 4' PA FRDN I5' DL, 111ERCAFIER , 1 KR IV VAIWN K REF -ER TO ELEVATION VIEW, roD R DC SCREWS USED AND LOCATD)NS t DID X 3/4' F.H-VS (2) SCREWS PER HINGE INTO JAMB 9 IB x 2' FHV.S (2) SCKVS AT EACH STRIKE PLATE LOCI KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK B10 X 13/4' FHV.S. (2) S{REVS PER HINGE INTO JAHB WOOD SIDELITE JAMB EV-19 1 1/4' X 4 9/16- HTL TO BE PINE OR EQUIVALENT P2' X 64' SINGLE PANEL GLASS EV-2D Ass H v t - D[-I 4 - (00L A— SIDELiTE TRIM (VogD) EV-21 A 5/16 x 1/2' -MTL. TO BE PiNE DR EOUiVALEN WOOD CASING EV-22 r sinE enr sIII tDE E F rEiiAaRwri ' It MS AK MM Mcs u VEIOD SIDELITE HEAD JAMB EV-23 1 1/4' X 4 9/16- HTL TO BE PINE OI EQUIVALENT A— VOOD SiDELITE BASE EW-24 1 1/4'4 9/16' HTL iO BE PiNE OR EQUIVALENT POLYPROPYLENE LITE FRAME -1643.ODL-2 .X HP Polypropylene by DDL 6 X 1 1/2' PAM HEAD SCREWS B PER FRAME MEW SIDELiTE STILES EV-26 D l Q 15/16' X I i1/16' HTL TO BE PINE OR EOUIVALENT 1 PIN MAiL r' LD16 Mk, 4' M FROM Ea. PAZ Nr et i[RWITR. USED ON MUDS An I DOW SILICONE 4995 APPROVED AS C00.1W."m wnj T11E Elxw mDEcouwA►aeEt>I� ACCEPTAHCE t4D. � I'o 3 r y. zY 31-1029-EW-I SHEET 3 OF 6 MILK I BY WOOD BUCK 1/4' SHIM MAX 3/4' n NTERIOR I 79MAX16' 80 11/16' MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 Ascomj=%,?w 1-1029-EW-I SHEET 4 OF 6 ivismN irate u OTHER DOOR 'CONFIGURATION S WIT ■Mr �.er w P Vr w IL�r r Lc rrwK .IrrLc K b� r� q� Ire r w r w > "' r +•• `� .;, 1 1 1 f w bb w 1 � Y ✓r n.I • I 1 - - R VKfi LL Vt °K P Vr . LIr A. .. o a. � Iw1' r n• • VIT W e V 1M W I I 1 I 111� f I1,,1 1 .. w K, yi w w L LL ILy' wJ.LF wri L... rwJL -�-[- x . iryE APFf,CFMD AS CCUKYCICa YISi,ay ! uI PpOQu ! misoq lu "DwCOOECpt OFF PHIS ACLEPTAWE1 01-03r— y,Z.y u 31-1029-EW-I SHEET 5 OF 6 LL VJNR Li I IL[ OTHER DOOR PANEL STYLES 36" rMAX '79 /16 �Q �a °o°a 000 MAx as as as 0 olio 0❑ Olin Ono BLAW TOP 6-PANEL 4-PANEL 9-PANEL 10-PAWL l8-PANEL 4-PANEL OTHER SIDELITE STYLES 36" MAX 79 t J SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-509 SL-69A SL-69B as ©a oa G� as as as as oa PB-1 Pp-? PD-3 P11-4 P11-5 PD-6 P11-7 PD-8 130 a© ©1 FLUSH 8-PANEL CRDSS811CK 101 00 laa 00 12-PANEL 4-PANEL EYEBRDV a a SL-69C SL-25 SL-55 SL-300 SL-40 as od alp as PO-9 Pp-10 PD-11 PO-12 Q� QQ 0 0 5-PANEL 5-PANEL V/SCRDLL EYEBROV V/SCRQ-L SL-908 PD-l4 � 1 ` i=i H hl � " 11 +md dl� Ilr ii® •�►• di II It � jnl,; I. , rll IO dti} h. r r ii ii !� �' si n1; ur iii ur nruI nl to 11 II ��: �11 111 iii Iii ;% 1l1 jjj 111 111 ® o oaa a d3 M1313 !�1 aao olla aao 0 PB-35 PO-36 PD-37 PO-38 PO-39 PO-40 PO-41 0o a 5-PANEL 5-PANEL FYEBRDv SL-90C SL-309 SL-30C SL-70 SL-so 00 ou I PD-15 PO-16 PD-17 UU � a t ul 0 0 � u' PO-32 PO-33 PO-34 < a m 31-1029-EW-I CNFFT (, nF r, RLYIIRA L[11[Y MIAMI PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenlcfor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 -AllAiMI-DADS COUNTY, FLORIDA NIETRO-DARE FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE M171720-DAIDr FI.ACI.t IZ 13UII.I)ING 140 WHST rl.Ac)I.GIt S-nzi--irr. St1rn, 1 Go, MIAMI, FLOR11)A 33130-1563 (305) 375-2901 FAX (303) 375-2908 C.•UN r1LICTOR LICENSING SECTION (303) 373-2537 (3U5)J71-2'�GG 1�.�.\"(.iUs)J71.,yUx 11140DU I• CU\ I•RU1. DIVISHIS (305) J75-2902 V vX (3U5) 37?.Gt.tg Your application for Notice of Acceptance (NOA) of. Enter•gy 6-8 S-NV/E Outswing Opaque Single Nv/sidelites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration- date stated 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 res�emas the right to revoke this ,-rproval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida 'Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 EXPIRES: 04/02/2006 Raul KoarrgueZ Chief Product Control Division THIS 1S TIME COVERSHEET SEE ADDITIONAI. PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODES PRODUCT REVIEW C01I,%IITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. -APPROVED: 06/05/2001 Francisco J. Qaintarta, R.A. Director rMianii-Dade County Building Code; Compliance: Office 11s0450001\pc2000\ltempiates\notice acceptance cover page.dot Internet mail undress: lrovtrnaster r�buildi i-cudeonline.con) IIuntchahe; llttl);!(\ \t\\.builtlin��codec)nlinC.ct>rn Premdor Entry Systems ACCEPTANCE No.: ' 01-03I4.21 APPROVED SUN 0 5 �vvj 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 residcntial insulated door, as described in Section 2 of this Notice of Ac•ccptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 33, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outswing Opaque Single Residential. Insulated Steel Door witli Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets l through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames .vith Bumper Threshold (Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miatni-Dade County Product Control Division. Thesc documents shall hereinafter be referred to as the approved drawings. 3. LIN11TATIONS 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION -4.1 The residcntial -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit FFill not require a hurricane protection system. 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 label with the manufacturer's name or ioao, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Aeeeptanec, clearly narked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel Pcrez, P.E. Product Con ro •ramincr Product ontrol Division Premdor EntrSystems ACCEPTANCE No.: OI-03I4:21 APPROVED JUN 0 -.-rro EXPIRES 4 )ril 01, 2006 NOTICE OF ACCEPTANCE: STANDARD COiNDITIONS 1. Renewal of this. Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2 Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complicd with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. -I. Any revision or change in the materials, use, apd/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior writtcn approval has been requested (through the filing of revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 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. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The cnainccr needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc ntrol Division 3' l\L_1•l.uu,l%�C.IV 1 Lmu l nmHINU) wuui) Lajl SINGLE DOOR WITH SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) ",1 PEk 11iCADHLNSILLL (610P°EteEllr.,, TERNATEEEEEs 3/16' PiH tAPCONS 00• MAX R/( 1/2' MINIMUM EMBEDMENT 4' MAX 4' MAX MAX 4' MAX MAX 3' MAX 3' MAX 4' MA ,C. 3' MAX 14• 1# 3' MAX MAX MAx 4' MAX Sg 1 &E X N TE TS LES BTA6'c 14• ; MAX—"• IS' MAX OI fsL U MAY 19• ❑.C. MAX _1�• 1$• MAX MAX i 43 1 /16' 15' MAX i % TOP or DOOR D C. y fig• E TO 4 0 L, lKVIKSET DCApe0.T AI SC"Dt OR MAALIX: DEA0. � MODEL etD• 22• Z 64' 15' MAX MAX DLO / 5 1/2' D.C. d BO 1 /16' A MAX it KVIKSCT LOCKSETj 15' MAX MODEL OLew SERIES ON �W LOGKSEt ' D.C. D[t 13/16' [ \, tx lallas �,� 15' MAX O.C. 15' IS' MAX'•, 14• LIA' ` 6' AX , MAX MAX MAX 15• C T TMlg .4' MAX 3' MAX 3' MAX MAX MAX NOTES 3' MAX 3' MAX J WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4' MAX ' MAX 4' MAX ' MAX 'ROPERLT TO TRANSFER LOADS TT3 THE STRUCTURE, !J ,NE PRECEDING BRAV(NGS ARE INTENDED TO RB x l 3/4' F.H WS ..IFY TTD FOLLOV,,Ai INSTALLAt1ONS 3) PER SIDE FROM' V000 FRAME CONSTRUCTION WHERE ODOR � JAMB INTO THRESHOLD j I YSTCM IS ARMED TO A MINIMUM TWO BY WOOD PENIN4 . MASONRY OR CONCRETE CONSTRUCTION WHERE Rli OUTSVING LX OUtSWING OOR SYSTEM IS AKWRED T13 A MINIMUM TWO BY TRUCTURAL WOOD RUCK. MASONRY OR CONCRETE CONSTRlR:UM WHERE IN TIN R F I T MIqSYNVS�� IS ANCHORED DIRECTLY TO CONCRETE K. IS NE ITIDN REE VlNt IS0rIL0UBCE0" �EMBYOAVDOO iH WITHOUT A Nat -STRUCTURAL N01 ED ALL ANCHORING SCREWS TO BE 110 WITH ANE + '.NIMUM 1 I/2' EMBEDMENT INTO WOOD SUBSTRATE K i MASONRY. PFH TAPCONS V(iH 1 1/2' MINIMUM EMBEDMENT MAS ONRY 2 w111 SHALL BE IISIALLEI GMT At LMA(NNS PROtECIED BT A CANWY OR UNIT MUST BE INSTALLED WITH 'NIAMI-OADE COUNT? IOOYts u jS L�CStS?IAAINN5 ICIVEEN C EDGEII IS r. CANWWYIALLEA IN DVEN� I -REF STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES 10-MRITABLE AREAS VNERE THE INN AND IME AREA ARE OESDCW tD ' 1 0 M. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER (W'RIRAI[OK LATEX SEALANT TO RE APPLIED AT SIDE BY SIDE ,ADS AND SIDELITES. DOa(/SIDELITE HEADER, DOOR/SIDELITE JANBS. AND SIDELITE BASE RNERS ARE COPED AND BUTT .JO(NEIL OILS SMALL BE PRC-PAINICD. WITH A VATCR-BASED EPDXY RUST NBITIVE PRIMER PAINT VltM A DRY ?ILA tHICKNESS or 02 tO 1.2 MIL FRAMES SHALL BE PRE-PAINtED WITH AN ACRYLIC LATEX VATER-BASED/ TER•RCOUCIBLE WHITE PRIMER WIN A DRY FILM THICKNESS Or DB TO 12 NIL. tllIR"= n APPAOVEDASCOUQLY11,2%%llh inc SJUTH F��t}1A DtIKDINC CW'c Cbti�-:=lwa 1:Bl14O ACCEPTANCE tro O1- 03 /Y. 2 t a " `I ., . T-1 t t GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS � ' SF[RYNI YIll1At6 B 1 6B ]t 68 L GTTERiaf GRADE LATEX CAUtJf µqx NNE37PAX EX1ERIpR OEM*", ` XQ ML x INTCRTQ! - Appp"Jeo As ca&ltm almTM C we OMIT WWWA 1 12 E F £ I at s mr m►�ros a. ")LASS BITE 9 & naoLUrA" ua TENPETNYTJ7ASS eADMCOGECocruYxE sEZIM � 1-•1020—EW-0 ACCE7fANCE No. �' ° 3 v. L e 51�Ei. 2 qP 6 . [tNlpt Wfi� � r 3/4' I ©- -- 80 11/16' MAX EXTERIOR 79 5/16' MAX SEUVION B-B 1 1/4' INTERIOR -- rwcl HIRIMER; COMHENTS —�`— HEAD JAMB EV-t2 1 1/4' X 4 9/16' T41L. 10 BE PfTI[ 1% EOUtVALCNt ESSION VEATT[RSTRIP STRIKE JAMB - N BRAND X A 1 1/4' X 4 9/16' MIL TO BE PINE OR UM -BUMPER JmRESHOLD EV-13 EDUIVALENr PRENDOR BRAND OR EOUIVALENT L EV-05 -imNE1 1/4' x 4 9/16' PREMDOR BRAND - t 11/16' SKIN - 20 GA STEEL F 26 tNl i pl -(tm as'WWI T a�L all wo Q BASF FOAM - DENSITY 2.D TO 2S IbsJFt' 1 CHANNEL EV-04 PREMDTR BRAND - I IQCK I/16' - 20 GA STEEL .BL ( EV-t18 4' X 9 1/7' HTI Tn LOCK 'REP PREP FILLER_PI 4'x4' HINGE WOOD HINGE JAMB no x 3/4' niv S- alo x 2' F.HVs. iw I+ vi vro 1 ki �Ia I v/m1aHe t ,� SIDELITE VOOD STILE 18 x 2' FJiVS. LOCKSET M10 x 1 3/4 FFHV.S. 1 1/4-' 22' X 64' SINGLE P4 / L GLAS'. SIDELITE TRIM (WOOD) WOOD CASING VDOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME 16 X 1 1/2' PAN HEAD SCREVS PIN NAIL DOW SILICONE 4995 AV lk=w"All CowLy 76 r4m a* .�Hf� �I 1 auao�T�oErxxor�cE PIl ACMIMWCE ND, D 1-031 Y. 21 u,cw.o - Arau' THICK- MIL TO BE POLYETHYLENE V-1 HALER BRAND HINGE OR EOUTVALENI - 097 THICK (STEEL: 1 1/4' X 4 9/16' TOIL TO BE PINE :OR IYALENi (4) SCREVS PER HINQ INTO UDR 1 1�iAx Lr ac KKArtil ELIIL MWI WID SIMELITE. 4. 09a rRm REICR Tp ELEVATION VIEV. FDR I pr MXVS WIN ANN OC411MN2 EV-07 15/16' X 1 11/16' MTL TO BE PINE 1R.EWIVALENI (2) SCREWS AI EACH STRIKE PLATE :14) IKSET BRAND 200 LOUOR k44RL AND.100 LOCK Sa1EVS TIRM Ulna JAMI IMTp SIl[L11E .MIMI. jr 1NNN rROM rd WE THEREAFTER 8' pV$E 1liOlJfil STRMCE JOAN WM SHIEUTE JANJI. 4- Ww" rRnM i NEREArTFR SCREWS TTaMM EACH MMX Rllp MM JAMI TTEI BE PINE DR omvr 1 1/4' X 4 9/16' MIL TO BE PINE 13R EQUIVALENT 643, ODL-2 AP Polypropylene by ODL 8 PER FRAME tp e 4 T _IrrrIM T /' iTRi aAIL, 4' MI rlpl CAa, MAi R QL INDWIt t. MSE! QI MI.L1igS Aa9 tRMI • Nei. I B f RAIF rnMY u,nr..-......._ 1-1020-EW-0 SHEET � OF 6 :EVwm LEf1ER B 1/4' SHIM MAX 3/4' t J S 1 VTERIQR I 79MAX16' 80 11/16' MAX 2 BY WOOD BUCK CF rTTIINI r--r -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 w,rOvm- Pa ca-p m vwni nm iL►\ .uuui\ uu yr luuKH I lul�,,� Irl 7COLi%LYWGWTN 7►1E • wit EfNT' R U' r —T• OU we EA JYlU VAX - bf � DMs�ow 'AI COUPIWMEOFf PH .k-cErTtircexoo�-n_ „__vim, 6' X 31-1020- EW-o SHEET S OF 6 IMS01 ICII[R u I HEK WOK PANEL STYLES 36 i¢ MAX '9 Fx6 C 0aMATOP 6-0a�PJ0IEI 4-o0PANa�EQ all tiou Duo BLA ❑n Ela Duo 4-Pp�- 9-PANCL 10-PA14EL l8-PAWL OTHER SIDELITE STYLES 30" rmAX 79 /16" M X p p SL-10 SL-20 SL-30 SL-60 SL-50 SL-301 A-69A A-69/ on oa au qG I I Qa an an as ao as aQ o0 PD-1 PD-2 PD-3 pp_4 PD-5 PD-6 PO-7 PO-8 00 o30 Q f[JI 00 � FLUSH 8-PAN{L CR11358UCK Q 4 d a 12-PANE{ 4_PANC1 5-PAW[Y 5-PANEL EYESEV 5illpmL 5-PAWEL EYC L VSC I p p A-69C A-25 SL-35 SL-30D A-40 ao a0 oQ na PD-9 PO-10 PD 11 PO-12 00 FD-18 PO-19 PD-2D PO-21 PD-22 PO-23 PO-24 m PO-26 PO-27 PS-28 PO-29 (Qj _ PD-38 OUR {� u ul[ss lot ❑ ❑ ❑ n U� DUp �pfl pOp n `_ PO-35 PO-36 PO-37 . PO-30 PO-39 PD-40 PD q PO-42 C tIIERSBI PO-43 P0-43A PO-438 %ltS KS 6w A-90B A-9DC SL-308 SL-30C A-70 f A -DO QQ 013 a PB-t4 PO-15 PB-16 PO-17 � FF PD-31 PO-32 PO-33 PO-34 31-1020-EW-0 SHEET 6 OF 6 i[mtr FORM 600A-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: SUjVBr Builder: ARON Address: AEL$&T41dC_ J (��� Permitting Office: City, State:, Permit Number: Owner: Jurisdiction Number: Climate Zone: Central 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit Cap: 40.5 kBtu/hr 3. Number of units, if multi -family 1 ` _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ Yes 6. Conditioned floor area (W) _ 2223 ft' c. N/A 7. Glass area & type -� a. Clear - single pane 263.5 ft' 13, heating systems b. Clear - double pane 0.0 ft, a. Electric Heat Pump Cap: 40.5 kBtu/hr c. Tintlother SHGC - single pane 0.0 ft _. _ HSPF: 7.20 d. Tintlother SHGC - double pane 0.0 W b. N/A _ 8. Floor types - a. Slab -On -Grade Edge Insulation R�0.0, 136.0(p) ft c. N/A b. N/A _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 720.0 ft' _ _ EF: 0.93 b. Frame, Wood, Exterior R=11.0, 992.0 ft' b. N/A _ c. Frame, Wood, Adjacent _ R=11.0, 159.0 ft' d. N/A _ _ c. Conservation credits e. N/A (I-IR-Heat recovery, Solar _ 10. Ceiling types _ DIIP-Dedicated beat pump) a. Under Attic R=19.0, 1023.0 fi _ 15. HVAC credits PT b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 85.0 ft - MZ-C-Multizone cooling, b. N/A MZ-H-Multizone beating) Glass/Floor Area: 0.12 Total as -built points: 26993 PASS Total base points: 29999 I hereby certify that the plans and specifications covered by this calculation 'n compliance with th Florida Energy Code. y PREPARED DATE: MA I hereby certify that this b g, as designed, is i compliance with the FI- r1da Eheray Code, OWNER/AGENT: DATE: &A A Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Codle. Before construction is completed this building will be inspected for compliance with Section 55'3.908 Florida Statutes. �UILDING OFFICIAL: DATE: o WE EnergyGauge® (Version: FLRCPB 0.21) FORM 600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details LADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.E Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear W 1.0 15.0 30.0 63.47 1.00 1598.5 Single, Clear W 1.0 4.0 9.0 53.47 0.92 440.5 Single, Clear W 1.0 4.0 6.0 53.47 0.92 293.7 Single, Clear W 1.0 4.0 6.0 53.47 0.92 293.7 Single, Clear S 1.0 15.0 30.0 44.66 0.99 1330.9 Single, Clear E 1.0 16.0 40.0 59.31 1.00 2363.7 Single, Clear E 1.0 15.0 30.0 59.31 1.00 1772.3 Single, Clear E 1.0 13.0 9.0 59.31 1.00 531.4 Single, Clear E 1.0 5.5 15.0 59.31 0.96 856.4 Single, Clear E 1.0 5.5 15.0 59.31 0.96 856.4 Single, Clear E 1.0 5.5 30.0 59.31 0.96 1712.9 Single, Clear W 4.0 2.5 8.0 53.47 0.45 193.9 Single, Clear W 4.0 7.0 5.5 53.47 0.70 204.8 As -Built Total: 263.5 14005.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 835.2 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Bass Total: 1871.0 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1023.0 2.13 2179.0 Under Attic 19.0 1023.0 2.82 X 1.00 2884.9 Base Total: 1023.0 2179.0 As -Built Total: 1023.0 2884.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 136.0(p) -31.8 -4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p -31.90 -4338.4 Raised 0.0 0.00 0.0 Base Total: -4324.8 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 600A-2001' SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43468.2 Summer As -Built Points: 47331.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 43468.2 0.4266 18543.5 47331.2 1.00 (1.079x 107 1.117 x �)0.310 0.950 15566.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details [ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES I .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point; .18 2223.0 5.86 2344.8 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 4.0 9.0 10.74 1.01 97.7 Single, Clear W 1.0 4.0 6.0 10.74 1.01 65.1 Single, Clear W 1.0 4.0 6.0 10.74 1.01 65.1 Single, Clear S 1.0 15.0 30.0 7.73 1.00 231.2 Single, Clear E 1.0 16.0 40.0 9.96 1.00 399.5 Single, Clear E 1.0 15.o 30.0 9.96 1.00 299.7 Single, Clear E 1.0 13.0 9.0 9.96 1.00 89.9 Single, Clear E 1.0 5.5 16.0 9.96 1.01 150.9 Single, Clear E 1.0 5.5 15.0 9.96 1.01 150.9 Single, Clear E 1.0 5.5 30.0 9.96 1.01 301.9 Single, Clear W 4.0 2.5 8.0 10.74 1.10 94.9 Single, Clear W 4.0 7.0 5.5 10.74 1.05 62.2 As -Built Total: 263.5 2654.2 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 1.80 286.2 Concrete, int Insul, Exterior 4.2 720.0 3.26 2347.2 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Baas Total: 1871.0 3710.2 As -Built Total: 1871.0 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WC = Points Under Attic 1023.0 0.64 654.7 Under Attic 19.0 1023.0 0.87 X 1.00 890.0 Base Total: 1023.0 654.7 As -Built Total: 1023.0 890.0 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab Raised 136.0(p) -1.9 0.0 0.00 -258.4 0.0 Slab -On -Grade Edge insulation 0.0 136.0(p 2.50 340.0 Total: -258.4 1 As -Built Total: 1 36.0 340.0 EnergyGaugeV DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 r FORM 60OA-2001" WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 5998.9 Winter As -Built Points: 8081.5 Total Winter X Points System Multiplier = Heating Points Total X Component Cap Ratio X Duct X System X Multiplier Multiplier (DM x DSM x AHU) Credit Multiplier = Heating Points 5998.9 0.6274 3763.7 8081.5 8081.5 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4148.0 4148.0 EnergyGaugeT" DCA Form 60OA-2001 EnergyGaugeMaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + ts Points E1805i444 Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 3764 7692 29999 15567 4148 7278 26993 E: PASS EnergyGaugelm DCA Form 60OA-2001 EnergyGaugeSFIaRES-2001 FLRCPB v3.21 FORM 600A-2001. " Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRA¢TICE CHECK Exterior Windows &Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.I.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier Is Installed that extends from and is sealed to the foundation to the to late. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or Joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is Installed that is sealed to the perimeter, penetrations and seams. Ceilings 606, 1.ABC. 1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps In gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams, Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed Inside a sealed box with 112" clearance & 3" from insulation; or Type IC rated with < 2.0 c1m from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RO_99 r1T14=0 1]DCL*rOrnTwc urwc.11e%r^ i____..- COMPONENTS ----..._ SECTION ........ .....�..,a flaw ..� vtia.vouvu a r+n resiaenC@s. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements In Table 6-12. Switch or clearly marked circuit _ breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal _efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts In unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 -Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge°^ DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE'SCORE* = 84.8 The higher the score, the more efficient the home. L New construction or existing 2. Single family or multi -family 3. Number of units, if multi -family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (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, 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. AH: Interior b. N/A ELECTRIC.... New 12. Cooling systems Single family a. Central Unit 1 ` 3 b. N/A Yes _ 2223 f? c. N/A 263.5 W 13. Heating systems 0.0 ft' _ a. Electric Heat Pump 0.0 fr 0.0 ft' b. N/A R-0.0, 136.0(p) ft V c. N/A 14, Hot water systems _ a. Electric Resistance R=4.2, 720.0 ft° _ R-11 A, 992.0 R2 _ b. N/A R=11.0, 159.0IF _ c. Conservation credits (HR-Heat recovery, Solar _ DHP-Dedicated heat pump) R-19.0, 1023.0 ft- _ 15. HVAC credits _ (CF-Ceiling fan, CV -Cross ventilation, IIF- Whole house fan, _ PT -Programmable Thermostat, Sup. R-6.0, 85.0 ft _ RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant flea MAR Q 7 21*3 Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 11.00 Cap: 40.5 kBtu/hr _ HSPF: 7.20 Cap: 50.0 gallons — EF: 0.93 PT, ST,�r *]VOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is-nqt a Building Energy Rating. If your score is 80 or greater (or 86 for a USEPA/DOE Enet-gyStarTMdesigriatiotr), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge iveb site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGaugel) (Version: FLRCPB v3.21) °i PLOT PLAN for. MAROW1vA HOMES. INC. DESCRIP770N: __ LOT 5G, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 7G dirt/ 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA TRACT'B' CONSERVATION i ACCE55 EASEMENT b N 17= N00°09'02%V 59.23' LL � 18 D.E. OP S' la 20' �'IJOD ) — GRAFlHIC SCALE — — — — — — — — 'N LOT 57 _ QDNotm rATTo 7•a O a ap ID.Ob 40.00' .- MODEL: SUNBURY • I' TWO STORY (4-2 1/2) DLOCK FINISHED FLOOR k3.\lk ELEVATION - .44.14 ' b0 DRAINAGE TYPE= B • 10,00' W17H FAMIN ROOM SLIDINL GL1155 Wt. GONCKETE DR" O a 500°09102WE G0.00' 500'4&09V 0.77' z• i ff LOT 55 g FLOgR SLAB ELEVATION MUST BE 16" ABOVE CROWN _ CROWN COLONY WAY OF ADJACENT ROAD UNLESS 5OOv"n WISE APPROVED NOTES: FLOOD CERTi QXR0N 1. BEARINGS ARE BASED ON IHE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS OF CROWN COLONY WAY BEING SOOV91027E. MANAGEMENT AGENCY FLOW INSURANCE FRONT: 25, 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN 510E: 7.5' PLANS FOR THE PROJECT. THE 100 YEAR FLOW HAZARD AREA. J. BUILDING TES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE " X '. SIDE STREET: ?0' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO, 120289 0040 E BUILDING LINE. 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995. THIS IS NOT A SURVEY. MAP REVISION DATE, LOT 56 CONTAINS (SUBJECT TO CHANGE) 7,090 SQUARE FEET/0.163 ACRES +/- THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LAWS, AGREEMENTS AND OTTER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE WANED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE IITLE VERIFICATION. ABSREVUWNS GENV, NO -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.C.- WALL EASEMENT F.E.-FENCE EASEMENT 6-.RADIUS PA -POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT . CHORD PC. -POINT OF CURVATURE C-ARC LENGTH LLB -LICENSED BUSINESS ��AR QR-OFFICIAL RECORDS P.C.C.-POINT OF COMPOUND CURVATURE U.C.-�/MIRY EASEMENT CH.BRG.- CENTERLINE A/C -AIR CON01T1dVER PAD BEARING S.&U.C-SIDEWALK & UTILITY EASEMENT D.U.i E.-ORANAGE, UTILITY d aDEL TA CENTRAL ANGLE) D.&U.E.-DRAINAGE & UIIUTY EASEMENT SIDEWALK EASEMENT A NONE INC. LAND SURVEYM AND MAPPERS AIJ JOO SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) B9-36360 FAX Na (4NE J39 L.RR. E-MAIL; CAVONE O CFL.RR.COM THIS SURVEY NOT VALID UiCIESS EMBOSSED AFTM '� SIGNATURE � � MAR A„_ Y/�{ifi�i�/ r REVISION DATE DOMgq F. CAVONE - PRESIDENT FLORIDA SURVEYOR B MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 PLAT PLAN I Z • Z4.Z409 ,■ ILOT by CHIP CAW FXE: CROWNCCL56.DWG W.0.2003-2037