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HomeMy WebLinkAbout33399-Z ClubhouseFORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-33201 Date: 08/07/08 THIS CERTIFIES that the build{mg CLUBHOUSE/APARTMENT Location of Property: 61475 CR 48 (HOUSE NO.) (STREET) (HAMLET) County Tax Map NO. 473889 Section 45 Block 1 Lot 2.1 Subdivision Filed Map No. -- Lot No. -- GREENPORT conforms substantially to the Application for Building Permit heretofore filed in this office dated SEPTEMBER 14, 2007 purs-mnt to which Buil~-g Permit No. 33399-Z dated SEPTEMBER 14, 2007 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is MOTEL BUILDING OFFICE/CLUBHOUSE AND APARTMENT AS APPLIED FOR PER ZBA #4942, DATED 3/20/03. The certificate is issued to BREEZY SOUND CORP ( OWNER ) of the aforesaid building. SuF~OI~K COUI~TY DEPART~T OF [lF2%LTH APPRO%~AL C10-02-0015 07/13/08 ~.RcrI~ICAL C~I~TIFICAT~ NO. 8244 05/13/08 PLD~BERS C~RTIFICATION D~r~ 06/05/08 BERTSAND PLUMBING Rev. 1/81 Form No. 6 TOV~N OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00, Swimming pool $25.00, Accessory building $25.00, Additions to accessory bc 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15.00 New Construction: u//"~ Old or Pre-existing Building: Location of Property: ( o \ ~"1 ~-h ~.~Q House No. Street Owner or Owners of Property: \ [-7',~'~k. lD \ Suffolk County Tax Map No 1000, Section Date. ~,g $25.00, 'Busines .st~'~ .j,. JUL (check one) Hamlet Block Lot Subdivision Permit No. "~3~ OkC'~ Date of Permit. Filed Map. Lot: Applicant: Health Dept. Approval: Underwriters Approval: Plmming Board Approval: Request for: Temporary Certificate Fee Submitted: $ ':~.. O ~. c Final Certificate: ~" (check one) 08/0~20~ · 3:$8 FAX 8~13~$77d8 L~_DEYELOP~ENT Town Hall, 53095 Main Raad F.O Box 1179 ,~oulholcl~ New York 11971-0959 007/008 Fax (631) 765.9502 Telephene(631)~65-[802 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATION (Please print) (Please print) 1 ce~i f}/that the solder used in the watec supply system COlltallls ]ess t]131'l 2/I0 of 1% lead (. lumbers S g~ a(ure) ,S.un~ Lc) hefore mc: this 6th June 20 08 Nota'yP ~hc. Suffolk __County Notary public, State of New York No. 4826942 Ciuallfled in Suffolk County Nassau Suffolk Electrical Inspections,Inc. P.O. Box 549, Aquebogue, New York + 11931 Tel: 631-591-3097 Fax: 631-591-3098 Application: 8244 Date: 5/13/08 Issued to: Cliffside Resorts Address: Rt. 48 Introduced By: Modern Electric East Village: Greenport License #: 4253-E Residential Commercial [] The following was examined and approved up to the above date and found to be in compliance with the NEC: Attic IS~ Floor 2"a Floor 3ra Floor Garage Conversion Basement Hot Tub Addition Detached Garage Pool Sx~itches Receptacle Fixlures G.F.[. Emergency/Exit Emergency Signs Lighting 2O 30 64 4 6 3 Fans Iland Dryers Washer/Amps Dryer/Amps Microwave Motion Sensors 3-Ex Bath 2 I I I 2 Furnace ()il Gas Hot Water Heater Whirlpool Bell ~ransformers I yes l-Gas Rough [nsp II Final Insp Meter Amps Phase Motors II Other Equipment: 2-lime Clocks I-Air ttandler I-3 Ton A/C Compressor In Ground Pool: I-S~x. I-Recepticle.4-Fixtures. I -Time Clock. l-2Hp Motor. I-GFCl Club House This certificate must not be altered in any manner PLANNING BOARD MEMBERS JERILYN B. WOODHOUSE Chair KENNETH L. EDWARDS MARTIN H. SIDOR GEORGE D. SOLOMON JOSEPH L. TOWNSEND August1,2008 Patricia Moore, Esq. 51020 Main Road Southold, N.Y. 11952 MAILING ADDRESS: P.O. Box 1179 Southold, NY 11971 OFFICE LOCATION: Town Hall Annex 54375 State Route 25 (cor. Main Rd. & Youngs Ave.) Southold, NY Telephone: 631 765-1938 Fax: 631 765-3136 RE: Site Plan for Breezy Sound, Greenport SCTM# 1000-045.00-01.00-002.000 Dear Ms. Moore: The Planning Board is in receipt of your letter requesting a final inspection dated May 28, 2008 for the above referenced application. As you requested, a site inspection was performed on June 9, 2008 and June 20, 2008, and we found that the site work was incomplete. At a third site visit on July 2, 2008, the Planning Board determined that the site was developed in accordance with the site plan approved on July 12, 2007. Please note that Planning Board approval is required prior to any significant changes to the site. Please contact the Planning Department with any questions regarding the above matter. Sincerely, Kristy Winser Senior Planner cc: Building Department Town Engineer Q8/$~/2005 14:~o F&X 6313697746 LSH_~EYELOP~ENT APPEALS bOAKD MEMBERS L)xiia A. Torzura, C~sirwom~n Gerard P. Ooebring~r Geor~ Ruth ?). Oliva 631765~B~3 ) BOARD OF ,~?PF.,AL~ TOWN OF F'.)U'fHOLD FINDINGS, DELIBF..RAT,OI<.~, AND DETERMI NATION MEETIN,',~ OF. ~¥~RCN 20, 2~ Pr~,c~ ~tion: No~ ~ide of C.R 4~. ~a No~ Ro~ (op~esi~ San Simon Nut~[ng Home). Gmen~; Pame1100~D01.2.1. ~003/014 Soulhold Town Hall 53095 Main Ro~d P.O. Box 1179 $outhold, Hew ~ork 11~1~59 ~ F~x (631) ~65-~64 TcJcp~ne (~31) 7~.1~9 AF~_[~,~3~'~_~; Applicant is reauestincj a Special Exception under Section 10g~616(4). for permission to astabash new 6S-unit mote/with rno~ office, pool house for motel guests, and mo~el-manager's aparb'nent unit as shown on [l~e dJmensiof~el plan prepared by Barrett. Bonacci and VanWeele, P.C. dated 1013/01, revised 8/2/02. _~PERTY FACTS/DESCRIPTION: Tae appJic~e, at's 7.13-acm percol is unimproved and ~s located on the north side of C.R. 48, a/'~Ja North lecat~,d in the Resort- Residential (RE) Zorn, F_J~_(D_ING~ .')F FACT '~"-a Zoning Board of Appeals held a publi; hearing o~ this appli~Uen on October 17, 2C',3'2. and January 16. 2003, at which J,:v~ written and oral evidence were presented. B~,.'. ~ d upon all testimony, documentatJov., personal tn,~pec§on o[ the proper[y, and other ev;.~nc~, the Z~ning Board finds the following fa¢/s to be true and relevant: C:~[.¢E PROVISION: Code Section 100-$ID(4) provides thai the following are permitted by ~pecial Exception approval f~m the Board of Appeals, subject [o site plan approval by ~h~ Planning Board: Transient ho~el~ or molsl~, resort hotels or motels or confarer~e ~calll~. provided that [ollowlng requirsmenls are met: (a) (b) The m~mum ~umb~ ~f gue.~t u~,'~ shall bo: [1] One (1) UOit per ~iX Ih~,'uaand (6.0~0) ~r, sare teal of lead wi~hou! public [2] One [1 ) unit per ~,. r Ihoosarld ~4.000) s*3Ua~ lsat ~ hud ~ public {c) Nom~,~eM~mentorlam~pe~rsy~amshallbe~ud~le~om (d) The maximum size of a guest unit '~haM be slx tmndred (O00) ~luara [ell 14:40 FAX G:]13697748 LS~I DEVELOPNENT APPEALS BOAIt. D MEMBERS P~-,~.!cia C. Moore. Esq. 5! 020 Main Road So~,dnold, NY 11971 BOARD OF AI'PF_,AL~ TOWN OF SOUTHOLD April 8, 2003 ~002/014 p.l Sou~old Tow~ Hail 53095 Main Road P-O. Box 1179 ~our~ld, New York 11971-0~$9 ZBA Fax (631) ?~-90~ T~h~ (631) 765-1~ hnp:/t~u~oldtown.no~Mork.n~t Re: Appl. No. 4942 - Breezy Sound Corp. (Special Exception) De~r ~re: Enclosed please find a c,~3py of the Board's determination regarding the abo'/,~. application. Please be sure to follow-up with the !,)lannin9 and Building Deparb~e~ts for the next step in the zoning reviews and ep,Mi~ation process. An extra copy of I~is eterrainatlon should be made available t,~ ~he Building Department at the time of ;s/,:bmidng your maps and any other raqui~ed documentation to assist their offices next steps. Very truly yours, Enck~,sure Cop.v of Decision to: Building DepaAment ~ Planning Board p8/30/2005 14:40 FAX 8313897748 '.,3,~n 13 (~. (~:.].Sp NOO~e Lam 1000~t-2.1 a~ !.g~_OEVELOP~ENT 004/014 In addition, the Board has reviewecl the General SLandaffis governing Special Exception uses set forth in Section 100263 and finds ~at: A. That the use ~,ill not prevent the orderly and reasonable use of adjacent proper'des or of properties in adjacent use districts. la,. That the use will not prevent the orderly and reasonable use of permllted or legally established uses in the dlstdct wherein the requested use is located or of permitted or legally established uses in adjacent use distTicts. C. That the safety, the hearth, the welfare; the comfort, the convenience or the order of Ute town will not be adversely affected by the Reeert Motel use and its location. D. That the use will be in harmony with and promote the general purposes and intent of this chapter. E. That the use will be compatible with its surroundings and with the character of the ~ejghbofnoed and of the community'in general, pa~cularly with regard to vistl3111ty, scale ~',d ov~all appearance. F. "Fnat all proposed structures, equipment and material sha~l be readily accessible for fire a~.d police protection. BOARD CONSiDERATIONS/REASONS: :in considering this application, and on the basii, of testimony wesented, materials submitted and pe~:~nal inepec-~on, s, the Board has reviewed the code requirements set forth pursuant to Section 100-61B(4) and finds that the applicant complies wi~h the Code requirements, and that: 1. TIqe proposed Resort Motel is required to be built on a minimum o1: five acres. Breezy Sound Shores Corp. has seven acc'es located on County Route 48. The ~roposed project is bounded on the east by a motel and a condominium, and on the west by a motel. The si~e is located across i~roro the San Simeon Nursing Home on County Route 48, and to the north of the site ~s a bluff overlooking Long Island Sound. Breezy Sound Shores Corp. has received a Permit to build from the Town Trustees amended 1/7702, 2. The number o1' guest units is determined by the availability of wa:er and sewer. When both are available, one unit per four thousand square feet is allowed. The applicant has pemlieeiun from ~e Sut~,,31k County Wa£er Authority to hook up to ~ublic water. Breezy Sound Shores Corp. also has obtained approval for e Chromoglass system from the Suffolk Cc, unty Board of Health for sewer disposal or ,08/3'0/2005 14:,~ FAX 6318887748 L',:~I~_DEVELOPI~ENT -. Pag~ :i ~ March 20, 2003 ' Appl hip. 4942-- BreeL, y ~ound Shores 1000,45-1-2.1 a! Greenpor~ G31~G54543 ~005/014 they are in negoUations with the Village of Greenpert for sewer hookup. This would allow construction of 68 units. $. ~'~io music, en~rtainment or loudspeaker uystem shell be audible from beyond the prcperty line. 4. The maximum size of a gUest unit shall be 600 square feel The applicants plans cell for a living area. kitchenette, and two bedrooms all within the 600 square feet limit, 5. ?he definition of a Resort Motel a[3o includes [he permission to build a manager's unit with one bedroom and kitch~',~,, and a pool house, pool, office, and beach acce~. After considering all items under Section 100-6'; B(4), no evidence has been submitted to ,~how that the sol'ely, health, welfar~ convenience order o[ the Town would be adversely ~affected by this Resort Motel use. ~is project is subject to a site plan review by the ~'~ning Board. R['-.':[~O. LUTION OF THE BOARD: In con~idedng all of [he above factom and applying the b,=,,)nc,ng te~t uncier New Yofl( Town L~w Z6?-B, motion was offered by iViember Olive. s~.,:~)r,:Jed by Member Tortora, and duly carrL,~, to GRANT the applice~on for a Spactat ExcepUon, for a Resort Motel, subject to the following Covenants and Restrictions. to be prepared by applicant in recordable form, approved by the Tm~,n ,~,ttor~ay's OF. ice, and filed by the owner/applicant with the Suffolk County Cler,~:'s '3ffi 'c~.: 1. Regardless of the form of tww~ership of the Resort Motel or the individual motel units, the resort motel will be operated in accordance with the Sou,hold Town Code. In accordance with the Southold Town Code, the Resort Motel shall be "rented on a~ daily rental basis or for vacationera or ~[hsr persons on a weeldy rental basis." 2. A Management Company. or equivalent, shall be establish, ed which will n'anage the day [o day'operations of ti';~ resort motel end shall monitor that the u~ts are or;,~i*ab~d as · resort motel, A Board of Managers, or equivalent, will establish the rules ar.c r~/.gulations of the complex. The ruie~ ar~ regulations shall be in conforml~, with the S¢~U[hoId Towiq COde, 3. The Operating Agreement of this comp]ex will provide that Individual owners of 1~3e resort motel units shall be guaranteed no r, qote than N/o weeks of occupancy o[ thc. ir unit during the prime seaso~. The units are to be placed in a rental pool and &variable to the public. In the event thq? thr.~ unit is not rented, the owner of the unit may Q8/3'0/2005 14:41 FAX 8313887746 i. gM_OEVELOPMEHT Page 4 - U~ch ~]006/014 than occupy the unit in accordance with the rules and regulations established by the Board of Managers, 4. The Resort Motel w~ll be clo~ed from January 15~ through March 15~h of each year. 5. The units shall not be occupied as a dwelling. 6. The Resort Motel unit shall be re,ted as a suite with two bedrooms, and the bedrooms may not be individually ranted. Tzds action does not authorize or condone any ~J~rent or futura use, setback or other feature of the subje~ property that may violate the Zoning Coda, other than such uses, setbacks and olher leatures as are expressly addressed in this action. vote of the Board: Ayes:. Members Tortara {Chairwoman), Goehdnger, OrlandD, and Oii','a. {Absent was: Member Homing ot Fishers Isle]Id.) ~'~,is I~.asoiotlon was duly ~dop~ed (4-0~.--.- Lydia A,C~ortora, Chain~oman- Approved for FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 33399 Z Date SEPTEMBER 14, 2007 Permission is hereby granted to: for : BREEZY SOUND CORP PO BOX 815 QUOGUE,NY 11959 AMD FOUND PERMIT TO CONSTRUCT MOTEL BLDG OFFICE/CLUBHOUSE, APT AS PER ZBA, PLANNING & SCHD AS APPLIED FOR. THIS PERMIT REPLACES 31686. at premises located at 61475 CR 48 GREENPORT County Tax Map No. 473889 Section 045 Block 0001 Lot No. 002.001 pursuant to application dated SEPTEMBER 14, 2007 and approved by the Building Inspector to expire on MARCH 14, 2009. Fee $ 444.00 A~~/~~ Au~'ori zed Sig~u~e ORIGINAL Rev. 5/8/02 FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. -~f~6 Z Date DECEMBER 20, 2005 Permission is hereby granted to: SOUND CORP BREEZY PO BOX 815 QUOGUE,NY 11959 for : AMENDED FOUNDATION PERMIT TO CONSTRUCTION OF A MOTEL BUILDING OFFICE/CLUBHOUSE/APRATMENT AS PER ZBA, PLANNING & SCHD AS APPLIED FOR at premises located at 61475 CR 48 County Tax Map No. 473889 Section 045 Block pursuant to application dated AUGUST 18, 2005 Building Inspector to expire on JUNE 20, GREENPORT 0001 Lot No. 002.001 and approved by the 2007. Fee $ 345.60 ORIGINAL Rev. 5/8/02 TO .NO. 3 TO'X1' O~ SOUTHOLD EUIL~IN~ DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 31686 Z Date DECEMBER 20, 2005 Permission is hereby granted to: SOUND CORP BREEZY PO BOX 815 QUOGUE,NY 11959 for : CONSTURCTION OF A FOUNDATION FOR A MOTEL OFFICE/CLUBHOUSE/APT. BUILDING "OFFICE" AS APPLIED FOR PER ZBA, PLANNING &SCHD at premises located at County Tax Map No. 473889 pursuant to application dated AUGUST Building Inspector to ex~ire on JUNE Fee $ 245.60 Block 0001 61475 CR 48 Section 045 GREENPORT Lot No. 002.001 18, 2005 and approved by the 20, 2007. ORIGINAL Rev. 5/8/02 CHARLES M. THOMAS, R.A. March 19, 2007 Attn: Re: Town of Southold Building Department 53905 Main Road Southold, N.Y. 11971 Final Certification for Cfiffside Resort Clubhouse (permit # 31686) 61475 Route 48 Greenport, NY 11944 This letter shall serve to certify that I have inspected the above reverenced building and have found that it substantially conforms with the approved construction drawings & specifications. Please call the office with any questions or concerns at (631) 727-7993. Thank You. TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]ROU~PL~BG. [ ]FOUNDATION 2ND [ ]/~JLA~O/N [ ] FRAMING / STRAPPING [,,/J~INAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT C0 _NSTR~0N~ [ ] FIRE RESISTANT PENETRATION REMARKS: ~ ~7~ DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ] ROUGH PLBG. [ ,/],~1NAL ~ [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND ,~iNSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PEI~.- ~.ATION REMARKS: DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ].,~.QUGH PLBG. [ ] FOUNDATION 2ND [,,/J INSULATION [ ]FRAMING / STRAPPING [ ]FINAL [ ]FIREPLACE & CHIMNEY [ ]FIRE SAFETY INSPECTION [ ]FIRE RESISTANT CONSTRUCTION [ ]FIRE RESISTANT PENETRATION REMARKS: ~_~-.-,'~ ~ ~;~,-~_~;~,.~ DATE //©//'//~ -2 INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]ROUGH PLBG. [ ]~OUNDATION 2ND [ ]INSULATION [ F,~ MING~ STRAPPING [ ]FINAL [ ] ~~I~~~[ ] FIRE SAFETY INSPECTION [ ~ ] FIRE RESISTANT PENETRATION REMARKS: /~~ ~ · TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECT/ION [ ] FOUNDATION 1ST * [ ,~ROUGH PLBG. [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ]FIRE RESISTANT CONSTRUCTION [ ] INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION [ ] RRE RESISTANT PENETRATION REMARKS: DATE INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] FOUNDATION 2ND [ ] FRAMING / STRAPPING [ ] FIREPLACE & CHIMNEY [ ] FIRE RESISTANT CONSTRUCTION REMARKS: [ ] ROUGH PLBG. [ ]INSULATION [ ] FINAL [ ] FIRE SAFETY INSPECTION ] FIRE RESISTANT PENETRATION DATE INSPECTOR FI]ELD I]NSPF,'CTI__'N__O~PORTI DATE ,I COMMENTS FOUNDATI~)N (1ST) FOUNDATION (2ND) PL~B~G )~ 0 ~, STATE ENERGY CODE ____ ~. ~ ~DITION~ CO~ENTS TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 www. northfork.net/Southold/ Examined Approved Disapproved a/c Expiration BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying? Board of Health 4 sets of Bailding Plans Planning Board approval PERM[IT NO. 4/(/~C~ Survey _ Check t '~ '~ Septic Form N.Y.S.D.E.C. Trustees Contact: Mail to: ~ ~ Phone: -~ ~ Building Inspector ,20 FOR BUILDING PE~IT Date INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to th~ Building Inspector with 3 sets of plans, accurate plot plan to scale. Fee according to schedule. ] b. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building pemait shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been enacted in the interim, the Building Inspector may authorize, in writing, the extension of the permit for an addition six months. Thereafter, a new permit shall be required, x: APPLICATION IS HEREBY MADE to the Building Dep~nt ~or the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. (Signature of applicant or name, if a corporation) (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Nameofownerofpremises--[ ~-(~{~[ lk~' ""~-__ ~.~ ~C. ~ [ (As on ~e t~ roll or latest de~) ' a c ration siva e old y authorized officer ~ ~ of co, orate o~fi~ ~ Builders License No. Plmbers License No. Electfici~s Lic~se No. Other Trade's Lic~se No. 1. Location of land on which proposed work will be done: C_,cc.. House Number Street Hamlet County Tax Map No. 1000 Section Subdivision (Name) Block ~') [ Lot Filed Map No. Lot 2. State existing use and occupancy of premises and inte. vded -.~e a~d 6ceupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy 3. Nature of work (check which applicable): New Building f Addition Repair Removal Demolition Other Work 4. Estimated Cost "~. ~ to,~-, 5. If dwelling, number of dwelling units If garage, number of cars Alteration Fee (Description) (To be paid on filing this application) Number of dwelling units on each floor 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of..~rdsting structures, if any: Front Rear Depth Height~"'x ~... Number of StOries. Dimensions of same'~t.ure with alteratio.13s or additions: Front Rear Depth He~F'~ ~t...~ ~ Number of Stories 8. Dimensions of entire new construction/?r~t,_ Rear Depth Height Number 9. Size oflot: Front Rear & Dep~ 7.~- 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES__ NO ~ 13. Will lot be re-graded? YES ~ Will excess fill be removed fi.om premises? YES NO 14. Names of Owner ofj~remises [~s~v~o, ~..-~',e, ~ddress~L~~Phone No. Name of Architect {._8~,*.,~ 7-~n~ Address "J~t,'~e,4T.,*~ Phone No Fa~l Name of Contractor L.q/r~ 13~¢~,~O,~wI£~T~ Ad&ess 7~¢,,~,e./~t-~O Phone No. ~ 15 a. Is this property within 100 feet of a tidal wetland or a fi'eshwater wetland? *YES ~O __ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS ~Y BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES v/ NO * IF YES, D.E.C. PERMITS MAY BE REQUIRED. - k3* 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on proPerty is at 10 feet or below, must provide topographical data on survey. STATE OF NEW YORK) SS: COUNTY OF~o ~t,g ) being duly swom, deposes a~d says that (s~ is the applicant (Name of individual signing contract) above named, (S)J~)is the (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Notary Public Signature of App~ant ... Fire Prolecti,o~ ~ Coml=ut~ [~sign LTR FIRE DESIGN 108 MONTAUK HWY WESTHAMPTON NY 11977 631-288-7692 Job Name : CLIFFSIDE RESORT Building : CLUBHOUSE Location : SOUND AVE., GREENPORT, NY System : CLUBHOUSE Contract : LTR FIRE DESIGN Page I CLIFFSIDE RESORT Date 063005 Hydraulic Design Information Sheet Name - CLIFFSIDE RESORT Location - SOUND AVE., GREENPORT, NY Building - CLUBHOUSE Contractor - LTR FIRE DESIGN Calculated By - CMR Construction: (X) Combustible ( ) Non-Combustible Occupancy - RESIDENTIAL Date - 062905 System No. - CLUBHOUSE Contract No. - Drawing NO. - 17 Ceiling Height - 15' S (X) NFPA 13 (X) Lt. Haz. Y ( ) NFPA 231 ( ) NFPA 231C S Other T Specific Ruling E M A~'o'~'Sp~inkler Opera~io~~L lb80 Density - 0.12 D Area Per Sprinkler - 110 E Elevation at Highest Outlet - 15' S Hose Allowance - Inside - 100 I Rack Sprinkler Allowance - G Hose Allowance - Outside - 150 N Ord. Haz. Gp. ( ) 1 ( ) 2 ( ) 3 ( ) Ex. Haz. ( ) Figure Curve Made By Date (X) Wet Make VICTAULIC ( ) Dry Model VK2? ( ) Deluwe Size 1/2" ( ) Preaction K-Factor 5.6K ( ) Other Temp.Rat.200 Note Calculation Flow Required - 406.12 Press Required - 64.277 AT SOURCE Summary C-Factor Used: 120 Overhead 150 Underground w Water Flow Test: Pump Data: Tank or Reservoir: A Date of Test - 6-15-05 Cap. T Time of Test Rated Cap.- Elev.- E Static Press - 72 @ Press R Residual Press - 59 Elev. - -3 Well Flow - 2650 Proof Flow S Elevation - -3' U Location - NEAREST HYDRANT NORTH RD. Source of Information - LTR FIRE DESIGN C O M M S T 0 R A G Commodity Storage Ht. Storage Method: ( ) Single Row R ( ) Double Row A ( ) Mult. Row C K Class Location Area Aisle W. Solid Piled % Palletized % ( ) Conve~.~ Pallet ( ) Auto[ ~torage ( ) Slave Pallet ( ) Solid Shelf ( ) Open Shelf Rack ( ) Encap. ( ) Non Flue Spacing ~learance:Storag~-{6 ~&i~{~ Longitudinal Transverse E Horizontal Barriers Provided: vvaL~ oupp~y ~u~w LTR FIRE DESIGN CLIFFSIDE RESORT Page 2 Date 063005 City Water Supply: Cl - Static Pressure : 72 PSI C2 - Residual Pressure: 59 PSI C2 - Residual Flow : 2650 GPM 150 D1 - Elevation : 7,796 PSI 140 D2 - System Flow : 406.12 GPM D2- System Pressure : 64.277 PSI 130 Hose ( Adj City ) : __ GPM Hose ( Demand ) : __ GPM p 120 D3 ~ System Demand : 406.12 GPM Safe~ Margin : 7.318 PSI R 110 E 100 S 90 S 80 Cl U 70 -e-- i=2==="'- ~ --~-~- --'--'---------- ------'------------ :2 60 ~ "~ ~ -~'~--~ R E 5O 40 30 20 10 DI 300 600 900 1200 1500 1800 2100 2400 2700 FLOW ( N ^ 1.85 ) Com~3uter Proorarns bv Hvdratec Inc. Route 1'~1 Windham NH U~;A 03087 Fittings Summary LTR FIRE DESIGN CLIFFSIDE RESORT Fitting Legend ^bbrev. Name Page 3 Date 063005 Generic Alarm Va Generic Butterfly Valve Roll Groove Coupling Dry Pipe Valve 90' Standard Elbow 45' Elbow Gate Valve 45' Grvd-Vic Elbow 90' Grvd-Vic Elbow 90' Grvd-Vic Tee Detector Check Valve Long Turn Elbow Medium Turn Elbow PVC Standard Elbow PVC Tee Branch PVC 45' Elbow Flow Control Valve PVC Coupling/Run Tee Swing Check Valve 90' Flow thru Tee 45' Firelock Elbow 90' Firelock Elbow Wafer Check Valve 90' Firelock Tee Mechanical Tee Flow Switch 'Fittings Summary LTR FIRE DESIGN CLIFFSIDE RESORT Unadjusted Fittings Table ~ 1/2 _ 3~/4 _ . 1~. 1114 1 ~!2 2 Page Dam 4 063005 4 A 7.7 21.5 17.0 B 7.0 10.0 12.0 C 1.0 1.0 1.0 1.0 1.0 1,0 1,0 1.0 1.0 1.0 D 9,5 179 28,0 E 2~0 2,0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 10.0 F 1.0 1.0 1.0 1.0 2,0 2.0 3.0 3.0 3.0 4.0 G 1.0 1,0 1.0 1.0 2.0 H 1.0 1.5 2,0 2.0 3.0 3.0 3.5 3.5 I 2.0 3.0 4.0 3.5 6.0 5.0 8.0 7.0 J 4.5 6.0 80 8.5 10.8 13.0 17.0 16.0 K 14.0 14.0 L 1.0 1.0 2.0 2.0 2.0 3.0 4~0 5.0 5.0 6.0 M 2.0 2.0 3.0 3.0 4,0 5.0 60 6.0 8.0 N 7.0 7.0 7.0 8.0 9.0 11.0 12.0 13.0 O 3.0 3.0 5.0 6.0 8.0 10.0 12.0 15.0 P 1.0 1.0 1.0 2.0 2.0 2.0 3.0 4.0 Q 18.0 29.0 35,0 R 1.0 1.0 1.0 1.0 1,0 1.0 2.0 2.0 S 4.0 5.0 5.0 7.0 9.0 11.0 14.0 16.0 19.0 22.0 T 3.0 4.0 5.0 6.0 8.0 10.0 12.0 15.0 17.0 20,0 U 1.8 2.2 2.6 3.4 V 3.5 4.3 5,0 6.8 W 10.3 X 8.5 10.8 13.0 16,0 Y 2.0 4.0 5.0 6.0 8.0 10~5 12.5 15.5 22.0 Z 2.0 2.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 10.0 5 8 8 10 12 14 16 18 20 24 A 17.0 27.0 29.0 B 9.0 10.0 12.0 19.0 21.0 C 1.0 1,0 1.0 1.0 1.0 1.0 1.0 1,0 1.0 1.0 D 47.0 E 12.0 14.0 18.0 22,0 27.0 35.0 40.0 45.0 50.0 61.0 F 5.0 7.0 9.0 11.0 13.0 17.0 19.0 21.0 24.0 28.0 G 2.0 3.0 4.0 5.0 6.0 7,0 8.0 10.0 11.0 13.0 H 4.5 5.0 6.5 8.5 10.0 18.0 20.0 23.0 25.0 30.0 I 8.5 10.0 13.0 17.0 20.0 23.0 25.0 33.0 36.0 40.0 J 21,0 25.0 33.0 41.0 50.0 65.0 78.0 88.0 98.0 120.0 K 36,0 550 45,0 L 8.0 9.0 13.0 16.0 18.0 24.0 27,0 30,0 34.0 40,0 M 10.0 12,0 16,0 19.0 22.0 N O P Q 33.0 R S 27.0 32.0 45.0 55.0 65,0 76.0 87.0 98.0 109.0 130.0 T 25.0 30.0 35.0 50.0 60.0 71.0 81.0 91.0 101.0 121.0 U 4,2 5.0 5.0 V 8.5 10,0 13.0 W 13.1 31.8 35.8 27.4 X 21.0 25.0 33.0 Y Z 12.0 14.0 18.0 22.0 27.0 35.0 40.0 45,0 50.0 61.0 Pressure / Flow Summary - STANDARD LTR FIRE DESIGN CLIFFSIDE RESORT Node Elevation K~Fact Pt Pn Ftow _ ~A~ual _ Actual S501 15.0 5.5 7.0 na 14,82 S502 15.0 5.6 7.21 na 15.04 S503 15,0 5.6 7.06 na 14.88 S504 15.0 5.6 7.48 na 15.32 S505 15.0 5.6 7.49 na 15.33 S506 15.0 5.6 7.73 na 15.57 S507 15.0 5.6 8.01 na 15.85 S508 15.0 5~6 8.25 na 16.09 S509 15.0 5.6 8.68 na 16.49 S510 15.0 5.6 8.94 na 16.74 143 10.0 10.15 na 142 10.0 10.2 na 141 10.0 998 na 140 10.0 10.21 na 139 10.0 10.46 na 138 10.0 11.03 na 137 10.0 10.76 na 138 10.0 11,75 na 135 10.0 12.04 na 129 10.0 9.91 na 130 10.0 10.86 na 131 10.0 10.94 na 132 10.0 11.22 na 133 10.0 11.84 na 134 10.0 12.91 na TOR 10.0 15.78 na BOR -3.0 33.2 na BFP -3.0 36.03 na 250.0 SRC -3.0 64.28 na Density .1200 .1200 .1200 .1200 .1200 .1200 .1200 .1200 .1200 .1200 Page 5 Date 063005 Area Press 110.00 7.000 110.00 7.000 110.00 7.000 110.00 7.000 110.00 7.000 110.00 7.000 110.00 7,000 110.00 7.000 110.00 7.000 110.00 7.000 The maximum velocity is 28.26 and it occurs in the pipe between nodes BFP and SRC ' Final Calculations - Standard LTR FIRE DESIGN CLIFFSIDE RESORT Hyd, Qa Dia. Fitting Pipe Pt Pt Ref, "C" or Ftng's Pe Pv Point Qt Pf/UL Eqv. Ln. Total Pf Pn Date Page 6 063005 Notes ****** S501 14.82 1.049 1T 5,000 5.000 7.000 K Factor = 5.60 to 120 5.000 2.166 129 14.82 0.0747 10.000 0,747 Vel = 5.502 0.0 14.82 9.913 K Factor = 4.71 S502 15.04 1.049 tT 5.000 5.000 7.214 K Factor = 5.60 to 120 5,000 2,166 143 15.04 0.0768 10.000 0.768 Vel = 5,583 0.0 15.04 10.148 K Factor = 4.72 S503 14.88 1.049 1T 5.000 5.000 7.064 K Factor = 5.60 to 120 5.000 2.166 141 14.88 0.0753 10,000 0,753 Vel = 5.524 0.0 14.88 9.983 K Factor = 4.71 S504 15,32 1.049 1E 2,000 5.000 7,480 K Factor = 5.60 to 120 2.000 2.166 142 15.32 0.0794 7.000 0.556 Vel = 5.687 0.0 15.32 10.202 K Factor = 4.80 S505 15.33 1,049 1E 2.000 5.000 7.492 K Factor= 5.60 to 120 2.000 2.166 140 15.33 0,0796 7.000 0.557 Vel = 5.691 0.0 15.33 10.215 K Factor = 4.80 S506 15.57 1.049 1E 2.000 5.000 to 120 2~000 139 15.57 0.0819 7.000 7.726 K Factor= 5.60 2.166 0.573 Vel = 5.780 0.0 15.57 10,465 K Factor = 4.81 S507 15.85 1.049 1E 2.000 5.000 8.006 K Factor = 5.60 to 120 2.000 2.166 137 15.85 0.0846 7.000 0.592 Vel = 5.884 0,0 15.85 10,764 KFactor = 4.83 S508 16.09 1.049 1E 2,000 5.000 8.255 K Factor = 5.60 to 120 2,000 2,166 138 16.09 0.0870 7.000 0.609 Vel = 5,973 0.0 16.09 11,030 K Factor = 4.84 S509 16.49 1.049 1T 5,000 5.000 8.675 K Factor = 5.60 to 120 5.000 2.166 136 16,49 0.0911 10.000 0.911 Vel = 6.122 0.0 16.49 11.752 K Factor = 4.81 S510 16.74 1.049 1T 5.000 5.000 8.937 K Factor = 5.60 to 120 5.000 2,166 135 16.74 0.0936 10.000 0.936 Vel = 6.214 'Final Calculations - Standard LTR FIRE DESIGN CLIFFSlDE RESORT Hyd. Qa Dia, Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv Point Qt PflUL Eqv. Ln. Total Pf Pn Page Date 7 063005 Notes ****** 0.0 _16:Z4 ............... 12,039 K Factor = 4.82 143 15.04 1.049 1T 5.000 4,290 10,148 to 120 5.000 0.0 130 15.04 0,0769 9.290 0.714 Vel = 5,583 0.0 15,04 10.862 K Factor = 4.56 142 15.32 1,049 1T 5.000 4,290 10.202 to 120 5.000 0.0 131 _ 15 ~3_2 0~0794~ .... 9,290 0.7:~8 V~__ 5;~8__7 0.0 15.32 10,940 KFactor = 4.63 141 14.88 1.049 1T 5,000 7,700 9.983 to 120 5.000 0.0 131 14.88 0.0753 12.700 0,956 Vel = 5,524 0.0 14.88 10.939 K Factor = 4.50 140 15.33 1.049 1T 5.000 7.700 10.214 to 120 5.000 0,0 132 15.33 0.0795 12,700 1.010 Vel = 5.691 0.0 15.33 11,224 K Factor = 4,58 139 15.57 1.049 1T 5.000 4.290 10.464 to 120 5.000 0,0 132 15.57 0.0819 9,290 0.761 Vel = 5.780 0.0 . 1--5.57 __ 1~_1:225. _ K Factor = 4:65 138 16.09 1.049 1T 5,000 4.290 11.030 to 120 5,000 0.0 133 16.09 0.0870 9.290 0.808 Vel = 5.973 0.0 16.09 11.838 K Factor = 4.68 137 15.85 1.049 1T 5.000 7.700 10.764 to 120 5.000 0.0 133 15.85 0.0846 12.700 1.075 Vel = 5.884 0.0 _ 1_5.85 ......... 11.839 KFac_to_r = 4.61 136 16.49 1.049 1T 5.000 7.700 11,752 to 120 5.000 0.0 134 16.49 0.0910 12.700 1.156 Vel = 6,122 0.0 16.49 12.908 135 16.74 1.049 1T 5,000 4.290 12.039 to 120 5.000 0.0 134 16.74 0.0936 9.290 0,870 K Factor = 4.59 Vel = 6,214 0.0 16.74 12,909 K Factor = 4,66 ' Fin';I Calculations ~ Standard LTR FIRE DESIGN CLIFFSIDE RESORT Hyd. Qa Dia, Fitting Pipe Pt Pt Ref. "C" or Ftng's Pe Pv Point Qt PEUL Eqv. Ln. Total Pf Pn Page Date 8 063005 Notes ****** 1.049 1T 5.000 7.700 129 14.82 to 120 5.000 0.0 130 _ 14.82 0.~074~ 12,700 . 0.~9~. 130 15,04 2.157 9,580 10.861 to 120 0.0 0.0 131 29.86 0.0081 9.580 0.078 131 30.20 2.157 9.580 10.939 to 120 0.0 0.0 132 6p.0~6 0.0297 9.580 0.285 .... 132 30.89 2.157 9.580 11.224 to 120 0.0 0.0 ~33 90.95 0.0641 .... 9.580 _0,614 133 31.93 2.157 9.580 11,838 to 120 0.0 0.0 ~34 122.88 0.1118 9.580 1.071 134 33.24 2,157 2E - ~i~53 ~i~60 12,909 to 120 12.307 0.0 TOR _ 156,12 0.1740 16.467 ~ 2.866 9.913 Vel= 5.502 Vel = 2.822 Vel= 5.273 Vel = 7.985 Vel= 10.789 Vel = 13.707 TOR 0.0 2.157 5E 6.153 30.830 15.775 to 120 lZ 6.153 36,920 5.630 BOR 156.12 0.1741 1K 0.0 67.750 11.793 !s o.0 BOR 0.0 2.423 1E 8.273 35.000 33.198 to 150 8.273 0.0 BFP 156.12 0.0654 43.273 2.829 BFP 250.00 2.423 1E 8,273 51.000 36.027 to 150 1G 1.379 9.652 5,000 SRC 406,12 0.3833 60.652 23.250 .0 _ 406.12 64.277 Vel = 13.707 Vel = 10.863 K Factor = 250.00 Fixed loss = 5 Vel = 28.258 K Factor = 50.66 U# J#J606004FC Clubhouse F/T Quan Type Span P1-H1 Left OH 35 51100 221100 10000 0 E -H 0.39 616 T 0.07 0~32 G LOCK 3.0x 3.0 Ctr Ctr 0.76 H -G 0.65 1327 T 0.33 0.32 D LOCK 3.0x 4,0-0,8 Ctr 0.94 Online Plus -- Version 20,0,020 G -D 0,58 1062 T 0.38 0.20 RL~N DATE: 01-FEB-07 ............. Webs ............. F -A 0.03 86 C CSI -Size ..... L%U~ber .... F -K 0.42 1129 C TC 0.56 3x 2 SPF-2100 K -J 0.20 289 T EX S1-C 3x 2 SPF-#2 J -L 0,03 85 C BC 0.65 3x 2 SPF-#2 I -M 0.08 243 C W~ 0.61 3x 2 SFF-STUD I -N 0.61 894 T N -E 0.57 1541 C Brace truss as follows: E -B 0.04 141 C O.C. From To E -B 0,04 141 C TC Cent, 0- 0- 0 22-11- 0 E -O 0.58 1543 C BC Cont, 0- 0- 0 22-11- 0 O -H 0.61 891 T H -P 0.08 236 C Loading Live Dead (p~f) G -Q 0,03 87 C TC 50.0 15.0 G -R 0.19 280 T BC 0.0 5.0 R -D 0,42 1122 C Total 50.0 20.0 70.0 D -C 0.03 86 C Spacing 16.0" Lumber Duration Factor 1.00 TL Defl -0.23" in G -D L/576 Plate Duration Factor 1.00 L~ Defl -0.13" in G -D L/999 TC Fb=l.15 Fc=l.10 Ft=l.10 Shear // Grain in Q -R 0,43 Plates for each ply each face. Plus 4 Unbalanced Lead Cases PLATING CONP~RMS TO TPI .......... Top Chord~ .......... K LOCK 3.0x 4.0-0.8 Ctr 0.95 ........ Bottom Chords ......... J LOCK 3.0x 3.0 Ctr Ctr 0.76 I -82 0.36 637 T 0.07 0,29 E S2-E 0.36 637 T 0.22 0.14 8 LOCK W2,0x 4.0 Ctr Ctr 0.00 LOCK 3.0x10.0 Ctr Ctr 0.99 LOCK 3.0x 4.0-0.5 Ctr 0.97 REVIEWED BY: Robbins Engineering, Inc. PO Box 290055 Tampa, FL 33682 strongbacks (on edge) every tr~ss member(s). Address P 0 Box 280055, Fa, npa II 331,82 I}alc Sealed 2/)/2007 Job ] ~-r~ ...... l Quan Type Span P1-H1 Left OH Right OH J606004FC i LI / 2 moo 221100 10000 0 0 ....... Top Chords 0 10 26 C 0.00 0.10 ....... Bottom Chords ........ N -M 0.01 116 C O.00 0,01 p -0 0 01 115 C 0.0O 0.01 R -Q 0.00 115 C T -$ 0.00 115 C X -W 0 00 115 C Z -y 0 00 115 C TL Dofl 0 .00" in LL-NN L/999 LL Dell 0.00" in LL-NN L/999 Shear // Grain in G -I 0.22 Plates for each ply each face pLATING CON~OR~S TO TPI D LOCK 2,0X 4,0-0,2-0.5 O,6O C LGCK 2.0x 4.0 0.2 0.5 0.60 ~RUSS ~IGHT: 85.1 LBS R LOCK 2.0x 4.0 Ctr 0.5 0.60 T LOCK 2.0x 4.0 Ctr 0.5 0.60 V LOCK 2.0x 4.0 Ctr 0,5 0.60 X LOCK 2.0x 4,0 Ctr 0.5 0.60 Z LOCK 2.0x 4.0 Ctr 0.5 0.60 B~ LOCK 2.0x 4.0 Ctr 0.5 0.60 DD LOCK 2.0x 4.0 Ctr 0.5 0.60 FF LOCK 2.0X 4.0 Ctr 0.5 0.60 HH LOCK 2.0x 4.0 Ctr 0.5 0,60 license Addrcss PO Box 280055, lampa FI.33682 Date Seared 2/I/2007 ROBBINS ENG. GENERAL NOTES & SYMBOLS PLATE LOCATION /.~ 108 Center plates on joints unless otherwise noted in plate list or on drawing Dimensions are given in inches tie. 1 1/2" or 15")orIN-16ths(ie 108) PLATE SIZE AND ORIENTATION The first dimension rs the width measured 3x5 perpendicular to slots i~ i ~' the length measured parallel to slots Plate orientation, shown next to plate size indicates direction of slots in connector plates FLOOR TRUSS SPLICE ( 3X2, 4X2, 6X2 ) (W) = Wide Face Plate tN) = Narrow Face Plate DIMENSIONS All dimensions are shown in FT-IN-SX ti e 6' 8 1/2" or 6-08~08 ) Dimensions less than one foot are shown IN-SX onry (ie 708) 6-08-08 f , 7o8 LATERAL BRACING Designates the location for continuous lateral bracing (CLB) for support of individual truss members only CLBs must be properly anchored or restrained to prevent simultaneous buckling of adjacent truss members W = Actual Bearing Width (IN SX) R = Reaction (lbs) U = Uplif[ (lbs) BEARING When truss is designed to bear on multiple supports. interior bearing locations should be marked on the truss Interior support ar temporary shoring must be m place before erecting this truss. If necessary, shim bearings to assure solid contact with truss ROBBINS connector plates shall be applied on both faces of truss at each joint Center the plates, unless indicated otherwise No loose knots or wane in plate contact area Splice only where shown Overall spans assume 4" bearing at each end. unless indicated otherwise Cutting and fabrication shall be performed using equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and the attached truss designs are not applicable for use with fire retardant lumber and some preservative treatments. Nails specified on truss design drawings refer to common w~re nails, except as noted The attached design drawings were prepared in accordance with" National Design Specifications for Wood Construction" (AF & PA )," National Design Standard for Metal Plate Connected Wood Truss Construction" (ANSI/TPI 1). and HUD Design Criteria for Trussed Rafters. Robbins Eng. Co. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing Refer to BCSI 1-03 as published by Truss Plate Institute. 218 North Lee Street, Suite 312, Alexandria, Virginia 22314 Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing ". Care should be taken to prevent damage during fabrication, storage, shipping and erection Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively It is the responsibility of others to ascertain that design loads utilized on these drawihgs meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS FABRICATOR. 6904 Parke East Blvd. Tampa, Fl 33610-4115 Tel: 813-972-1135 Fax: 813-971-6117 www.robbinsenq com J606004RC C 1R;T~~ DHPV U# J#J606004RC Clubhouse Span P1-H1 Left OH Right OH Engineering 240000 6 1- 0- 0 1- 0- 0 T07020040 6-9-15 6-4-3 Bc § 3-o-. I 8-0-0 I 12-0-0I 14-0-0 I 20-11-2 12-0-0 I 20-11-2 24-0-0 24-0-0 °o Scale: 0 254" = 1' RObbins Engineering, Ino./Online Plu~ A~pRox. TRUSS WEIGHT: 189.7 LBS A -B 0.91 2948 C 0.11 0.80 ........ Bott~ Chords ......... Online Plus -- Vet*ion 20,0.020 RUN DATE: 01-FEB-07 F LO~ 1.0x 3.0 Cfr Cfr 0.91 M LO~ 3.0~ 8.0 Ctr Ctr 0.70 O LOCK 2.0X 4.0 Ctr Ct= 0.69 Truss Design En ineer: Thomas A Albani License # 0773~7-1 Addres,g: PO Box 280055. Tampa, FI. 33682 Date Sealed: 2/I/2007 Job Mark J606004RC C1 Tl/pe Span P1-H1 Left OH Right OH Engm¢¢rin§ DHPV 240000 6 1- 0- 0 1- 0- 0 T07020040 U# J#J606004RC Clubhouse R/T Robbin$ Engineering Inc/Online Plus © 1996-2007 Version 20 0 020 Engineering. Porirail 2/1/2007 11:0512 AM Page 2 of 2 J606004RC C2 U# J#J606004RC Clubhouse R/T Quan T~pe Span P1-H1 Left OH Right OH Engineenng 20 TR 240000 6 1- 0- 0 1- 0- 0 T07020040 6-9-15 6-4-3 4x4 DG 13-6-15 DG 13-6-15 HO 4-3 B HO 4-3 4x4= 4x4= W:508 8PL W:508 TC~ 6-3-4 I 12-0-0 I 17-8-12 I 24-0-0 TI Online Plus -- Version 20.0.020 RUN DATE: 01-FEB-07 CSI -Size ..... Lumber .... TC 0.82 2x 4 SPF-#2 BC 0.80 2x 4 SPF-#2 WB 0.25 2x 3 SPF-STUD EX E -B 2x 3 SPF-#2 EX B -D 2x 3 SPF-#2 Brace truss as follows: C.C. From TO TC Cont. 0- 0- 0 24- 0- 0 BC Cont. 0- 0- 0 24- 0- 0 Loading Live Dead (psf) TC 37.8 7.0 BC 0.0 8.0 Total 37.8 15.0 52.8 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 D -C 0.80 2000 T 0.44 0.36 (section 1607.1), 20.0 psf. ............. Webs ............. Wind Loads - ANSI / ANC~ 7-02 F -E 0.25 616 C E -B 0.44 912 T B -D 0.44 912 T D -~ 0.25 616 C TL Defl -0.25" in E -D L/999 LL Defl -0.17" in E -D L/999 Shear // Grain in A -F 0.56 Plates for each ply each face. PLATING CONFOP~ffi TO TPI. C LOCK 4.0x 4.0 Ctr 0.1 0.89 Truss is designed as amain Wind-Force Resistance System. Wind Speed: 120 mph Mean Roof Height: 25-0 Exposure Catego~-~= C Occupancy Factor : 1.00 Building T~r~e: Enclosed Zone location: Exterior TC Dead Load : 4.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-02 Ground Snow Load ~ 45.0 psf Rain Load = 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 1.2 Balanced Load Factor U~balanced Load Factor 1.2 Unbalanced Loads Checked Load Factors z 1,25 and 0.00 Max comp. force 2228 Lbs Quality Control Factor 1.25 Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Plus i BC LL Load Case(s) Jt React Uplft Size Raq'd Lbs Lbs In-Sx In-Sx A 1418 751 5- 8 2- 4 Hz ~ -196 C 1418 751 5- 8 2- 4 HZ -- 197 Membr CSI P Lbs Axl-CSI-Bnd .......... Top Chords .......... A -F 0.82 2228 C 0.04 0.78 F -B 0.82 1972 C 0.04 0.78 H -G 0.82 1972 C 0.04 0.78 G -C 0.82 2228 C 0.04 0.78 ANSI/TPI 95 & 02 OH Loading Soffit psf 2.0 ........ Bottom Chords ......... Design checked for LL on BC A -E 0,80 2000 T 0.44 0.36 per BOCA (section 1606.2.3), E -D 0.67 1321 T 0.29 0.38 IBC/IRC-2003 and FBC 2004 ]russ Desi En neer: Thoma~q A. Albani L'¢ense #: ~773~-/ Date Sealed 2/I/2007 J606004RC C3 Quan ~ Typo Span P1-H1 Left OH Right OH 20 JCA2 30000 6 1- 0- 0 0 Engineering T07020040 U# J#J606004RC Clubhouse R/T HO 1~10-3 T W: 508 R: 249 U: 106 Online Plus -- Version 20.0.020 RUN DATE: 01-FEB-07 CSI -Size ..... Lumber .... TC 0.30 2x 3 SPF-#2 BC 0.19 2x 3 SPF-#2 C.C. From TO TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 Loading Live Dead (psf) TC 37.8 7.0 BC 0.0 8.0 Total 37.8 15.0 52.8 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 TL Defl -0.02" in A -C L/999 LL Defl -0.01" in A -C L/999 Shear // Grain in A -B 0.30 Plates for each ply each face. ~q~ATING CONFOF~4S TO TPI. PLATE V~LUES MAY BE VERIFIED WITH ROEBINS MANUFACTURING. GRIP BASED ON SPF & SYP LUMBER USING GROSS ~ TEST. Plate - LOCK 20 Ga, Gross Area Plate - PHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 2.0x 4.0 0.9 0.4 0.87 (section 1607.1), 20.0 psf. Wind Loads - ANSI / ~~CE 7-02 Truss is designed as a Main Wind-Force Resistance Syst~. Wind Speed: 120 m~h Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 4.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-02 Ground Snow Load ~ 45.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 1.2 Balanced Load Factor 0.8 Unbalanced Load Factor 0.0 Max co~. force 58 Lbs Quality Control Factor 1.25 Plus 5 Wind Load Case(s) Jt React Uplft Size Roq'd Lbs Lbs In-Sx In-Sx A 249 107 5- 8 1- 8 Hz = 114 C 36 6 1-8 1-8 Membr CSI P Lbs Axl -CSI -Bnd .......... Top Chords .......... A -B 0.30 58 C 0.00 0.30 ........ Bottom Chords ......... A -C 0.19 0 T 0.00 0.19 For proper installation of toe-nails, refer to the 2001 National Design Specification (NDS) for Wood Construction NOTES: Trusses Manufactured by: TEIA~GLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 OS Loading Soffit psf 2.0 Design checked for LL on BC per BO~A (section 1606.2.3), IBC/IRC-2003 and FBC 2004 Date Seated; 2/I/2007 Span P1-H1 Left OH Right OH Engineenng 40106 4.243 1- 5- 0 0 T07020040 J606004RC C4 U# J#J606004RC Clubhouse R T 2-3-3 1-9-10 BO 1-9-10 DG 4-5-14 BO 4-3 4'243I~ 1-5-0 W:508 R: 159 U: 99 2-16d toenails Scale: 0 64A" = 1' Online Plus -- Version 20.0,020 RUN DATE: 01-FEB-07 CHI -Size ..... Lumber .... TC 0.12 2x 4 SPF-#2 BC 0.07 2x 4 SPF-#2 Brace truss as follows: O. C. From TO TC Cont. 0- 0- 0 4- 1- 6 BC Cont. 0- 0- 0 4- 1- 6 Loading Live Dead (psf) TC 30.0 7.0 BC 0.0 8.0 Total 30.0 15.0 45.0 Spacing 24.0" Lum~er Duration Factor 1.15 Plate Duration Factor 1.15 BC Fbml. 00 FC=i. 00 Ft=l. 00 Load Case # i Girder & Snow LO Lumber Duration Factor 1.15 Plate Duration Factor 1.15 plf - Live Dead From TO TC V -76 -14 0.0~ BC V 0 -16 0.0~ Plus 5 Wind Load Case(s) Jt React Uplft Size Req,d Lbs Lbs In-Sx In-Sx A 159 99 5- 8 1- 8 C 22 0 1-8 1-8 HZ -- 20 .......... Top Chords .......... IBC/IRC-2003 and FBC 2004 A -B 0.12 23 C 0.00 0.12 (section 1607.1), 20.0 psf. ........ Bottom Chords ......... Use properly rated hangers for A -C 0.07 0 T 0.00 0.07 loads framing into girder TL Defl -0.01" in A -C L/999 LL Defl -0.01" in A -C L/999 Shear // Grain in A -H 0.12 Plates for each ply each face. PLATING CONFOP~,f.S TO TPI. PLATE V~.LUNS ~ BE VE~FIED WITH ROBBINSMANUFACTURING. REVIEW~ BY: Robbins Engineering, Inc. PO Box 280055 Tampa, FL 33682 ANSI/TPI 95 & 02 per BOCA (section 1606.2.3), Wind Loads - ANSI / A~CE 7-02 Truss is designed as a Main Wind-Force Resistance System. Wind Speed: 120 m~h Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 4.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCE 7-02 Ground Snow Load -- 45.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 1.2 Balanced Load Factor 0.8 Unbalanced Load Factor 0.0 Max comp. force 23 Lbs Qualit~ Control Factor 1.25 Truss Desigo En ineer: Thomas A. Albani License #: 0773~7-1 Address: P.O Box 280055, Tamlm, FL 33682 Date Sealed 2/I/2007 J606004RC CVI~ 2 TR 90600 6 0 0 T07020040 U# J#J606004RC Clubhouse R/T 2-5-4 DG 5-0-8 4x4-- DG 5-0-8 HO 12 Online Plus -- Version 20.0.020 RUN DATE: 01-FEB-07 TC BC E -D 0.08 254 C F -B 0.02 70 C H -G 0.08 254 C O.C. From To TC Cont. 0- 0- 0 9- 6- 0 BC Cont. 0- 0- 0 9- 6- 0 Loading Live Dead (psf) Plate - TC 37.8 7.0 Jt Type BC 0.0 8.0 A LOCK Total 37.8 15.0 52.8 D LOCK Spacing 24.0" B LOCK Lumber Duration Factor 1.15 ~ LOCK Plate Duration Factor 1.15 C LOCK TC Fb=1.15 FC=i.10 Ft=l.10 E LOCK BC Fb=l.10 Fc=l.10 Ft=l.10 F LOCK H LOCK TL Defl -0.01" in H -C L/999 CSI -Size ..... Lumber .... LL Defl 0.00" in H -C L/999 0.21 2x 3 SPF-#2 Shear // Grain in A -D 0.29 0.10 2x 3 SPF-#2 0.08 2x 3 SPF-STUD Plates for each ply each face. PLATING CONFORMS TO TPI. PLATE VALUES MAY BE VERIFIED WITH ROBHINS MANUFACTURING. GRIP BASED ON SPF & SYP LUMBER USING GROSS AI~EA TEST. Plate - LOCK 20 Ga, Gross Area PHS 20 Ga, Gross Area Plt Size X Y JSI 2.0x 4.0 Ctr Ctr 0.68 2.0x 4,0 Ctr Ctr 0.00 4.0x 4.0 Ctr-0.2 0.49 2.0x 4.0 Ctr Ctr 0.00 2.0x 4.0 Cfr Ctr 0.68 2.0x 4.0 Ctr Ctr 0.00 2.0x 4.0 Ctr Ctr 0.00 2.0x 4.0 Ctr Ctr 0.00 web bracing and plating. Wind Loads - ANSI / ASUE 7-02 T~-USS is designed as a ~in Wind-Force ~esistance System, Wind Speed: 120 mph Mean Roof Height: 25-0 E~posure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 4.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ASCB 7-02 Ground Snow Load = 45.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 1.2 Balanced Load Factor 0.8 Unbalanced Load Factor 1.2 Ul~balanced Loads Checked Load Factors = 1.25 and 0.00 Max comp. force 254 Lbs Quality Control Factor 1.25 Plus 6 Wind Load Case(s) Plus 2 Unbalanced Load Cases Jt React Uplft Size Reqtd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 4- i to 9- 1-15 931 513 Hz -- 70 Membr CSI P Lbs Axl -CSI -Bnd .......... Top Chords .......... A -D 0.21 99 C 0.00 0.21 D -B 0.21 130 T 0.00 0.21 B -G 0.21 130 T 0.00 0.21 G -C 0.21 99 C 0.00 0.21 ........ Bottom Chords ......... A -E 0,10 43 C 0.00 0.10 E -F 0.06 0 T 0.00 0.06 F -H 0.06 0 T 0.00 0.06 REVIEWED BY: Robbins Engineering, Inc. PO Box 280055 Tampa, ~L 33682 REFER TO ROBBINS ENG. GENERAL NOTES AND S~MBOLS SHEET FOR ADDITIONA~ SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606,2.3), IBC/IRC-2003 and FBC 2004 H -C 0.10 43 C 0.00 0.10 (section 1607.1), 20.0 psf. .......... Gable Webs .......... Refer to Gen Der 3 series for Trttss DesJ ,n En inecr: Thomas A All>an/ License #:~773~7-1 Address: PO Box 280055, Tampa, FL 33682 Date Sealed: 2/I/2007 J606004RC CV2 ~ 2 TR 50600 6 0 0 T07020040 2x4= 2x4= Online Plus -- Version 20.0.020 RUN DATE: 01-FEB-07 CSI -Size ..... Lumber .... TC 0.14 2x 3 SPF-#2 BC 0.10 2x 3 SPF-#2 O.C, From To TC Cont. 0- 0- 0 5- 6- 0 BC Cont. 0- 0- 0 5- 6- 0 Loading Live Dead (psf) TC 37.8 7.0 BC 0.0 8.0 Total 37.8 15.0 52.8 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Plus 6 Wind Load Case(s) Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 4- I to 5- 1-15 509 280 Hz ~ 36 Membr CSI P Lbs Axl-CSI-Bnd .......... TOp Chords .......... A -B 0.14 252 C 0.00 0.14 B -C 0.14 252 C 0.00 0.14 ........ Bottom Chords ......... A -C 0.10 54 C 0.00 0.10 TL Defl -0.03" in A -C L/999 LL Defl -0.01" in A -C L/999 Shear // Grain in A -B 0.24 ~VIEWED BY: Robbins Engineering, Inc. PO Box 280055 Tampa, FL 33882 NOTES: Tr~sses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606,2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20,0 psf. Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ~gCE 7-02 T=uss is designed as a Mein Wind-Force Resistance System. Wind Spe~d: 120 m~h Mean Roof Height: 25-0 E~!~osure Category: C Occupancy Factor : 1.00 Building Ty~e: Enclosed Zone location: Exterior TC Dead Load : 4.0 psf BC Dead Load : 5.0 psf Roof Snow Load per ~CE 7-02 Ground Snow Load -- 45.0 psf Rain Load 0.0 psf Importance Factor 1.0 Thermal Factor 1.0 Exposure Factor 1.2 Balanced Load Factor 0.8 U~balanced Load Factor 0.0 ~ comp. force 252 Lbs Quality Control Factor 1.25 Truss Dcsi En 'neet: Thomas A Albam Address: P O Box 280055, Tampa, FL 33682 Date Scaled: 2/I/2007 ROBBINS ENG. GENERAL NOTES PLATE LOCATION '~L108 Center plates on jointa unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 15" ) or IN-16ths (i.e. 108) PLATE SIZE AND ORIENTATION The first dimension is the width measured 3x5 II perpendicular to slots. The second dimension is the length measured parallel to spots Plate orientation, shown next to plate size. indicates direction of slots in connector plates & SYMBOLS FLOOR TRUSS SPLICE ( 3X2, 4X2, 6X2 ) (W) = Wide Face Plate (N) = Narrow Face Plate DIMENSIONS All dimensions are shown in FT-IN-SX (Le. 6' 8 1/2" or 6-08-08 ). Dimensions less than one foot are shown in IN-SX only (ie. 708). 6-08-08 ~708 LATERAL BRACING Designates the location for continuous lateral bracing (CLB) for support of individual truss members only. CLBs must be properly anchored or restrained to prevent simultaneous buckling of adjacent truss members. W = Actual Bearing Width (IN-SX) R = Reaction (lbs) U = Uplift (lbs) BEARING When truss is designed to bear on multiple supports, interior bearing locations should be marked on the truss. Interior support or temporary shoring must be in place before erecting this truss. If necessary, shim bearings to assure solid contact with truss~ ROBBINS connector plates shall be applied on both faces of truss at each joint. Center the plates, unless indicated otherwise. No loose knots or wane in plate contact area. Splice only where shown. Overall spans assume 4" bearing at each end, unless indicated otherwise. Cutting and fabrication shall be performed using equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and the attached truss designs are not applicable for use with fire retardant lumber and some preservative treatments. Nails specified on truss design drawings refer to common wire nails, except as noted. The attached design drawings were prepared in accordance with" National Design Specifications for Wood Construction" (AF & PA )," National Design Standard for Metal Plate Connected Wood Truss Construction" (ANSIFFPI 1), and HUD Design Criteria for Trussed Rafters. Robbins Eng. Co. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing. Refer to BCSI 1-03 as published by Truss Plate Institute, 218 North Lee Street, Suite 312, Arexandria, Virginia 22314. Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing ". Care should be taken to prevent damage during fabrication, storage, shipping and erection. Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. It is the responsibility of others to ascertain that design loads utilized on these drawings meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records. FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS FABRICATOR. 6904 Parke East Blvd. Tampa, FI 33610-4115 Tel: 813-972-1135 Fax: 813-971-6117 www.robbinsena.com Job M~k Quan T~pe Span P1-H1 Left OH Right OH Engineering J604004F1 A1 i M100 150000 10200 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 15-0-0 TC 0.13 31 2 SPF-#2 BC 0.01 31 2 SPF-#2 WB 0.13 31 2 SPF- STUD GW 0.03 31 2 SPF-STUD E -G 0.00 116 C J -I 0.00 115 C Brace truss as follows: L -K 0.00 115 C O.C. From To N -M 0.00 115 C TC Cont. 0- 0- 0 15- 0- 0 P -O 0.00 115 C BC Cont. 0- 0- 0 15- 0- 0 R -Q 0.00 115 C T -S 0.00 115 C Loading Live Dead (psf) V -U 0.00 115 C TC 50.0 15.0 X -W 0.00 113 C BC 0.0 5.0 Z -Y 0.03 126 C 0.00 Total 50.0 20.0 70.0 Spacing 16.0" R -T 0.00 0 T R T -V 0.00 0 T T Online Plus -- Version 20.0.006 V -X 0.00 0 T V RUN DATE: 10-NOV-06 X -Z 0.01 0 T 0.00 0.01 X Z -C 0.01 0 T 0.00 0.01 Z CSI -Size ..... Lumber ................. Webs ............. C D -A 0.08 46 C 0.00 0.08 C -B 0.13 55 C 0.00 0.13 .......... Gable Webs .......... REVIEWED BY: 0.03 TL Defl 0.00" in X -Z L/999 LL Defl 0.00" in Z -C L/999 Shear // Grain in Y -B 0.19 Plates for each ply each face. PLATING CONFORM~ TO TPI Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 2 Unbalanced Load Cases Jt React Uplft Size Req~d Lbs Lbs In-Sx In-Sx USING GROSS ~ TEST. Comt. Brg 0- 1- 8 to 14-10- 8 Plate - LOCK 20 Ga, Gross Area 1365 0 Hz = 0 Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI M~mbr CSI P Lbs Axl-CSI-Bnd A LOCK 1.01 3.0 Ctr Ctr 0.90 .......... Top Chords .......... A LOCK 1.01 3.0 Ctr Ctr 0.00 A -G 0.10 6 C 0.00 0.10 G LOCK 1.01 3.0 Ctr Ctr 0.90 G -I 0.10 6 C 0.00 0.10 I LOCK 1.01 3.0 Ctr Ctr 0.90 I -K 0.10 6 C 0.00 0.10 K LOCK 1.01 3.0 Ctr Ctr 0.90 K -M 0.10 6 C 0.00 0.10 M LOCK 1.01 3.0 Ctr Ctr 0.90 M -O 0.10 6 C 0.00 0.10 O LOCK 1.01 3.0 Ctr Ctr 0.90 O -Q 0.10 6 C 0.00 0.10 Q LOCK 1.01 3.0 Cfr Ctr 0.90 Q -S 0.10 6 C 0.00 0.10 S LOCK 1.01 3.0 Ctr Ctr 0.90 S -U 0.10 6 C 0.00 0.10 U LOCK 1.01 3.0 Cfr Ctr 0.90 U -W 0.10 6 C 0.00 0.10 W LOCK 1.01 3.0 Ctr Ctr 0.90 W -Y 0.12 7 C 0.00 0.12 Y LOCK 1.01 3.0 Ctr Ctr 0.90 Y -B 0.13 9 C 0.00 0.13 B LOCK 1.01 3.0 Ctr Ctr 0.90 ........ Bottom Chords ......... B LOCK 1. Ox 3.0 Ctr Ctr 0.00 D -H 0.01 0 T 0.00 0.01 D LOCK 2.01 4.0 Ctr 0.5 0.90 S -J 0.00 0 T H LOCK 1.01 3.0 Ctr Cfr 0.90 J -L 0.00 0 T J LOCK 1.01 3.0 Ctr Ctr 0.90 L -N 0.00 0 T L LOCK 1.01 3.0 Cfr Cfr 0.90 N -P 0.00 0 T N LOCK 1.01 3.0 Ctr Ctr 0.90 P -R 0.00 0 T P LOCK 1.01 3.0 Ctr Ctr 0.90 LOCK 1.01 3.0 Ctr Ctr 0.90 LOCK 1.01 3.0 Cfr Ctr 0.90 LOCK 1.01 3.0 Cfr Ctr 0.90 LOCK 1.01 3.0 Cfr Ctr 0.90 LOCK 1.01 3.0 Ctr Ctr 0.90 LOCK 2.01 4.0 Cfr 0.5 0.90 LicenseTruss D~sigll#: 0773~7En qneerl Thomas A Albtmi Address: P O Box 280055, Tampa, FL 33682 Date Scaled: l 1/10/2006 Robbins Engineering, Inc. PO Box 280055 Tampa, FL 33682 BEFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3) , IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. This truss must be installed installed upside-down. Max comp. force 126 Lbs Quality Control Factor 1.25 a~ ~k Quan Type Span J604004FI A2 9 Mm00 150000 U# J#J604004F1 Buildings A, D, & E 1st F/T P1-H1 Left OH Right OH En~neering 10200 0 0 '106111108 1-2-0 Ho 1-2-0 Ho 1-2-0 Scale: 0396' = 1' D -A 0.03 Online Plus -- Version 20.0.006 D -J 0.57 RUN DATE: 10-NOV-06 J -I 0.62 CHI -Size ..... Lumber .... TC 0.61 3x 2 SPF-2100 BC 0.78 3x 2 SPF-2100 ~ 0.66 3x 2 SPF-STUD O.C. From To TC Cont. 0- 0- 0 15- 0- 0 BC Cont. 0- 0- 0 15- 0- 0 92 C 1532 C 897 T I -K 0.09 278 C I -L 0.14 376 C H -L 0.04 121 C G -M 0.09 263 C G -N 0.66 958 T N -C 0.58 1539 C C -B 0.03 93 C Loading Live Dead TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 Spacing Lumber Duration Factor Plate Duration Factor (psf) TL Defl -0.39" in I -H L/440 LL Defl -0.29" in I -H L/590 Shear // Grain in K -L 0.40 Plates for each ply each face. PLATING CONFORMS TO TPI 70.0 PLATE VALUES MAY BE VERIED 16.0" WITH ROBBINS ENGINEERING, INC. 1.00 GRIP BASED ON SPF & SYP LUMBER 1.00 USING GROSS AREA TEST. TC Fb=1.15 FC=i.10 Ft=l.10 Plate - LOCK 20 Ga, Gross Area BC Fb=l.10 Fc=l.10 Pt=l.10 Plate - ~HS 20 Ga, Gross Area Jt Ty~e Plt Size X Y JSI Plus 2 U~balanced Load Cases A LOCK 1.0x 3.0 Ctr Cfr 0.90 A LOCK 1.0x 3.0 Ctr Ctr 0.00 Jt React Uplft Size Req~d J LOCK 3.0x 6.0-0.5 Ctr 0.99 Lbs Lbs In-Sx In-Sx K LOCK 1.0x 3.0 Ctr Ctr 0.90 D 683 0 3- 8 1- 8 L LOCK 3.0x 3.0 Ctr Ctr 0.71 C 683 0 3- 8 1- 8 M LOCK 1.0x 3.0 Ctr Ctr 0.90 N LOCK 3.0x 6.0 0.5 Ctr 0.99 Membr CHI P Lbs Axl-CSI-Bnd E LOCK 1.0x 3.0 Ctr Ctr 0.90 .......... Top Chords .......... B LOCK 1.0x 3.0 Ctr Ctr 0.00 A -J 0.26 0 T 0.00 0.26 D LOCK 3.0x 6.0 0.5 Ctr 0.99 J -K 0.40 2250 C 0.06 0.34 I LOCK 3.0x 6.0 Ctr Ctr 0.95 K -L 0.61 2250 C 0.09 0.52 H LOCK 1.0x 3.0 Ctr Ctr 0.90 L -M 0.58 2300 C 0.05 0.53 G LOCK 3.0x 4.0 0.5 Ctr 0.90 M -N 0.58 2300 C 0.05 0.53 C LOCK 3.0x 6.0-0.5 Ctr 0.99 N -B 0.32 0 T 0.00 0.32 ........ Bottom Chords ......... D -I 0.31 1419 T 0.19 0.12 REVIEWED BY: I -H 0.78 2300 T 0.27 0.51 Robbins Engineering, Inc. H -G 0.78 2300 T 0.27 0.51 PO Box 280055 G -C 0.50 1426 T 0.13 0.37 Tampa, FL 33682 REFER TO ROBBINS ENG. GENERA~ NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FEC 2004 (section 1607.1), 20.0 psf. Provide 2X6 continuous strongbacks (on edge) ever~ 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It car=not be installed upside-down. Max comp. force 2300 Lbs Quality Control Factor 1.25 'lrtLss Design Engineer Thomas A Albani Liccnse #: 077357-1 Address: P O Box 280055, Tampa, FL 33682 Date Sealed: 11/10/2006 J~ ~k Quan T~pe Span J604004F1 A3 8 moo 180S08 U# J#J604004FI Buildings A, D, & E 1st F/T P1-H1 Left OH Right OH Engineering 10200 0 0 T06111108 lx3 7-10-B i -7-0 .-o-o I 18-8-8 go 1-2-0 lx3= D -K 0.55 2076 C K -J 0.69 1411 T Online Plus -- Version 20.0.006 J -L 0.06 258 C RUN DATE: 10-NOV-06 J -M 0.28 1061 C I -M 0.04 86 T CSI -Size ..... Lumber .... I -M 0.04 86 T TC 0.74 4x 2 SPF-%2 R -O 0.04 86 T BC 0.69 4x 2 SPF-2100 R -O 0.04 86 T WB 0.69 4x 2 SPF-STUD 0 -G 0.28 1061 C G -P 0.06 258 C Brace truss as follows: G -Q 0.69 1411 T C.C. From To Q -C 0.55 2076 C TC Cont. 0- 0- 0 18- 8- 8 C -B 0.02 91 C HC Cont. 0- 0- 0 18- 8- 8 TL Dell -0.55" in S2-I L/394 Loading Live Dead (psf) LL Defl -0.42" in S2-I L/522 TC 50.0 15.0 Shear // Grain in M -0 0.32 BC 0.0 5.0 Total 50.0 20.0 70.0 Plates for each ply each face. Spacing 16.0" PLATING CONFORMS TO TPI Lumber Duration Factor 1.00 PLATE VALUES MAY BE VERIED Plate Duration Factor 1.00 WITH ROBBIN8 ENGINEERING, INC. BC Fb=l.10 FCC1.10 Ftc1.10 USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plus 2 Unbalanced Load Cases Plate - RHS 20 Ga, Gross Area Plus i BC LL Load Case(s) : Jt T~pe Plt Size X Y JSI A LOCK 2.0x 4.0 0.2-0.5 0.60 Lbs Lbs In-Sx In-Sx K LOCK 3.0x 6.0 0.5 Ctr 0.98 D 899 0 3- 8 1- 8 L LOCK 2.0x 4.0 Ctr-0.5 0.60 C 888 0 3- 8 1- 8 M LOCK 4.0x 4.0 0.5-0.5 0.95 O LOCK 4.0x 4.0-0.5-0.5 0.95 Membr CSI P Lbs Axl-CSI-Bnd S1 LOCK W3.0x 4.0 Ctr Ctr 0.00 .......... Top Chords .......... P LOCK 2.0x 4.0 Ctr-0.5 0.60 LOCK 3.0x 6.0-0.5 Ctr 0.98 LOCK 2.0x 4.0-0.2-0.5 0.60 LOCK 1.0x 3.0 Ctr Ctr 0.00 LOCK 3.0x 6.0 Cfr Ctr 0.81 LOCK 3.0x 8.0-0.2 Ctr 0.95 LOCK W3.0x 6.0 Ctr Ctr 0.00 LOCK 2.0x 4.0 Ctr 0.5 0.90 LOCK 2.0x 4.0 Ctr 0.5 0.90 LOCK 3.0x 8.0 0.2 Ctr 0.95 LOCK 3.0x 6.0 Cfr Ctr 0.81 A -K 0.32 0 T 0.00 0.32 Q K -L 0.49 3230 C 0.17 0.32 B L -M 0.72 3230 C 0.21 0.51 B M -O 0.74 3970 C 0.14 0.60 D O -81 0.68 3230 C 0.21 0.47 J S1-P 0.72 3230 C 0.21 0.51 S2 P -Q 0.49 3230 C 0.17 0.32 I Q -B 0.32 0 T 0.00 0.32 R ........ Bottom Chords ......... G D -J 0.29 1923 T 0.21 0.08 C J -82 0.54 3970 T 0.32 0.22 S2-I 0.69 3970 T 0.32 0.37 I -R 0.69 3970 T 0.32 0.37 REVIEWED BY: R -G 0.69 3970 T 0.32 0.37 Robbins Engineering, Inc. G -C 0.29 1923 T 0.21 0.09 PO Box 280055 ............. Webs ............. Tampa, FL 33682 D -A 0.02 91 C REFER TO ROBBINS ENG. ~ENERAL NOTES AND SI~4BOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 3970 Lbs Quality Control Factor 1.25 License #: ~)77357-1 Date Sealed: 11/10/2006 J~ Mark J604004FI A4 Quan Type Span P1-H1 Left OH Right OH Engineering 8 M100 210408 10200 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 996 °~ R: 979 o Scale: 0 284" = 1' Robbin s Engineering, ............. Webs ............. D -A 0.02 107 C Online Plus -- Version 20.0.006 D RUN DATE: 10-NOV-06 K CSI -Size ..... Lumber .... TC 0.70 4x 2 SPF-2100 EX S1-B 4x 2 SPF-#2 BC 0.67 4x 2 SPF-2100 WB 0.81 4x 2 SPF-STUD Brace truss as follows: S.C. From TO TC Cont. 0- 0- 0 21- 4- 8 BC Cont. 0- 0- 0 21- 4- 8 -K 0.62 2322 C -J 0.81 1656 T J -L 0.05 205 C J -M 0.26 988 C M -I 0.34 703 T I -N 0.05 199 C E -O 0.09 385 C H -P 0.34 705 T P -G 0.27 1006 C G -Q 0.05 224 C G -R 0.81 1654 T R -C 0.62 2315 C C -B 0.02 90 C PO Box 280055 Tampa, FL 33682 REFER TO ROB~INS ENG. GENERA~ Loading Live Dead (psf) TL Defl -0.81" in S2-I L/307 TC 50.0 15.0 LL Defl -0.57" in S2-I L/440 BC 0.0 5.0 Shear // Grain in N -O 0.36 Total 50.0 20.0 70.0 Spacing 16.0" Plates for each ply each face. Lumber Duration Factor 1.00 PLATING CONFOP~4S TO TPI Plate Duration Factor 1.00 PLATE VALUES MAY EE VERIED TC Fb=1.15 Fc=l.10 Ft=l.10 WITH ROBBINS ENGINEERING, INC. BC Fb=l.10 Fc=l.10 Ft=l.10 GRIP BASED ON SPF & SYP LUMBER USING GROSS AI~EA TEST. Plus 2 Unbalanced Load Cases Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt React Uplft Size Req'd Jt T~e Plt Size X Y JSI Lbs Lbs In-Sx In-Sx A# LOCK 3.0x 3.0 1.5-1.5 0.60 D 996 0 3- 8 1- 8 K LOCK 3.0x 8.0 0.2 Ctr 0.97 C 980 0 3- 8 1- 8 L LOCK 2.0x 4.0 Ctr-0.5 0.60 M LOCK 3.0x 4.0 Ctr Ctr 0.87 Membr CSI P Lbs Axl-CSI-Bnd N LOCK 2.0x 4.0-0.2-0.5 0.60 .......... Top Chords .......... O LOCK 2.0x 4.0 0.2-0.5 0.60 A -K 0.20 0 T 0.00 0.20 P LOCK 3.0x 4.0 Ctr Ctr 0.90 K -L 0.30 3686 C 0.11 0.19 S1 LOCK W3.0x 4.0 Ctr Ctr 0.00 L -M 0.32 3686 C 0.07 0.25 Q LOCK 2.0x 4.0 Ctr-0.5 0.60 M -N 0.57 4884 C 0.15 0.42 R LOCK 3.0x 8.0-0.2 Ctr 0.97 N -O 0.70 4884 C 0.10 0.60 E# LOCK 3.0x 3.0-1.5-1.5 0.60 O -P 0.70 4884 C 0.10 0.60 D LOCK 3.0x 8.0 1.0 Ctr 0.76 P -S1 0.29 3677 C 0.16 0.13 J LOCK 3.0x10.0 Ctr Ctr 0.97 S1-Q 0.72 3677 C 0.36 0.36 S2 RHS W3.0x 7.0 Ctr Ctr 0.00 Q -R 0.55 3677 C 0.23 0.32 I LOCK 3.0x 4.0-0.5 Ctr 0.71 R -B 0.33 0 T 0.00 0.33 H LOCK 3.0x 3.0 0.2 Ctr 0.98 ........ Bottom Chords ......... G LOCK 3.0x10.0 Ctr Ctr 0.97 D -J 0.30 2151 T 0.20 0.10 C LOCK 3.0x 8.0-1.0 Ctr 0.75 J -S2 0.58 4601 T 0.50 0.08 S2-I 0.67 4601 T 0.40 0.27 % = Plate Monitor used I -H 0.67 4884 T 0.39 0.28 E -G 0.61 4610 T 0.33 0.28 REVIEWED BY: G -C 0.32 2144 T 0.23 0.09 Robbins Engineering, Inc. NOTES: Trusses Manufactured by: TRIANOLE BUILDING PRODUCTS Analysis Conforms To: AN$I/TPI 95 & 02 Desig~ checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Max gap between edge of brg and end vertical is 1/2". Provide 2X6 continuous strongbacks (on edge) ever~ 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). Thio truss must be installed as shown. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plate monitor. Max comp. force 4884 Lbs Quality Control Factor 1.25 Truss Design E~) inset: Thonms A Albani License # 0773~7-1 Address: PO Box 280055, Tampa, FL 33682 Date Scalcd: I 1/10[2006 wa ~k Quan Type Span P1-H1 Left OH Right OH Engm¢¢rin~ J604004F1 A5 3 MX00 '151000 10200 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 HO 1-2-0 lx3= A K L M lx3= 0 P Scale: 0377" = 1' Online Plus -- version 20.0.006 RUN DATE: 10-NOV-06 CSI -Size ..... Lumber .... TC 0.88 3x 2 SPF-2100 BC 0.99 3x 2 8PF-2100 WB 0.85 3x 2 SPF-STUD C.C. From To TC Cont. 0- 0- 0 15-10- 0 BC Cont. 0- 0- 0 15-10- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 G -C 0.70 1608 T 0.16 0.54 Robbins Engineering, Inc. ............. Webs ............. PO Box 280055 D -A 0.03 93 C Tampa, FL 33682 D -K 0.64 1699 C K -J 0.74 1074 T J -L 0.10 298 C J -M 0.20 541 C I -M 0.01 53 C I -M 0.01 53 C G -O 0.06 176 C G -O 0.06 176 C G -P 0.85 1232 T P -C 0.65 1736 C C -B 0.03 97 C TL Defl -0.62" in J -I L/295 LL Defl -0.48" in J -I L/382 Shear // Grain in M -O 0.49 Plates for each ply each face. PLATING CONFORMS TO TPI Plus 2 U~balanced Load Cases Plus i BC LL Load Case(s) : Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI Jt React Uplft Size Req~d A LOCK 1.0x 3.0 Ctr Ctr 0.90 Lbs Lbs In-Sx In-Sx A LOCK 1.0x 3.0 Ctr Ctr 0.00 D 746 0 3- 8 1- 8 K LOCK 3.0x 8.0 Ctr Ctr 0.99 C 756 0 3- 8 1- 8 L LOCK 1.0x 3.0 Ctr Ctr 0.90 M LOCK 3.0x 4.0 0.8 Ctr 0.92 M~mbr CSI P Lbs Axl-CSI-Bnd O LOCK 2.0x 4.0 Ctr-0.5 0.90 .......... Top Chords .......... P LOCK 3.0x 8.0 0.2 Ctr 0.97 A -K 0.26 0 T 0.00 0.26 B LOCK 1.0x 3.0 Cfr Ctr 0.90 K -L 0.46 2569 C 0.08 0.38 B LOCK 1.0x 3.0 Ctr Ctr 0.00 L -M 0.80 2569 C 0.12 0.68 D LOCK 3.0x 8.0 1.0 Ctr 0.87 M -O 0.88 2738 C 0.07 0.81 J LOCK 3.0x 6.0-0.5 Ctr 0.91 O -P 0.88 2738 C 0.07 0.81 I LOCK 2.0x 4.0 Ctr 0.5 0.90 P -B 0.31 0 T 0.00 0.31 G LOCK 3.0x 6.0 Ctr Ctr 0.96 ........ Bottom Chords ......... C LOCK 3.0x 8.0-1.0 Cfr 0.89 D -J 0.35 1574 T 0.21 0.14 J -I 0.99 2738 T 0.33 0.66 I -G 0.99 2738 T 0.33 0.66 ~EVIEWED BY: REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 2738 LbB Quality Control Factor 1.25 Date Sea]ed i]/]0F2006 j~ M=~ Quan T~pe Span J604004F! A6 1 M100 151000 U# J#J604004F1 Buildings A, D, & E 1st F/T P1-H1 Left OH Right OH Engineering 10200 0 0 T0611 1108 1-2-0 Online Plus -- Version 20,0.006 RUN DATE: 10-NOV-06 CSI -Size ..... Lumber .... TC 0.21 3x 2 SPF-#2 BC 0.16 3x 2 SPF-#2 WB 0.25 3x 2 SPF-STUD GW 0.14 3x 2 SPF- STUD Brace truss as follows: 0. C. From To TC Cont. 0- 0- 0 15-10- 0 BC Cont. 0- 0- 0 15-10- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 2 Unbalanced Load Cases Jt React Uplft Size Beq'd Cont. Brg 0- 1- 8 to 15- 8- 8 1547 0 Hz = 32 Membr CSI P Lbs Axl-CSI-Bnd .......... Top Chords .......... A -I 0.10 7 C 0.00 0.10 I -K 0.11 8 C 0.00 0.11 K -M 0.11 9 C 0.00 0.11 M -O 0.11 10 C 0.00 0.11 0 -Q 0.11 12 C 0.00 0.11 Q -S 0.11 13 c 0.00 0.11 S -u 0.11 15 c 0.00 0.11 u -w 0.11 16 c 0.00 0.11 w -Y 0.11 18 C 0.00 0.11 Y -~A 0.14 18 c 0.00 0.14 AA-B 0.21 34 C 0.00 0.21 H -B 0.12 27 C 0.00 0.12 ........ Bottom Chords ......... D -J 0.01 0 T 0.00 0.01 J -L 0.00 0 T L -N 0.01 0 T 0.00 0.01 N -P 0.01 0 T 0.00 0.01 P -R 0.01 0 T 0.00 0.01 R -T 0.01 0 T 0.00 0.01 T -V 0.01 0 T 0.00 0.01 V -X 0.01 0 T 0.00 0.01 X -Z 0.01 0 T 0.00 0.01 Z -BB 0.04 0 T 0.00 0.04 BB-G 0.13 2 T 0.00 0.13 G -C 0.16 4 C 0,00 0.16 D -A 0.09 46 C 0.00 0.09 C -B 0.25 66 C 0.00 0.25 .......... Gable Webs .......... L -K 0.00 P -0 0.01 R -Q 0.01 T -S 0.01 V -U 0.01 Z -Y 0.00 BB-AA 0.14 G -H 0.07 116 C 0.00 0.01 115 C 115 C 0.00 0.01 115 C 0.00 0.01 115 C 0.00 0.01 115 C 0.00 0.01 115 C 0.00 0.01 116 C 0.00 0.01 110 C 141 C 0.00 0.14 48 C 0.00 O.O7 TL Defl -0.01" in BB-G L/999 LL Defl 0.00" in BB-G L/999 Shear // Grain in AA-B 0.23 Plates for each ply each face. PLATING C~FOF~4S TO TPI PLATE %~ALUES ~Y BE VERIED T LOCK 1.0x 3.0 Ctr Cfr 0.90 V LOCK 1.0x 3.0 Ctr Ctr 0.90 X LOCK 1.0x 3.0 Ctr Ctr 0.90 Z LOOK 1.0x 3.0 Ctr Ctr 0.90 BB LOCK 1.0x 3.0 Ctr Ctr 0.90 G LOCK 1. Ox 3.0 Ctr Ctr 0.90 C LOCK 2.0x 4.0 Ctr 0.5 0.90 ANSI/TPI 95 & 02 Truss Desi Engineer: Thomas A Albani License #: ~777357-1 Address: PO Box 280055, Tampa, FL 33682 Date Sealed: 11/10/2006 Job Mark I Quan T~pe Span P1-H1 Left OH Right OH Engineering J604004F1 A7 2 1,1100 20908 10200 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 HO 1-2-0 HO 1-2-0 /. TC ~ 2-6-8 Scale: 0.889" Online Plus -- Version 20.0.006 RUN DATE: 10-NOV-06 CSI -Size ..... Lumber .... TC 0.10 3x 2 SPF-#2 BC 0.01 3x 2 SPF-#2 WB 0.08 3x 2 SPF-STUD GW 0.00 3x 2 SPF-STUD ............. webs ............. TRIANGLE BUILDING PRODUCTS D -A 0.08 46 C 0.00 0.08 Analysis Conforms To: C -B 0.08 46 C 0.00 0.08 ANSI/TPI 95 & 02 .......... Gable Webs .......... Design checked for LL on BC G -F 0.00 117 C per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 TL Dell 0.00" in C -C L/999 (section 1607.1), 20.0 psf. LL Dell 0.00" in G -C L/999 This truss must be installed Shear // Grain in A -F 0.17 as shown. It cannot be installed upside-down. Max comp. force 117 Lbs Quality Control Factor 1.25 O. C. From TO TC Cont. 0- 0- 0 2- 9- 8 BC Cont. 0- 0- 0 2- 9- 8 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lum~er Duration Factor 1.00 Plate Duration Factor 1.00 Plates for each ply each face. PLATING CONFORMS TO TPI PLATE V;tLUES MAY BE VERIED WITH ROBBINS ENGINEERING, INC. GRIP BASED ON SPF & SYP LUMBER USING GROSS AI~EA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X T JSI A LOCK 1.0x 3.0 Ctr Ctr 0.90 A LOCK 1.0x 3.0 Ctr Ctr 0.00 F LOCK 1.0x 3.0 Ctr Ctr 0.90 B LOCK 1.0x 3.0 Ctr Cfr 0.90 TC Fb=1.15 FC=i.10 Ft=l.10 B LOCK 1.0x 3.0 Ctr Ctr 0.00 BC Fb=l.10 Fc=l.10 Ft=l.10 D LOCK 2.0x 4.0 Ctr 0.5 0.90 G LOCK 1.0x 3.0 Ctr Ctr 0.90 Plus 2 Unbalanced Load Cases C LOCK 2.0x 4.0 Ctr 0.5 0.90 Jt React U~lft Size Req'd Lbs Lbs In-Sx In-Sx REVIEWED BY: Cont. Brg 0- 1- 8 to 2- 8- 0 Robbins Engineering, Inc. 227 0 Hz = 0 PO Box 280055 Tampa, FL 33682 Membr CSI P Lbs Axl-CSI-Bnd .......... Top Chords .......... REFER TO ROBBINS ENG. GENERAL A -F 0.10 6 C 0.00 0.10 NOTES AND S~OLS SHEET FOR F -B 0.10 6 C 0.00 0.10 ADDITIONAL SPECIFICATIONS. ........ Bottom Chords ......... D -G 0.01 0 T 0.00 0.01 NOTES: G -C 0.01 0 T 0.00 0.01 Trusses Manufactured by: Date Sealed 11/10/2006 J~ ~k i Quan Type Span P1-H1 Left OH Right OH J604004Fl A8 2 M100 31000 10200 0 0 U# J#J604004F1 Buildings A, D, & E 1st F/T Engineering 1-2-0 HO 1-2-0 lx3= Scale: 0 889" - 1' G -E 0.00 0 T H -C 0.01 0 T 0.00 0.01 Online Plus -- Version 20.0.006 ............. Webs ............. RUN DATE: 10-NOV-06 D -A 0.09 47 C 0.00 0.09 C -R 0.09 47 C 0.00 0.09 CSI -Size ..... Lumber .............. Gable Webs .......... TC 0.09 3x 2 SPF-#2 G -F 0.03 101 C 0.00 0.03 BC 0.01 3x 2 SPF-#2 H -I 0.03 102 C 0.00 0.03 WB 0.09 3x 2 8PF-STUD GW 0.03 3x 2 SPF-STUD TL Defl 0.00" in G -H L/999 LL Defl 0.00" in H -C L/999 Brace truss as follows: Shear // Grain in A -F 0.16 O.C. From To TC Cont. 0- 0- 0 3-10- 0 BC Cont. 0- 0- 0 3-10- 0 Loading Live Dead {psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 2 Unbalanced Load Cases Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 1- S to 3- 8- 8 324 0 Hz = 0 Plates for each ply each face. PLATING CONFOrmS TO TPI PLATE VALUES MAY BE VERIED WITH ROBBINS ENGINEERING, INC. GRIP BASED ON 8PF & SYP LUMBER USINg GROSS AREA TEST. Plate - LOCK 20 Ga, Gross ~ea Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 1.0x 3.0 Ctr Ctr 0.90 A LOCK 1.0x 3.0 Ctr Ctr 0.00 F LOCK 1.0x 3.0 Ctr Ctr 0.90 I LOCK 1.0x 3.0 Ctr Ctr 0.90 B LOCK 1.0x 3.0 Ctr Ctr 0.90 B LOCK 1.0x 3.0 Ctr Ctr 0.00 D LOCK 2.0x 4.0 Ctr 0.5 0.90 G LOCK 1.0x 3.0 Ctr Ctr 0.90 E LOCK 1.0x 3.0 Cfr Ctr 0.90 C LOCK 2.0x 4.0 Ctr 0.5 0.90 Membr CSI P Lbs Axl-CSI-Bnd .......... Top Chords .......... ~EVIEWED BY: A -F 0.09 6 C 0.00 0.09 Robbins Engineering, Inc. F -I 0.07 4 C 0.00 0.07 PO Box 280055 I -R 0.09 6 C 0.00 0.09 Tampa, FL 33682 ........ Bottom Chords ......... D -G 0.01 0 T 0,00 0.01 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOL8 SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: A~SI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 102 Lbs Quality Control Factor 1.25 Truss Desi, En ,ineer: Thomas A Albani License Address: PO Box 280055, Tampa, FL 33682 Date Sealed ao~ y~rk Quan Type Spa~ P1-H1 Left OH Right OH Engineering J604004F1 ', A9 1 moo 30000 10200 0 o T06~11108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 HO 1-2-0 HO 1-2-0 3-0-0 3-0-0 ALL PLATES ARE LOCK20 See Joint F For T~pical G~le Plate Size and PlaCement Scale: 0889" = 1' Online Plus -- Version 20.0.006 RUN DATE: 10-NOV-06 CSI -Size ..... Lumber .... TC 0.12 3x 2 SPF-#2 BC 0.01 3x 2 SPF-#2 WB 0.10 3x 2 SPF-STUD GW 0.00 3x 2 SPF-STUD ............. webs ............. TRIANGLE BUILDING PRODUCTS D -A 0.10 50 C 0.00 0.10 Analysis Conforms To: C -B 0.10 50 C 0.00 0.10 ANSI/TPI 95 & 02 .......... Gable Webs .......... Design checked for LL on BC G -F 0.00 126 C per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 TL Dell 0.00" in C -C L/999 (section 1607.1), 20.0 psf. LL Defl 0.00" in G -C L/999 This truss must he installed Shear // Grain in A -F 0.18 as shown. It cannot be installed upside-down. Max comp. force 126 Lbs Quality Control Factor 1.25 Plates for each ply each face. PLATING CONFORMS TO TPI BC 0.0 5.0 Jt Tlg~e Plt Size X Y JSI REVIEWED BY: Robbins Engineering, Inc. PO Box 280055 Tampa, FL 33682 O. C. From TO TC Cont. 0- 0- 0 3- 0- 0 BC Cont. 0- 0- 0 3- 0- 0 .......... Top Chords .......... REFER TO ROBBINS ENG. GENERAL A -F 0.12 7 C 0.00 0.12 NOTES AND SI~4BOLS SHEET FOR F -B 0.12 7 C 0.00 0.12 ADDITIONAL SPECIFICATIONS. ........ Bottom Chords ......... D -G 0.01 0 T 0.00 0.01 NOTES: G -C 0.01 0 T 0.00 0.01 Trusses Manufactured by: TrussDesi, En,ineer: Thon~sA Albani I icense #: ~773~'~-I Address P O Box 280055, Tampa, FI. 33682 Dale Sealed: ] 1/10/2006 Job Mark Quart Type Span P1-H1 Left OH Right OH Engineering J604004F1 A10 I M~.oo 21020s 1o2oo 0 0 T06~ H 10S U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 HO 1-2-0 HO 1-2-0 H J L N P R T V X Z ~0( BB DD FF HH JJ om 1~ 9x4= ~ TC I~ 20-11-8 21-2-8 Scale: 0 295" = 1' DD-FF 0.00 0 T FF-HH 0.00 0 T Online Plus -- Version 20.0.006 HH-JJ 0,00 0 T RUN DATE: 10-NOV-06 JJ-C 0.01 0 T 0.00 0.01 CSI -Size ..... Ltanber .... D -A 0.18 84 C 0.00 0.18 TC 0.15 Ax 2 SPF-#2 C -B 0,0646 C 0.00 0.06 BC 0.11 4x 2 SPF-#2 .......... Gable Webs .......... WB 0.10 4x 2 SPF-ST~D H -G 0.0448 C 0.00 0.04 GW 0.10 4x 2 SPF-STUD J -I 0.10142 C 0.00 0,10 L -K 0.00 110 C Brace ~r~ss as follows: N -M 0.01 116 C 0.00 0.01 O.C. From To P -O 0.00 115 C TC Cont, 0- 0- 0 21- 2- 8 R -Q 0.00 115 C BC Cont. 0- 0- 0 21- 2- 8 T -S 0.00 115 C V -U 0.00 115 C Loading I~ve Dead (psf) X -W 0.00 115 C TC 50.0 15.0 Z -Y 0.00 115 C BC 0.0 5.0 BB-AA 0.00 115 C Total 50.0 20.0 70.0 DD-CC 0.00 115 C ~paclng 16.0" FF-EE 0.00 115 C Lu~ber Duration Factor 1.00 HH-GG 0.00 115 C Plate Duration Factor 1.00 JJ-II 0.00 116 C BC Pb=l.10 FC=i.10 Ftc1.10 TL Defl -0.01" in H -J L/999 LL Defl 0.00" in H -J L/999 Plus 2 U~balanced Load Cases Shear // Grain in G -I 0.17 Jt React Oplft Size Req'd Plates for each p1¥ each face. .......... Top Chords .......... Plate - LOC~ 20 Ga, Gross Area ........ Bottom Chords ....... GG LOCK 2,0x 4.0 Ctr-0.5 0.60 BB-DD 0.00 0 T Z LOC~ 2,0x 4.0 Ctr 0.5 0.60 Robt~ns Engineenn§, Inc/Online Plus r~ © 1996 2006 Version 200 006 Engineenr~ - portrait I 1/10/2006 501 45 PM Page 1 52 LOCK W3.0x 4,0 Ctr C~r 0,00 BB LOCK 2.0x 4.0 Ctr 0.5 0.60 DD LOCK 2.0x 4.0 Ctr 0.5 0.60 FF LOCK 2.0x 4.0 Ctr 0.5 0.60 HH LOCK 2.0x 4,0 Cfr 0.5 0,60 JJ LOCK 2.0x 4,0 Ctr 0.5 0.60 C LOCK 2.0x 4.0 0.2 Ctr 0.90 # = Plate Monitor used REVIEWED BY: Robbins Engineering, Inc. Truss Design En inecr: Thomas A Albani License g: 0773~7-1 Address: PO. Box 280055, Tampa, FI. 33682 Date Sealed 11/10/2006 j~ M~ Quan Type Span P1-H1 Left OH Right OH Engineering J604004F1 All 9 M100 210208 10200 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 ............. woes ............. PO Box 280055 D -A 0.02 107 C Online Plus -- Version 20.0.006 D -K 0.62 2302 C RUN DATE: 10-NOV-06 K -J 0.80 1635 T J -L 0.05 205 C CSI -Size ..... Lumber .... J -M 0.26 968 C TC 0.65 4x 2 8PF-2100 M -I 0.33 675 T EX S1-B 4x 2 SPF-#2 I -N 0.04 189 C BC 0.64 4x 2 SPF-2100 H -0 0.09 365 C WB 0.80 4x 2 SPF-STUD H -P 0.33 674 T P -G 0.26 984 C ~race truss as follows: G -Q 0.05 223 c o.c. From To G -R 0.80 1633 T TC Cont. 0- 0- 0 21- 2- 8 R -C 0.61 2294 C BC Cont. 0- 0- 0 21- 2- 8 C -B 0.02 90 C Loading Live Dead (psf) TL Dell -0.78" in S2-I L/315 TC 50.0 15.0 LL Defl -0.55" in S2-I L/452 BC 0.0 5.0 Shear // Grain in N -O 0.35 Total 50.0 20.0 70.0 Spacing 16.0" Plates for each ply each face. Lu~ber Duration Factor 1.00 PLATING CONFORMS TO TPI Plate Duration Factor 1.00 PLATE V;~LUES MAY BE V~RIED TC Fb~1.15 FC=i.10 Ft=l.10 WITH ROBBINS ENGINEERINg, INC. BC Fb=l.10 FC=i.10 Ft=l.10 GRIP BASED ON SPF & SYP LUMBER USING GROSS AR~A TEST. Plus 2 Unbalanced Load Cases Plate - LOCK 20 Ga, ~ross ~trea Plate - RHS 20 Ga, Gross Area Jt React Uplft Size Req'd Jt Type Plt Size X Y JSI Lbs Lbs In-Sx In-Sx A# LOCK 3.0x 3.0 1.5-1.5 0.60 D 989 0 3- 8 1- 8 K LOCK 3.0x 8.0 Ctr Cfr 1.00 C 972 0 3- 8 1- 8 L LOCK 2.0x 4.0 Ctr-0.5 0.60 M LOCK 3.0x 4.0 Ctr Ctr 0.83 Membr CSI P Lbs Axl-CSI-End N LOCK 2.0x 4.0-0.2-0.5 0.60 .......... Top Chords .......... O LOCK 2.0x 4.0 0.2-0.5 0.60 A -K 0.20 0 T 0.00 0.20 P K -L 0.30 3647 C 0.10 0.20 S1 L -M 0.32 3647 C 0.07 0.25 Q M -N 0.54 4810 C 0.27 0.27 R N -O 0.65 4810 C 0.10 0.55 B# O -P 0.65 4810 C 0.10 0.55 D P -81 0.27 3639 C 0.15 0.12 J S1-Q 0.72 3639 C 0.36 0.36 S2 Q -R 0.54 3639 C 0.22 0.32 I R -B 0.33 0 T 0.00 0.33 E ........ Bottom Chords ......... G D -J 0.29 2132 T 0.20 0.09 C J -82 0.56 4544 T 0.49 0.07 LOCK 3.0x 4.0 Ctr Ctr 0.86 LOCK W3.0x 4.0 Ctr Ctr 0.00 LOCK 2.0x 4.0 Ctr-0.5 0.60 LOCK 3.0x 8.0 Ctr Ctr 1.00 LOCK 3.0x 3.0-1.5-1.5 0.60 LOCK 3.0x 8.0 1.0 Ctr 0.75 LOCK 3.0x 8.0-0.8 Ctr 1.00 PHS W3.0X 7.0 Ctr Ctr 0.00 LOCK 3.0x 3.0-0.2 Ctr 0.99 LOCK 3.0x 3.0 0.2 Ctr 0.94 LOCK 3.0x 8.0 0.6 Ctr 1.00 LOCK 3.0x 8.0-1.0 Ctr 0.75 S2-I 0.63 4544 T 0.49 0.14 # = Plate Monitor used I -H 0.84 4810 T 0.38 0.26 H -G 0.59 4552 T 0.33 0.26 REVIEWED BY: G -C 0.32 2125 T 0.23 0.09 Robbins Engineering, Inc. Tampa, FL 33682 REFER TO ROBBINS ENG. GE~F~RAL NOTES A~D SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms TO: A~SI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Max gap between edge of hrg and end vertical is 1/2". Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must be installed as shown. It cannot be installed upside-down. NOTE: USER ~)DIFIED PLATES This design may have plates selected through a plate monitor. Max comp. force 4810 Lbs Quality Control Factor 1.25 Tress Design En neer: Thomas A Albani License #: 0773~-1 Address P O Box 280055, Tampa, FL 33682 Da~e Sealed 11/10/2006 JOb Mark Q~an T~ Span P1-H1 Left OH Right OH Engineerin~ J604004FI Al 2 1.1 moo 241100 1.0200 0 0 T06~ ~08 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 W:308 § W:308~ R: 458 22-0-8 I 24-8-0 24-11-0 Scale: 0 246" Online Plus -- Version 20.0.006 RUN DATE; 10-NOV-06 CSI -Size ..... L%unbe r .... TC 0.87 3x 2 SPF-#2 EX S1-C 3x 2 SFF-2100 BC 0.64 3x 2 SPF-2100 EX S2-D 3x 2 SPF-#2 WB 0.70 3x 2 SPF- STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 24-11- 0 BC Cont. 0- 0- 0 24-11- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 4 Unbalanced Load Cases Jt React Splft Size Req'd Lbs Lbs In-Sx In-Sx F 599 0 3- 8 1- 8 E 1291 0 3- 8 1- 8 D 458 0 3- 8 1- S .......... Top Chords .......... A -N 0.44 0 T 0.00 0.44 N -O 0.57 1836 C 0.09 0.48 O -Y 0.82 1836 C 0.13 0.69 Y -Q 0.69 1692 C 0.08 0.61 Q -R 0.69 1692 C 0.08 0.61 R -B 0.87 771 T 0.27 0.60 B -S1 0.87 771 T 0.27 0.60 S1-S 0.25 771 T 0.11 0.14 S -W 0.68 1029 C 0.00 0.68 W -T 0.68 1029 C 0.00 0.68 T -U 0.44 1029 C 0.01 0.43 U -C 0.41 0 T 0.00 0.41 ........ Bottom Chords ......... F -M 0.28 1215 T 0.17 0.11 M -X 0.64 1692 T 0.21 0.43 X -K 0.64 1692 T 0.21 0.43 K -82 0.40 779 T 0.08 0.32 S2-E 0.31 779 T 0.28 0.03 E -V 0.56 718 T 0.12 0.44 V -I 0.71 1029 T 0.27 0.44 I -D 0.58 874 T 0.27 0.31 F -A 0.03 90 C F -N 0.49 1312 C N -M 0.46 669 T M -O 0.09 258 C M -Y 0.20 302 T X -Y 0.05 154 C K -Q 0.08 254 C K -R 0.70 1019 T R -E 0.59 1578 C E -B 0.05 145 C E -B 0.05 145 C E -S 0.45 1197 C S -V 0.40 582 T V -W 0.11 338 C I -T 0.03 70 C U -D 0.35 943 C D -C 0.02 82 C TL Dell -0.27" in I -D L/457 Shear // Grain in W -T 0.45 Plates for each ply each face. PLATING CUNFOP~MS TO TPI V LOCK 3.0x 3.0 Ctr Ctr 0.91 I LOCK 3.0x 3.0 Ctr Ctr 0.71 D LOCK 3.0x 6.0 Ctr Ctr 0.71 ANSI/TPI 95 & 02 Design checked for LL on BC per ~OCA (section 1606.2.3), strongbacks (on edge) every truss member(s). Dale Sealed I 1/10/2006 J~ ~k i Quan Ty~e Span P1-H1 Left OH Right OH J604004F1 i Al3 i MiO0 BO000 10200 0 0 U# J#J604004F1 Buildings A~ D, & E 1st F/T Engineering T06111108 HO 1-2-0 HO 1-2-0 lx3 E J L N P R Scale: 0731" = 1' Online Plus -- Version 20.0.006 RUN DATE: 10-NOV-06 CSI -Size ..... Lumber .... TC 0.10 3x 2 SPF-#2 BC 0.01 3x 2 SPF-#2 WB 0.08 3x 2 EPF-STUD GW 0.04 3x 2 SPF-ETUD O.C. From TO TC Cont. 0- 0- 0 8- 0- 0 BC Cont. 0- 0- 0 8- 0- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 L -N 0.00 0 T REVIEWED BY: N -P 0.00 0 T Robbins Engineering, Inc. P -R 0.00 0 T PO BOX 280055 R -C 0.01 0 T 0.00 0.01 Tampa, FL 33682 ............. ~qe~s ............. D -A 0.08 46 C 0.00 0.08 ~EFER TO ROBBINS ENG. GENERAL C -B 0.08 46 C 0.00 0.08 NOTES AND SI~MBOLS SHEET FOR .......... Gable Webs .......... ADDITIONAL SPECIFICATIONS. J -I 0.00 116 C L -K 0.00 115 C N -M 0.04 115 C P -O 0.00 115 C R -Q 0.00 116 C TL Defl 0.00" in J -L L/999 LL Defl 0.00" in R -C L/999 Shear // Grain in A -I 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI PLATE VA~UESMAY BE VERIED WITH ROBBINS ENGINEERING, INC. GRIP BASED ON SPF & SYP LUMBER USING GROSS ABEA TEST. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt React Uplft Size Req'd Jt Type Plt Size X ¥ JSI Lbs Lbs In-Ex In-Ex A LOCK 1.0x 3.0 Ctr Ctr 0.90 Cont. Brg 0- 1- 8 to 7-10- 8 A LOCK 1.0x 3.0 Ctr Cfr 0.00 724 0 Hz = 0 I LOCK 1.0x 3.0 Ctr Ctr 0.90 K LOCK 1.0x 3.0 Cfr Ctr 0.90 Membr CSI P Lbs Axl-CSI-Bnd M LOCK 1.0x 3.0 Ctr Ctr 0.90 .......... Top Chords .......... O LOCK 1.0x 3.0 Cfr Ctr 0.90 A -I 0.10 6 C 0.00 0.10 Q LOCK 1.0x 3.0 Ctr Ctr 0.90 I -K 0.10 6 C 0.00 0.10 B LOCK 1.0x 3.0 Orr Ctr 0.90 K -M 0.10 6 C 0.00 0.10 D LOCK 2.0x 4.0 Ctr 0.5 0.90 M -O 0.10 6 C 0.00 0.10 J LOCK 1.0x 3.0 Ctr Ctr 0.90 O -Q 0.10 6 C 0.00 0.10 L LOCK 1.0x 3.0 Ctr Cfr 0.90 Q -B 0.10 6 C 0.00 0.10 N LOCK 1.0x 3.0 Ctr Ctr 0.90 ........ Bottom Chords ......... P LOCK 1.0x 3.0 Ctr Ctr 0.90 D -J 0.01 0 T 0.00 0.01 R LOCK 1.0x 3.0 Ctr Ctr 0.90 J -L 0.00 0 T C LOCK 1.0x 3.0 Ctr Ctr 0.90 NOTES: Trusses Manufactured h~: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 116 Lbs Quality Control Factor 1.25 Truss Desi,eh t~, En neet: Thomas A Albani L~¢en~e #: ~)77357-I Address PO Box 280055, Tampa, FL 33682 Date Scaled: ) I/I 0/2006 JOb Mark Quan T~pe Span P1-H1 Left OH Right OH Engineering J604004F 1 A15 5 M100 140300 10200 0 0 T061 II 10~; U# J#J604004F1 Buildings A, D, & E 1st F/T Scale: 0416"= 1' Online Plus -- Version 20.0.006 RUN DATE: 10-NOV-06 OSI -Size ..... Lumber .... TC 0.81 3x 2 SPF-#2 BC 0.62 3x 2 SPF-2100 WB 0.55 3x 2 SPF-STUD C.C. From To TC Cont. 0- 0- 0 14- 3- 0 BC Cont. 0- 0- 0 14- 3- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 2 Umbalanced Load Cases Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 648 0 3- 8 1- 8 L C 647 0 3- 8 1- 8 M N .......... Top Chords .......... B L -M 0.56 2085 C 0.14 0.42 M -N 0.58 2085 C 0.14 0.44 ........ Bottom Chords ......... D -I 0.29 1334 T 0.20 0.08 H -G 0.62 2085 T 0.24 0.38 ............. Webs ............. ~FER TO ROB~INS ENG. GENERAL NOTES AND S~MBOLS SHEET FOR ADDITIONA~ SPECIFICATIONS. D -A 0.03 90 C D -J 0.54 1440 C J -I 0.54 792 T I -K 0.08 253 C I -L 0.14 295 C H -L 0.04 138 C G -M 0.07 201 C G -N 0.55 801 T N -C 0.54 1449 C C -B 0.03 90 C TL Dell -0.30" in I -E L/544 LL Defl -0.22" in I -H L/741 Shear // Grain in K -L 0.41 Plates for each ply each face. PLATING CONFORMS TO TPI PLATE VALUES ~AT BE VERIED WITH ROBBINS ENGINEERING, INC. GRIP BASED ON SPF & SYP LUMBER USING GROSS AI~EA TEST. Plate - LOCK 20 Ga, Gross Area Plate - P/~S 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 1.0x 3.0 Ctr Ctr 0.90 A LOOK 1.0x 3.0 Ctr Ctr 0.00 J LOCK 3.0x 6.0-0.2 Ctr 0.99 K LOCK 1.0x 3.0 Ctr Ctr 0.90 LOCK 3.0x 3.0 Ctr Ctr 0.71 LOCK 1.0x 3.0 Ctr Ctr 0.90 LOCK 3.0x 6.0 0.2 Ctr 1.00 LOCK 1.0x 3.0 Ctr Cfr 0.90 LOCK 1.0x 3.0 Ctr Ctr 0.00 LOCK 3.0x 6.0 0.2 Ctr 0.99 LOCK 3.0x 6.0 Ctr Ctr 0.84 LOCK 1.0x 3.0 Ctr Ctr 0.90 G LOCK 3.0x 3.0 0.5 Ctr 0.99 C LOCK 3.0x 6.0-0.2 Ctr 1.00 ~EVIEWED BY: Robbins Engineering, Inc. PO Box 280055 Tampa, FL 33682 NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss meeber (s) . This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 2085 Lbs Quality Control Factor 1.25 Dale Sealed: ] 1/10/2006 wa ~k Quan Type Span J604004FI Al6 I M100 140300 U# J#J604004F1 Buildings A, D, & E 1st F/T P1-H1 Left OH Right OH Engineering 10200 0 0 T06111108 1-2-0 HO 1-2-0 ~0 1-2-0 A G I K M 0 Q S U W · H J L N P R T V X Z 14-3-0 Scale: 0 433" = 1' R -T 0.01 0 T 0.00 0.01 R LOCK 1.0x 3.0 Ctr Ctr 0.90 T -V 0.01 0 T 0.00 0.01 T LOCK 1.0x 3.0 Ctr Ctr 0.90 Online Plus -- Version 20.0.006 V -X 0.02 0 T 0.00 0.02 V LOCK 1.0x 3.0 Ct= Ctr 0.90 RUN DATE: 10-NOV-06 X -Z 0.08 3 T 0.00 0.08 X LOCK 1.0x 3.0 Ctr Ctr 0.90 Z -C 0.12 6 C 0.00 0.12 Z LOCK 1.0x 3.0 Ctr Ctr 0.90 CSI -Size ..... Lumber ................. Webs ............. C LOCK 2.0x 4.0 Ctr 0.5 0.90 TC 0.17 3x 2 SPF-#2 BC 0.12 3x 2 SPF-#2 WB 0.18 3x 2 SPF- STUD GW 0.10 3x 2 SPF-STUD Brace truss as follows: O. C. From TO TC Cont. 0- 0- 0 14- 3- 0 BC Cont. 0- 0- 0 14- 3- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 2 Unbalanced Load Cases Jt ~act Uplft Size Req'd Lbs Lbs In-Sx In-Sx Cont. Brg 0- 1- 8 to 14- 1- 6 1390 0 Hz = 27 .......... TOp Chords .......... A -G 0.10 7 C 0.00 0.10 G -I 0.11 8 C 0.00 0.11 I -K 0.11 10 C 0.00 0.11 K -M 0.11 11 C 0.00 0.11 M -O 0.11 13 C 0.00 0.11 O -Q 0.11 14 C 0.00 0.11 Q -8 0.11 16 C 0.00 0.11 S -U 0.11 18 C 0.00 0.11 u -w 0.12 19 C 0.00 0.12 w -Y 0.17 30 C 0.00 0.17 Y -B 0.08 19 C 0.00 0.08 ........ Bottom Chords ......... D -H 0.01 0 T 0.00 0.01 H -J 0.01 0 T 0.00 0.01 J -L 0.01 0 T 0.00 0.01 L -N 0.01 0 T 0.00 0.01 N -P 0.01 0 T 0.00 0.01 P -R 0.01 0 T 0.00 0.01 D -A 0.09 46 C 0.00 0.09 C -B 0.18 54 C 0.00 0.18 .......... Geble Webs .......... S -G 0.01 116 C 0.00 0.01 J -I 0.01 115 C 0.00 0.01 L -K 0.01 115 C 0.00 0.01 N -M 0.01 115 C 0.00 0.01 P -0 0.01 115 C 0.00 0.01 R -Q 0.01 115 C 0.00 0.01 T -S 0.01 116 C 0.00 0.01 V -U 0.00 112 C X -W 0.09 133 C 0.00 0.09 Z -Y 0.10 44 C 0.00 0.10 TL Defl 0.00" in X -Z L/999 LL Defl 0.00" in X -Z L/999 Shear // Grain in W -Y 0.21 Plates for each ply each face. USING GROSS ~ TEST. Plate - LOCK 20 Ga, Gross A~ea Plate - ~HS 20 Ga, Gross A~ea Jt Type Plt Size X Y JSI A LOCK 1.0x 3.0 Ctr Ctr 0.90 A LOCK 1.0x 3.0 Ctr Ctr 0.00 G LOCK 1.0x 3.0 Ctr Ctr 0.90 I LOCK 1.0x 3.0 Ctr Ctr 0.90 K LOCK 1. Ox 3.0 Ctr Cfr 0.90 M LOCK 1.0x 3.0 Ctr Ctr 0.90 O LOCK 1. Ox 3.0 Ctr Ctr 0.90 Q LOCK 1. Ox 3.0 Ctr Ctr 0.90 S LOCK 1.0x 3.0 Ctr Ctr 0.90 U LOCK 1.0x 3.0 Ctr Ctr 0.90 W LOCK 1.0x 3.0 Ctr Ctr 0.90 Y LOCK 1.0x 3.0 Ctr Ctr 0.90 B LOCK 1.0x 3.0 Ctr Ctr 0.90 B LOCK 1.0x 3.0 Ctr Ctr 0.00 D LOCK 2.0x 4.0 Ctr 0.5 0.90 H LOCK 1.0x 3.0 Ctr Cfr 0.90 J LOCK 1.0x 3.0 Ctr Ctr 0.90 L LOCK 1.0x 3.0 Ctr Ctr 0.90 N LOCK 1.0x 3.0 Ctr Ctr 0.90 P LOCK 1.0x 3.0 Ctr Ctr 0.90 NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms TO: Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. This truss must be installed Tru~ Desie~ ~n En neer: Thomas A Albani l,icense #: '0773ff7-1 Address: PO Box 280055, Tampa, FL 33682 Date Scaled: l 1/10/2006 J~ M~k Quan T~pe Span J604004F1 Al7 i M100 100808 U# J#J604004F1 Buildings A, D, & E 1st F/T P1-H1 Left OH Right OH En~neering 10200 0 0 T06111108 HO 1-2-0 HO 1-2-0 A N 0 P Q R S T B Online Plus -- Version 20.0.006 RUN DATE: 10-NOV-06 CHI -Size ..... Lumber .... TC 0.11 3x 2 SPF-#2 BC 0.01 3x 2 SPF-#2 WB 0.08 3x 2 SPF-STUD GW 0.04 3x 2 SPF-STUD Robbins Engin~ring, Inc./Online Plus~ APPROX. TRUSS WEIGHT: 43.8 LBS I -H 0.00 0 T REVIEWED BY: H -G 0.00 0 T Robbins Engineering, Inc. G -C 0.01 0 T 0.00 0.01 PO Box 280055 ............. Webs ............. Tampa, FL 33682 D -A 0.07 42 C 0.00 0.07 C -B 0.08 46 C 0.00 0.08 REFER TO ROBEINS ENG. GENERAL .......... Gable Webs .......... NOTES AND H~MBOLS SHEET FOR O.C. From To TC Cont. 0- 0- 0 10- 8- 8 BC Cont. 0- 0- 0 10- 8- 8 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 M -N 0.01 112 C 0.00 L -O 0.00 116 C K -P 0.04 115 C J -Q 0.00 115 C I -R 0.00 115 C H -S 0.00 115 C G -T 0.00 116 C A -N 0.09 N -0 0.11 O -P 0.10 P -Q 0.10 Q -R 0.10 R -S 0.10 S -T 0.10 T -B 0.10 Plus 2 Unbalanced Load Cases Plate - RES 20 Ga, Gross Area Jt Type Plt Size X Y JSI Jt React Uplft Size Req'd A LOCK 1.0x 3.0 Ctr Ctr 0.90 Lbs Lbs In-Sx In-Sx A LOCK 1.0x 3.0 Ctr Ctr 0.00 Cont. Brg 0- 1- 8 to 10- 7- 0 N LOCK 1.0x 3.0 Ctr Ctr 0.90 965 0 Hz = 0 O LOCK 1.0x 3.0 Ctr Cfr 0.90 P LOCK 1.0x 3.0 Ctr Ctr 0.90 Membr CHI P Lbs Axl-CSI-End Q LOCK 1.0x 3.0 Ctr Ctr 0.90 .......... Top Chords .......... R LOCK 1.0x 3.0 Ctr Ctr 0.90 5 C 0.00 0.09 S LOCK 1.0x 3.0 Ctr Ctr 0.90 6 C 0.00 0.11 T LOCK 1.0x 3.0 Ctr Ctr 0.90 5 C 0.00 0.10 B LOCK 1.0x 3.0 Ctr Ctr 0.90 5 C 0.00 0.10 B LOCK 1.0x 3.0 Ctr Ctr 0.00 6 C 0.00 0.10 D LOCK 2.0x 4.0 Ctr 0.5 0.90 6 C 0.00 0.10 M LOCK 1.0x 3.0 Cfr Ctr 0.90 6 C 0.00 0.10 L LOCK 1.0x 3.0 Cfr Ctr 0.90 6 C 0.00 0.10 K LOCK 1.0x 3.0 Ctr Ctr 0.90 ........ Bottom Chords ......... J LOCK 1.0x 3.0 Ctr Ctr 0.90 D -M 0.01 0 T 0.00 0.01 I LOCK 1.0x 3.0 Ctr Ctr 0.90 M -L 0.00 0 T E LOCK 1.0x 3.0 Ctr Cfr 0.90 L -K 0.00 0 T G LOCK 1.0x 3.0 Ctr Ctr 0.90 K -J 0.00 0 T C LOCK 2.0x 4.0 Ctr 0.5 0.90 J -I 0.00 0 T TL Defl 0.00" in H -G L/999 LL Defl 0.00" in G -C L/999 Shear // Grain in N -O 0.17 Plates for each ply each face. PLATING CONFORMS TO TPI 0.01 ADDITIONJtL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (se=tion 1606.2.3), IRC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 116 Lbs Quality Control Factor 1.25 Tnkss Desig~l En inset: Thomas A Albani License #: 077377-1 Address: P O Box 280055. Tampa. FI 33682 Date Sealed: 11/10/2006 Job Mark Quan T~pe Span P1-H1 Left OH Right OH Engineering J604004F l A18 14 M100 100808 10200 0 0 T06I Il 108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 Ho 1-2-0 lx3= G 3x6= 3x3-- lx3= 5-3-4 7-10-0 10-5-B 5-4-12 I 10-8-8 W:308 ............. Webs ............. NOTES: Online Plus -- Version 20.0.006 RUN DATE: 10-NOV-06 CSI -Size ..... Lumber .... TC 0.77 3x 2 SPF-2100 BC 0.76 3x 2 SPF-2100 WB 0.49 3x 2 SPF-STUD C.C. From TO TC Cont. 0- 0- 0 10- 8- 8 BC Cont. 0- 0- 0 10- 8- 8 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 2 U~balanced Load Cases Plus i BC LL Load Case(s) D -A 0.02 82 C D -J 0.49 1319 C O -J 0.10 155 T G -M 0.03 97 C G -N 0.27 399 T N -C 0.40 1065 C C -B 0.02 80 C TL Defl -0.41" in G -C L/299 LL Defl -0.27" in G -C L/450 Shear // Grain in J -M 0.47 Plates for each ply each face. PLATING CONFOI~ TO TPI PLATE VALUES MAY BE VERIBD WITH ROBBINS ENGINEERING, INC. GRIP BASED ON SPF & SYP LUMBER USING GROSS A~EA TEST. Plate - LOCK 20 Ga, Gross Area Plate - P~S 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 1.0x 3.0 Ctr Ctr 0.90 A LOCK 1.0x 3.0 Ctr Ctr 0.00 J LOCK 3.0x 4.0-1.0 Ctr 0.98 M LOCK 1.0x 3.0 Ctr Ctr 0.90 N LOCK 3.0x 4.0 0.5 Ctr 0.96 B LOCK 1.0x 3.0 Ctr Ctr 0.90 B LOCK 1.0x 3.0 Ctr Ctr 0.00 D LOCK 3.0x 6.0 Ctr Ctr 0.98 O LOCK 1.0x 3.0 Ctr Ctr 0.90 G LOCK 3.0x 3.0 Ctr Ctr 0.71 C LOCK 3.0x 6.0 Ctr Ctr 0.79 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx D 523 0 3- 8 1- 8 C 507 0 3- 8 1- 8 ~embr CSI P Lbs ~i-CSI-Bnd .......... Top Chords .......... A -J 0.75 0 T 0.00 0.75 REVIEWED BY: J -M 0.77 1226 C 0.02 0.75 Rohhins Engineering, Inc. M -N 0.53 1226 C 0.02 0.51 PO Box 280055 N -B 0.43 0 T 0.00 0.43 Tampa, FL 33682 ........ Bottom Chords ......... D -O 0.76 1226 T 0.16 0.60 REFER TO ROBBIN8 ENG. GENERAL O -G 0.76 1226 T 0.18 0.80 NOTES A~D S/M~OLS SHEET FOR G -C 0.47 987 T 0.14 0.33 ADDITIONAL SPECIFICATIONS. Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Provide 2X6 continuous strongbaoks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s). This truss must he installed as shown. It cannot be installed upside-down. Max comp. force 1319 Lbs Quality Control Factor 1.25 TrussDesi En ineer l'homasA Albani Date Sealed: t I/I 0/2006 Job ~ark Quan Type Span P1-H1 Left OH Right OH Eogi~=riog J604004F1 A19 18 M100 140500 10200 0 0 T06111108 U~ J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 HO 1-2-0 BO 1-2-0 313-- 313-- Scale: 0411"= 1' Online Plus -- Version 20.0.006 RUN DATE: 10-NOV-06 CSI -Size ..... Lumber .... TC 0.87 31 2 SPF-#2 BC 0.66 31 2 SPF-2100 WB 0.57 31 2 SPF-STUD Brace truss as follows: O. C. From To TC Cont. 0- 0- 0 14- 5- 0 BC Cont. 0- 0- 0 14- 5- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plus 2 Unbalanced Load Cases Lbs Lbs In-Sx In-Sx D 672 0 3- 8 1- 8 C 655 0 3- 8 1- 8 .......... Top Chords .......... A -J 0.53 0 T 0.00 0.53 J -K 0.61 2131 C 0.15 0.46 K -L 0.61 2131 C 0.15 0.46 L -M 0.87 2108 C 0.16 0.71 M -N 0.58 2108 C 0.14 0.44 N -B 0.44 0 T 0.00 0.44 L -G 0.14 312 C G -M 0.09 257 C G -N 0.56 814 T N -C 0.55 1461 C C -B 0.03 90 C TL Defl -0.33" in H -G L/510 LL Dell -0.24" in H -G L/694 Shear // Grain in L -M 0.42 Platas for each ply each face. PLATING CONFORMS TO TPI PLATE VALUES MAY BE ~RIED WITH ROBBiNS ENGINEERING, INC. GRIP BASED ON SPF & SYP LL~ER USING G~DSS AREA TEST. Plate - LOCK 20 Ga, Gross Area Plata - P~HS 20 Ga, Gross ~ea Jt T~pe Plt Size X Y JSI A% LOCK 3.01 3.0 1.5-1.5 0.60 J LOCK 3.01 6.0-0.5 Ctr 0.95 K LOCK 1. Ox 3.0 Ctr Ctr 0.90 L LOCK 3.01 3.0 Ctr Ctr 0.71 M LOCK 1. Ox 3.0 Ctr Ctr 0.90 N LOCK 3.01 6.0 0.5 Ctr 0.94 B# LOCK 3.01 3.0-1.5-1.5 0.60 D LOCK 3.0x 6.0 0.5 Ctr 0.95 I LOCK 3.01 4.0-0.5 Ctr 0.78 H LOCK 1. Ox 3.0 Ctr Ctr 0.90 G LCCK 3.01 6.0 Ctr Ctr 0.87 C LOCK 3.01 6.0-0.5 Ctr 0.94 # = Plate Monitor used REVIEWED BY: Robbins Engineering, Inc. PO Box 280055 Tampa, FL 33682 ........ Bottom Chords ......... NOTES A~D SYMBOLS SHEET FOR D -I 0.42 1361 T 0.12 0.30 I -H 0.66 2131 T 0.24 0.42 E -G 0.66 2131 T 0.24 0.42 G -C 0.28 1353 T 0.20 0.08 ............. Webs ............. D -A 0.03 107 C D -J 0.55 1469 C J -I 0.57 834 T I -K 0.07 213 C H -L 0.04 137 C ADDITIORAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms To: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Max gap between edge of brg and end vertical is 1/2". Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fastan to each truss w/ 3-16d nails at truss member(s). This truss must be installed as sho~n. It cannot be installed upside-down. NOTE: USER MODIFIED PLATES This design may have plates selected through a plata monitor. Max comp. force 2131 Lbs Quality Control Factor 1.25 Truss Design En ineer: Thomas A Albani License #: 0773~7-1 Address: P O Box 280055, Tampa, FL 33682 Date Sealed: ] 1/10/2006 J~ ~rk Quan Type Span P1-H1 Left OH Right OH E.gin¢¢ring J604004F1 A21 i moo 140100 lo~oo 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 Y B Scale: 0.434" = 1' T -V 0.01 0 T 0.00 0.01 T LOCK 1.0x 3.0 Ctr Ctr 0.90 V -X 0.01 0 T 0.00 0.01 V LOCK 1.0x 3.0 Ctr Ctr 0.90 Online Plus -- Version 20.0.006 X -Z 0.01 0 T 0.00 0.01 X LOCK 1.0x 3.0 Ctr Ctr 0.90 RUN DATE: 10-NOV-06 Z -C 0.01 0 T 0.00 0.01 Z LOCK 1.0x 3.0 Ctr Ctr 0.90 ............. Webs ............. C LOCK 2.0x 4.0 Ctr 0.5 0.90 CSI -Size ..... Lumber .... D -A 0.16 52 C 0.00 0.16 TC 0.17 3x 2 SPF-#2 C -B 0.09 46 C 0.00 0.09 BC 0.12 3x 2 SPF-#2 .......... Gable Webs .......... REVIEWED BY: WB 0.16 3x 2 SPF- STUD GW 0.11 3x 2 SPF-STUD Brace truss as follows: C.C. From To TC Cont. 0- 0- 0 14- 1- 0 BC Cont. 0- 0- 0 14- 1- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx H -G 0.11 43 C 0.00 0.11 J -I 0.09 132 C 0.00 0.09 L -K 0.00 112 C N -M 0.01 115 C 0.00 0.01 P -O 0.01 115 C 0.00 0.01 R -Q 0.01 115 C 0.00 0.01 T -S 0.01 115 C 0.00 0.01 V -U 0.01 115 C 0.00 0.01 X -W 0.01 115 C 0.00 0.01 Z -Y 0.01 116 C 0.00 0.01 TL Defl 0.00" in H -J L/999 LL Defl 0.00" in H -J L/999 Shear // Grain in G -I 0.21 Plates for each ply each face. PLATING CONFO~S TO TPI Cont. Brg 0- 0- 0 to 14- 1- 0 USING GROSS A~EA TEST. 1384 0 Hz = 26 Plate - LOCK 20 Ga, Gross Area Plate - P~HS 20 Ga, Gross Area Membr CSI F Lbs Axl-CSI-Bnd Jt Type Plt Size X Y JSI .......... Top Chords .......... A LOCK 1.0x 3.0 Cfr Ctr 0.90 A -G 0.08 18 C 0.00 0.08 G LOCK 1.0x 3.0 Cfr Ctr 0.90 G -I 0.17 29 C 0.00 0.17 I LOCK 1.0x 3.0 Ctr Ctr 0.90 I -K 0.12 19 C 0.00 0.12 K LOCK 1.0x 3.0 Ctr Ctr 0.90 K -M 0.11 18 C 0.00 0.11 M LOCK 1.0x 3.0 Ctr Ctr 0.90 M -O 0.11 16 C 0.00 0.11 O LOCK 1.0x 3.0 Ctr Cfr 0.90 O -Q 0.11 14 C 0.00 0.11 Q LOCK 1.0x 3.0 Ctr Ctr 0.90 Q -S 0.11 12 C 0.00 0.11 S LOCK 1.0x 3.0 Ctr Cfr 0.90 S -U 0.11 11 C 0.00 0.11 U LOCK 1.0x 3.0 Ctr Ctr 0.90 U -W 0.11 10 C 0.00 0.11 W LOCK 1.0x 3.0 Cfr Ctr 0.90 W -¥ 0.11 8 C 0.00 0.11 Y LOCK 1.0x 3.0 Ctr Ctr 0.90 Y -B 0.10 7 C 0.00 0.10 B LOCK 1.0x 3.0 Ctr Ctr 0.90 ........ Bottom Chords ......... B LOCK 1.0x 3.0 Ctr Ctr 0.00 D -E 0.12 7 C 0.00 0.12 D LOCK 1.0x 3.0 Ctr Ctr 0.90 H -J 0.08 3 T 0.00 0.08 H LOCK 1.0x 3.0 Ctr Ctr 0.90 J -L 0.02 0 T 0.00 0.02 J LOCK 1.0x 3.0 Ctr Cfr 0.90 L -N 0.01 0 T 0.00 0.01 L LOCK 1.0x 3.0 Ctr Ctr 0.90 N -P 0.01 0 T 0.00 0.01 N LOCK 1.0x 3.0 Ctr Ctr 0.90 P -R 0.01 0 T 0.00 0.01 P LOCK 1.0x 3.0 Ctr Ctr 0.90 R -T 0.01 0 T 0.00 0.01 R LOCK 1.0x 3.0 Ctr Ctr 0.90 PO Box 280055 Tampa, FL 33682 REFER TO ROBHINS ENG. GENERAL NOTES AND S~MBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Analysis Conforms To: A~SI/TPI 95 & 02 Design checked for LL on DC per BOCA {section 1606.2.3), IBC/IRC-2003 and FBC 2004 {section 1607.1), 20.0 psf. This truss must be installed Max comp. force 132 Lbs Quality Control Factor 1.25 Tress Deal n En ineer: Thomas A Albani License #:g~773~7-1 Address: P O Box 280055, Tampa, FL 33682 Date Sealed: I 1/10/2006 wa ~rk Quan Type Span P1-H1 Left OH Right OH Engineering J604004F1 A25 7 M100 110400 10200 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 No 1-2-0 Scale: 0.§11~ = 1' ............. Webs ............. NOTES AND SYMBOLS SHEET FOR D -A 0.03 88 C Online Plus -- Version 20.0.006 D -J 0.40 1085 C RUN DATE: 10-NOV-06 J -P 0.30 445 T P -Q 0.04 128 C CSI -Size ..... Lumber .... G -M 0.04 128 C TC 0.57 31 2 SPF-#2 G -N 0.30 445 T BC 0.59 31 2 SPF-#2 N -C 0.40 1085 C WB 0.40 31 2 SPF-STUD C -E 0.03 88 C Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 11- 4- 0 BC Cont. 0- 0- 0 11- 4- 0 Loading Live Dead (psf) TC 50.0 15.0 BC 0.0 5.0 Total 50.0 20.0 70.0 Spacing 16.0" Lumber Duration Factor 1.00 Plate Duration Factor 1.00 TL Defl -0.16" in G -C L/822 Shear // Grain in A -J 0.40 Plates for each ply each face. PLATING CONFO~/4S TO TPI PLATE VALUES MAY BE VERIED WITE ROBBINS ENGINEERING, INC. GRIP BASED ON 8PF & SYP LUMBER USING GROSS AREA TEST. Plate - LOCK 20 Ga, Gross Area RHS 20 Ga, Gross A~ea Plt Size X Y JSI 1.01 3.0 Ctr Ctr 0.90 1.01 3.0 Ctr Ctr 0.00 3.01 4.0-0.5 Ctr 0.97 1.01 3.0 Ctr Ctr 0.90 1.01 3.0 Ctr Ctr 0.90 LOCK 3.0x 4.0 0.5 Ctr 0.97 LOCK 1.01 3.0 Ctr Ctr 0.90 LOCK 1.01 3.0 Ctr Ctr 0.00 LOCK 3.01 6.0 Ctr Ctr 0.80 LOCK 3.01 3.0 Ctr Ctr 0.80 LOCK 3.01 3.0 Ctr Ctr 0.80 LOCK 3.01 6.0 Ctr Ctr 0.80 Plus 2 U~balanced Load Cases Plate - Jt Type A LOCK A LOCK J LOCK Q LOCK Jt React Uplft Size Req'd M LOCK Lbs Lbs In-Sx In-Sx N D 512 0 3- 8 1- 8 B C 511 0 3- 8 1- 8 B D Membr CSI P Lbs Axl-CSI-Bnd P .......... Top Chords .......... G A -J 0.55 0 T 0.00 0.55 C J -Q 0.57 1374 C 0.02 0.55 Q -M 0.27 1374 C 0.02 0.25 M -N 0.57 1374 C 0.02 0.55 REVIEWED BY: N -B 0.55 0 T 0.00 0.55 Robbins Engineering, Inc. ........ Bottom Chords ......... PO BOX 280055 D -P 0.50 100S T 0.36 0.14 Tampa, FL 33662 P -G 0.59 1374 T 0.49 0.10 G -C 0.50 1005 T 0.36 0.14 REFER TO ROBBINS ENG. GENERAL ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILOTEG PRODUCTS Analysis Conforms TO: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (s~ction 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. Provide 2X6 continuous strongbacks (on edge) every 10.0 Ft. Fasten to each truss w/ 3-16d nails at truss member(s}. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 1374 Lbs Quality Control Factor 1.25 Truss Design Engineer: Thomas A Albani License #: 077357-I Address: PO Box 280055, Tampa, FL 33682 Date Sealed: 11/10/2006 JOb M~k Quan T~pe Span P1-H1 Left OH Right OH En~in¢crln~ J604004F1 A26 1 moo ii0400 10200 0 0 T06111108 U# J#J604004F1 Buildings A, D, & E 1st F/T 1-2-0 R0 1-2-0 lx3= M O 9 S HO 1-2-0 Scale 0 536" = 1' N -P 0.01 0 T 0.00 0.01 P -R 0.01 0 T 0.00 0.01 Online Plus -- Version 20.0.006 R -T 0.01 0 T 0.00 0.01 RUN DATE: 10-NOV-06 T -V 0.05 2 T 0.00 0.05 V -C 0.09 7 C 0.00 0.09 CSI -Size ..... Lumber ................. Webs ............. TC 0.14 3x 2 SPF-%2 D -A 0.09 46 G 0.00 0.09 BC 0.09 3x 2 SPF-#2 C -B 0.11 41 C 0.00 0.11 WB 0.11 3x 2 SPF-STUD GW 0.11 3x 2 SPF-STUD H -G 0.01 116 C Brace truss as follows: L -K 0.01 115 C O.C. From To N -M 0.01 115 C TC Cont. 0- 0- 0 11- 4- 0 P -O 0.01 115 C BC Cont. 0- 0- 0 11- 4- 0 R -Q 0.01 113 C 0.00 T -S 0.06 127 C 0.00 Loading Live Dead (psf) V -U 0.11 42 C 0.00 TC 50.0 15.0 BC 0.0 5.0 TL Defl 0.00" in T -V Total 50.0 20.0 70.0 LL Dell 0.00" in T -V Spacing 16.0" Shear // Grain in $ -U Lumber Duration Factor 1.00 Plate Duration Factor 1.00 Plates for each ply each face. TC Fb=1.15 Fc=l.10 Ft=1.10 PLATING CONFORMS TO TPI Plus 2 Unbalanced Load Cases USING GROSS AREA TEST. Jt React Uplft Size Req'd Plate - LOCK 20 Ga, Gross Area Lbs Lbe In-Sx In-Sx Plate - RHS 20 Ga, Gross Area Cont. Brg 0- 1- 8 to 11- 2- 8 Jt T~pe Plt Size X X JSI 1105 0 Hz = 21 A LOCK 1.0x 3.0 Ctr Ctr 0.90 A LOCK 1.0x 3.0 Ctr Ctr 0.00 ~mbr CSI P Lbs kxl-CSI-Bnd G LOCK 1.0x 3.0 Ctr Ctr 0.90 .......... Top Chords .......... I LOCK 1.0x 3.0 Ctr Ctr 0.90 A -G 0.10 7 C 0.00 0.10 K LOCK 1.0x 3.0 Ctr Ctr 0.90 G -I 0.11 8 C 0.00 0.11 M LOCK 1.0x 3.0 Ctr Cfr 0.90 I -K 0.11 10 C 0.00 0.11 O LOCK 1.0x 3.0 Ctr Ctr 0.90 K -M 0.11 11 C 0.00 0.11 Q LOCK 1.0x 3.0 Ctr Ctr 0.90 M -O 0~11 13 C 0.00 0.11 S LOCK 1.0x 3.0 Ctr Ctr 0.90 O -Q 0.11 15 C 0.00 0.11 U LOCK 1.0x 3.0 Ctr Ctr 0.90 Q -S 0.11 16 C 0.00 0.11 B LOCK 1.0x 3.0 Ctr Ctr 0.90 S -U 0.14 22 C 0.00 0.14 B LOCK 1.0x 3.0 Ctr Ctr 0.00 U -B 0.05 12 C 0.00 0.05 D LOCK 2.0x 4.0 Ctr 0.5 0.90 ........ Bottom Chords ......... H LOCK 1.0x 3.0 Ctr Ctr 0.90 D -H 0.01 0 T 0.00 0.01 J LOCK 1.0x 3.0 Ctr Ctr 0.90 H -J 0.01 0 T 0.00 0.01 L LOCK 1.0x 3.0 Ctr Ctr 0.90 J -L 0.01 0 T 0.00 0.01 N LOCK 1.0x 3.0 Cfr Ctr 0.90 L -N 0.01 0 T 0.00 0.01 P LOCK 1.0x 3.0 Ctr Ctr 0.90 R LOCK 1.0x 3.0 Ctr Ctr 0.90 T LOCK 1.0x 3.0 Ctr Ctr 0.90 V LOCK 1.0x 3.0 Ctr Ctr 0.90 C LOCK 2.0x 4.0 Ctr 0.5 0.90 P, EVIEWED BY: Robbins Engineering, Inc. .......... Gable Webs .......... PO Box 280055 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.01 0.01 0.06 L/999 L/999 0.20 PLATE VALUES MAY BE VERIED WITH ROBBINS ENGINEERING, INC. GRIP BASED ON SPF & 8YP LUMBER Tampa, FL 33682 P~FER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: TRIANGLE BUILDING PRODUCTS Analysis Conforms TO: ANSI/TPI 95 & 02 Design checked for LL on BC per BOCA (section 1606.2.3), IBC/IRC-2003 and FBC 2004 (section 1607.1), 20.0 psf. This truss must be installed as shown. It cannot be installed upside-down. Max comp. force 127 Lbs Quality Control Factor 1.25 TmssDesi~n eJEn neer ThomasA Albani Address: PO Box 280055, Tampa, FL 33682 Dale Sealed: l 1/10/2006 ROBBINS ENG. GENERAL NOTES PLATE LOCATION FLOOR TRUSS SPLICE ,~108 Center plates on joints unless otherwise noted in plate list or on drawing. Dimensions are given in inches (i.e. 1 1/2" or 1.5" ) or IN-16ths (ie. 108) PLATE SIZE AND ORIENTATION 3x5 II The first dimension is the width measured perpendicular to slots. The second dimension is the length measured parallel to slots. Plate orientation, shown next to plate size, indicates direction of slots in connector plates. & SYMBOLS ( 3X2, 4X2, 6X2 ) ON) = Wide Face Plate (N) = Narrow Face Plate DIMENSIONS All dimensions are shown in FT-IN-SX (i.e. 6' 8 1/2" or 6-08-08 ), Dimensions less than one foot are shown in IN-SX only (i.e. 708). 6-06-08 · ~ 708 LATERAL BRACING Designates the location for continuous lateral bracing (CLB) for support of individual truss members only. CLBs must be properly anchored or restrained to prevent simultaneous buckling of adjacent truss members w = Actual Bearing Width (IN-SX) R = Reaction (lbs) U = Uplift (lbs.) BEARING When truss is designed to bear on multiple supports, interior beadng locations should be marked on the truss. Intedor support or temporary shodng must be in place before erecting this truss. If necessary, shim bearings to assure solid contact with truss. ROBBINS connector plates shall be applied on both faces of truss at each joint. Center the plates, unless indicated otherwise. No loose knots orwane in plate contact area. Splice only where shown. Overall spans assume 4" bearing at each end, unless indicated otherwise. Cutting and fabrication shall be performed using equipment which produces snug-fitting joints and plates. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication and the attached truss designs are not applicable for use with fire retardant lumber and some preservative treatments. Nails specified on truss design drawings refer to common wire nails, except as noted. The attached design drawings were prepared in accordance with" National Design Specifications for Wood Construction" (AF & PA )," National Design Standard for Metal Plate Connected Wood Truss Construction" (ANSIFFPI 1), and HUD Design Criteria for Trussed Rafters. Robbins Eng. Co. bears no responsibility for the erection of trusses, field bracing or permanent truss bracing. Refer to BCSl 1-03 as published by Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, Virginia 22314. Persons erecting trusses are cautioned to seek professional advice concerning proper erection bracing to prevent toppling and "dominoing ". Care should be taken to prevent damage during fabrication, storage, shipping and erection. Top and bottom chords shall be adequately braced in the absence of sheathing or rigid ceiling, respectively. It is the responsibility of others to ascertain that design loads utilized on these drawings meet or exceed the actual dead loads imposed by the structure and the live loads imposed by the local building code or historical climatic records. FURNISH A COPY OF THE A'FI-ACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS FABRICATOR. 6904 Parke East Blvd. Tampa, FI 33610-4115 Tel: 813-972-1135 Fax: 813-971-6117 w,,wc, robbinsena.com 48-0-0 48-0-0 (~,1-51' x11-~'8' LV.D'oF~e~ BbOt~er " i III · IIIIllll III Illllllll III Placement Plan .- ~ 2x4 Plate 6" 4" .. J _ f+ ( Check truss position for drain for tub Wall Overlay Cliffside Resort Clubhouse :loot Tress Placement Plan ;tatus: PRELIMINARY Floor Loading TC Live' 50.00 psf TC Dead: 15,00 psf BC Live: 0~00 psf BC Dead: 5.00 psf TC Stress Inc- 000 BO Stress Inc: 0 00 1M,"=I'Fi" Account: LSM Devetopm, Job J606004FC Designer JES Checker: JES Date: 02-01-07 C~ 48-0-0 ~) ~ 24-0-0 ..}r CV1 24-0-0 ~/ 24-0-0 24-0-0 C~ Cliffside Resort Clubhouse Roof Truss Placement Plan Status: PRELIMINARY Roof Loading TC Live: 30 00 psf TC Dead: 7.00 psf BC Live 0.00 psf BC Dead 8.00 psf TC Stress Inc, 15.00 BC Stress Inc: 15 00 Spacing 2- 0- 0 o.c 4I 1/~."= 1 'n" Account: LSM Developm~ Job' J606004RC Designee JES CheckeK JES Date: 024~1-07