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Home My WebLink About35412-ZTown of Southold Annex P.O. Box 1179 54375 Main Road Southold, New York 11971 11/19/2012 CERTIFICATE OF OCCUPANCY No: 36051 Date: 11/19/2012 THIS CERTIFIES that the building Location of Property: SCTM #: 473889 Subdivision: OTHER OREGON RD CUTCHOGUE, Sec/Block/Lot: 83.-3-2.2 Filed Map No. conforms substantially to the Application for Building Permit heretofore 3/24/2010 pursuant to which Building Permit No. was issued, and conforms to all of the requirements of thc applicable provisions of the law. The occupancy for which this certificate is issued is: Lot No. filed in this officed dated 35412 dated 3/24/2010 agricultural storage building as applied for. The certificate is issued to LIEB VINES LLC (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUII/)ING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 35412 Z Date MARCH 24, 2010 Permission is hereby granted to: VINES LLC LIEB 14990 OREGON RO~iD CUTCHOGUE,NY 11935 for : CONSTRUCTION OF ~LN AGRICULTURAL STORAGE BUILDING PER PLAIqNING BD. & LA/qD PRESERVATION AS APPLIED FOR at premises located at OREGON RD County Tax Map No. 473889 Section 083 Block purs~t to application dated M3~RCH 24, 2010 Building Inspector to expire on SEPTEMBER 24, CUTCHOGUE' 0003 Lot No. 002.002 and approved by the 2011. Fee $ 150.00 Authorized Signature ORIGINAL Rev. 5/8/02 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCcUPANcy This application must be f'flled in by typewriter or ink and submitted to the Building Department wi A. For new building or new use: 1. Final survey 0fproperty with accurate location 0fall balldings~ property lines, streets, and topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S_9 form). 3. Approval of electrical installation from Board 0f Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in systom contains less than 5. Commercial building, industrial building, multiple resideneas and similar buildings and insl 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" laud uses: 1. Accurate survey of property showing all property lines,'streets, building and unusual naturai 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 ofOceupancy - New dwelling $50.00, Additions to dwelling $50.00, Alterations to dwelling $50.00, · Swimmilig poOl $50.00, Accessory building $50.00, Additions to accessory building $50.00 Businesses $50.0~Y. 2. Ce[tifieate of Occupancy on Pre-existing Building - $t00.00 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: ~ Old or Pre-existing Building: Location ofProporty:, tq~.~ ~,~ ~ House No. Street O orOw ofPro .y: Suffolk County Tax Map No 1000, Section ~'~ Subdivisibn ~ Permit No. ~'~'{ )7_ .Date of Permit. Health Dept. Approval: /g~4 Planning Board Approval: Request for: Temporary Certificate (check one) Hamlet ]Jif____ uIo t Lot Filed Map. _ ~ Lot: .---- Underwriters Approval: ~x.l.v/417-, Final Certificate: J (check one) (-~/~" A~']ic~lt ~g~ture June 21, 2011 Mr. Michael Varity Town of Southold Building Departmem Southold, NY Re: Lieb Vines LLC Agricultural Storage Building 14990 Oregon Rd Cutchogue, NY MBI Job #128-0839 Dear Sirs: I am writing to confirm and advise that the subject job has been completed in substantial compliance to my drawings dated 12-11-2009, Enclosed is a stamped copy oftbe tress that was used. Please be further advised that I have confirmed that the wind bracing, strapping, roof and wall connectors, and framing were installed per my plans. Thank you. Yours truly, ALLIED DESIGN A&E GROUP, PC JUL '' 2011 BLDG DEPZ TOWI~ )F SOUTHOLD SL 25-2-0 CROWN C,G 0-0-8 #11.25x11.25 ,.o,2, 23-3-12 ..**_- Il 2090 ~8 RC MN PLATE 23-9-12 47-9-0 24-:]-4 ~obbins ~-gi~ering, Inc./Online Plusm ~=k Quan Ty~e Span P1-H1 0224811 z z3Rc 470900 4.042 Left OH Right OH S~g~Drawing J 0 0 :ob PLA TE ~..rk 2090 48 RC MN 0224811 Quan Type Span P1-H1 Left OH Right OH Engineering I Z3RC 470900 4.042 0 0 Robbins Engineering, Inc./Online Plus~ APPEOX. TRUSS WEIGHT: 561.4 LBS O -S2 0.57 12762 T 0.53 0.04 Q# ~20 2.5x 5.0 Ctr Cfr 0.60 S2-M 0.57 12766 T 0.53 0.04 H Online Plue -- Version 20,0,025 M -K 0.47 10703 T 0.44 0.03 P ~20 K -J 0.47 10703 T 0.44 0.03 O# ~20 2090RC,0224~1t J -81 0.57 12766 T 0.53 0.04 S2 ~T8R CSX -Siem ..... Lumber .... Sl-I 0,57 12761 T 0.53 0.04 M# ~0 TC 0.86 2x10 EP-2401 I -N 0.95 14319 T 0.59 0.36 K# MTSH BC 0.95 2x 8 8P-2401 N -H 0.93 13742 T 0.57 0.36 J# ~20 WB 0.68 2x 4 SP-#I ............. W~bs ............. 81 MTSH WG --- 2x 8 SP-#I B -P 0.00 I T I# MN20 Braoe trues as follows: C -O 0.21 1235 C O.C. From To O -D 0.31 2018 T TC 2- 0- 0 0- 0- 0 47- 9- 0 D -M 0.68 2260 C BC 7- 6- 0 0- 0- 0 47- 9- 0 M -E 0.44 2825 T K -E 0.28 1833 T Loading Live Dead (psf) E -J 0.44 2825 T TC 22.0 4.0 J -F 0.68 2260 C BC 0.0 2.0 F -Z 0.31 2005 T Total 22.0 6.0 28.0 I -G 0.21 1225 C SRaoing 108.0" G -N 0.30 720 C Lu~ber Duration Factor 1.15 N -Q 0.00 4 c Plate Duration Faotor 1.15 TC Fb=l.00 FC=I.00 Ft=l.00 TL Defl -1.20" in M -L L/468 EC Fbml.00 Fc=l.00 Ft=l.00 LL Defl -0.94" in M -L L/597 Hz Diap LL DL TL Jt React Uplft Size Req'd J~ H 0.43" 0.12" 0.55" Lbs Lbs In-ex In-Ex Shear // Grain in A -B 0.67 A 6018 0 5- 8 5- 0 H 6017 0 5- 8 5- 0 Plates for each ply each face. PLA~ING CONFO~4S TO TPI. P~PORTS: ICC-ES ER-2929 Membr CSX P Lbs Axl-CSI-Bnd .......... Top Chords .......... Plate - MN20 20 Ga, Gross Area A -B 0.78 14752 C 0.29 0.49 Plate - ~18 20 Ga, Gross Area E -C 0.85 14357 C 0.29 0.56 Plate - M~SH 20 Ga, Gross Area C -D 0.48 14702 C 0.30 0.18 D -E 0.40 12732 C 0.22 0.18 Jt Type Plt Size X Y JSI E -F 0.40 12731 C 0.22 0.18 A P -G 0.48 14691 C 0.30 0.18 E# ~20 2.5x 5.0 Ctr Ctr 0.60 G -Q 0.85 14357 C 0.29 0.56 C# ~20 11.2x11.2-1.0 3.0 0.92 Q -H 0.78 14751 C 0.29 0.49 D~ ~N20 6.2x 8.8-1.0-1.0 0.76 ........ Bottom Chords ......... Z# MN18 11.2x15.0 Ctr 0.4 0.83 A -P 0.93 13743 T 0.57 0.36 F# ~A~20 6.2x 8.8 1.0-1.0 0.76 P -O 0.95 14331 T 0.59 0.36 G# ~20 11.2x11.2 1.0 3.0 0.92 N [~q20 5. Ox 6.2 Ctr Ctr 0.50 6.2x 8.9 0.5 0.7 0.87 7.0x16.0 Ctr Ctr 0.96 9.8X 6.8 0,7 0.7 0,97 7.0x16.0 Ctr-0.2 0.80 8.8x 8.8-0.7 0.7 0.97 7.0x16.0 Ctr Ctr 0.96 6.2x 8.8-0.5 0.7 0.87 5. Ox 6.2 Ctr Cfr 0.50 Monitor used ~FgR TO ROBBINS ENG. G~NERA3~ NOT~SAh~0 SY~OLS SHEET FOR ADDITIONA~ SPECIFICATIONS. NOTES: Trusses Manufactured by: NOTE: USER ~4ODIFIED PLATES This design may have plates selected through a plate monitor. TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPlqNG [ ] ROUGHinG. [ ] ~Ji:ATION I//]~1=1 NAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION DATE ~ INSPECTOR Building Inspector ,PPLICATION FOR BUILDING PERMIT Date INSTRUCTIONS BLDG. DEPT. a. Thlfl~l$Iitilttil~lllUST be ct npletely filled in by typewriter or in ink and submitted to thc Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plol plan showing location oflnt 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 Ibr inspection throughout thc work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until thc Building Inspector issues a Certificate of Occupancy. f. Every building permit 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 thc permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department tbr the issuance ora Building Permit pursuant to thc 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,. ~ /-.~ -h°using cod~, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections~ ~/' { S~4ff~tl~-e oyapplicant or name, if a c. erporation) (Mailing addres.q of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name ofownerofpremises [ ,.-T'~_,,,~ ~ ~tt ~. (As on the tax roll or latest deed) It' appli~rized officer Builders Li~enseSo. l~7/~ Plumbers License No. Electricians License No. Other Trade's License No. r.... 1. Location of land on which oro~s~ work will be done: House Number Street County Tax Map No. 1000 Section Subdivision (Name) Hamlet Block ~ Filed Map No..-- Lot ~ 2. State existing use and occupancy of premises and intended use . . a Ex sting USe and occupancy ~ ~d occupancy of propesed eonsmlet~on. 3. Nature of work (check which applicable): New Building~.~ Addition Repair .Removal -- _Alteration t~~r..~ _Demolition _Other Work 4. Estimated Cos Fee (D~-'fiption) It dwelling, number ofdwellfllg units ~) ..... (To be paid on filing this application) If garage, number of cars ~ er et dwelling Umts on each floeL 6. If bus/ness, COmmercial or mixed occupancy, specify nature and extent of each type of use. 7. ,D,i~e, nsions ofexi.stipg~tructurcs, if any: Front ~ Rear ~,~- _Depth height___ ,ft,,j, ~ Number of St6ries ~ Dimensions of s~a[pe structure with alterations or dditions: Front ~- R ar Depth ~ Hela,t J~ ~°ns: FNumber °t Stories ~l,~ 8. ~Di....m..e.n.s,ons oren~ ,new construct on: Front /0 a ' I0 D ' - Depth_~4_ t 11. Zone or use district in which premises are situated ~ 12. DTes proposed construction violate any zoning law. ordinan~ or regu ationV YES NO_4~ 13 Wtll lot be re graded? YES__ NO. will excess fill be removed from premises?%S NO 14. Names of Owner ofp~a~'nises Name of Architect ~,/,~-~ t, ,-, Address 15 a. Is this property within 100 feet ora tidal w * iF YES, SOUTHOLD T WN T~t l ..... etland or a freshwater wetland? *YES b Isths o rt w' . O ..... o~tz~;&D.E.C. PERMiTSMAyB NO~h~- · pr po y tthm 300 feet ora tid.l w,~ a9 · . IJ~ REQUIRED~, 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: (Name of ind__, g du y sworn, deposes and says that (s}h¢ is the applicant (C°ntra~-~tt, Corporate (~ClCer etc¥-~ of ~aid owner or owners, and is du y authorized Io thal all statements con aincd in flfi am~lle -' Pcrforrnorhavepeffortrled hesaidwor . pcrtbnned n {1:~'~. .......... ~ ..r-.-auotl are lrtle to the best of his knowloa~^ ~ ,or,k,a~nd th make and file this application. /~- ,'~,~ s~t .)rtn tn the application filed therewith. ~ anu ocfle[; arid that the work will be ' Sworn to e th TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTown.North Fork.net Examined ,20 Approved Disapproved a/c ,20 Expiration ,20 PERMIT NO. BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying'? Board of Health 4 sets of Building Plans Plaiming Board approval Survey Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Storm-Water Assessment Form Contact: Mail to: Building Inspector ~~¢ Date ~' ~ ~) "- ,20~I INSTRUCTIONS ~p~ar~s~h~oY~UST be ct mpletely filled in by typewrite,' or in mk and submitted to the Building Inspector with4 set: fplans, . r--- r,aa ,,~ ~a 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 permit 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. APPLICATION IS HEREBY MADE to the Building Depamnent for 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, aj~t regulations, and to admit authorized inspectors on premises and in building for necessary inspections. /~~ (Mai'ling a~Idress of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Name of owner of premises (As on the tax roll or latest deed) If applicant is a corpo~ized officer f corporate officer) Builders License No. I :~ :~7~ ~ Plumbers License No. , Electricians License No~ ~ Other Trade's License No. ~ 1. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section~Block Subdivision Filed Map No. Lot ~, '~:? ,- Lot State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy ~.~.~__ ._~-'>'~_,~P~t~,~..-, b. lntended useandoccupancy ~_4~ ~Y'/t~ Nature of work (check which applicable): New Building ~x_ Addition Repair Removal Demolition ~ Other Work Estimated Cost Fee Alteration X (Description) (To be paid on filing this application) If dwelling, number of dwelling units/~umber of dwelling units on each floor - If garage, number of cars 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existi g structures, if any: Front a,~/. ~.) ,. Rear q~ Depth Height ~-~' Number of Stories 42~ Dimensions of same structure with alterations er additions: Front ~ Rear Depth /6r'~~ Height Z-~4 Number of Stories 4'~ 8. Dimensions of entire new construction: Front ~ _Depth Height N~ 9. Sizeoflot: Front ~ Rear _'~:,g-~ Depth / i["7fi'4/ 10. DateofPurchase l' Z4-O0 NmneofFormerOwner ~V,-/~ 11. Zone or use district in which premises are situated A ~ 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO ~ 13. Will lot be re-graded? YES NO /~ Will excess fill be removed from premises? YES NO_~r 14. Names of Owner of premises /.-~--'~'7 Vf/A-~'~ Address ~,~~D~,.- Phone No.~-~,2~'-~~'~ Name of Architect ~/~t :f~ Address~J..)~ one No 7~-4 -z~>{~O Name of Contractor t~'l~'"/~/~ ~[~).MD~ Address ~L)~]~ffa~Phone No. ?-._"~"q ' '~2~---~ 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO ~ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY ,~REQUIRED. b. Is this property within 300 feet ora tidal wetland? * YES NO * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 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. 18. Are there any covenants and restrictions with respect to this property? * YES NO V · IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY ova'oX--f, ~~ ~ being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (S)He is the (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to pert'om 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 perfrrrmed in the manner set forth in the application filed therewith. Sworn to before me this~~ ~ t ~/ c~ day of '(h'XO,~-_..~ 20 if 'f~/""',~..~ '(~-~ ~'~'-~ VICKI TOTH ;qo/an, Pubiic State ¢ NewYo~ Notary Public NO, 01~06190696 ~atu~ ~pplicant ~ qualified in Suffolk O0un~ ~ ?~ ~" ¢~ ~?~]~m July 28, ~ TOWN OF SOUTHOLD FORM NO. 3 NOTICE OF DISAPPROVAL DATE: January 11, 2010 To: William Kelly for Lieb Vines LLC P O Box 1680 Southold, NY 11971 Please take notice that your application dated January 5, 2010 For permit to construct an agricultural storage building at Location ofpropexty: 13050 Oregon Road, Cutchogue County Tax Map No. 1000 - Section 83 Block 3 Lot 2.2 Is returned herewith and disapproved on the following grounds: Pursuant to Article XXIV, Section 280-127, the proposed agricultural storage building requires Site Plan approval from the Southold Town Planning Board. [ Authorized Signature CC: file, Planning Bd. Note to Applicant: Any change or deviation to the above referenced application, may require further review by the Southold Town Building Department. · PLANNING BOARD MEMBERS MARTIN H. SIDOR Chair WILLIAM J. CREMEP~ KENNETH L. EDWARDS JOSEPH L. TOV~NSEND DONALD J. WILCENSKI PLANNING BOARD OFFICE TOWN OF SOUTHOLD MAII~NG ADDRESS: P.O. Box 1179 Southold, NY 11971 O~'FICE LOCATION: Town Hall Annex 54375 State Route 25 (cor. Main Rd. & Youngs Ave.) Southold, NY Telephone: 631 765-1938 Fax: 631 765-3136 March 23, 2010 Mr. William Kelly P.O. Box 1680 Southold, NY 11971 Re: Approval: Proposed Site Plan for Agricultural Storage Building/Lieb Vines LLC Location: 13050 Oregon Road, Cutchogue NY SCTM#1000- 83-3-2.2 Zoning District: A-C Dear Mr. Kelly: The following resolutions were adopted at a meeting of the Southold Town Planning Board on March 22, 2010: WHEREAS, this site plan is proposing to construct a 5,040 sq. ft. agricultural storage building measuring 105' x 48', for storage of farm equipment related to growing grape vines and harvesting grapes on 13.7 acres with Development Rights sold in the A-C Zoning District. There is one other existing storage building on site which is 48.3' x 115.2', south of Oregon Road .and approximately 250' feet east of Cox Lane, and 540 feet southeast of the proposed new building; and WHEREAS, the applicant submitted an application for site plan review on February 8, 2010; and WHEREAS, the Southold Town Planning Board accepted the application for formal review at their February 16, 2010 Work Session; and WHEREAS, the Southold Town Planning Board pursuant to State Environmental Quality Review (SEQR) (6 NYCRR, Part 617.5 (c) (3) has determined that the proposed action is a Type II Action as it falls within the following description for (6 NYCRR, Part 617.5 (c) (3) "agricultural farm management practices, including construction...of farm buildings and structures..." and not subject to review under SEQRA; and WHEREAS, on February 18, 2010, the Southold Town Architectural Review Committee reviewed and determined that the proposed agricultural storage building was acceptable; and WHEREAS, on February 26, 2010, the Planning Board, pursuant to Southold Town Code {}280- 131 C., distributed the application to the required agencies for their comments; and WHEREAS, on February 26, 2010, the Southold Town Engineer reviewed the above-referenced application and has determined the project to provide adequate drainage and the proposed drainage meets the minimum requirements of Chapter 236 for Storm Water Management; and Lieb Vines, LLC Pa,qe Two March 23, 2010 WHEREAS, on March 1, 2010, the Town of Southold LWRP Coordinator reviewed the above- referenced project and has recommended that the proposed project is consistent with Southold Town LWRP policies; and WHEREAS, on March 8 2010, the Southold Town Chief Building Inspector reviewed and certified the proposed site plan as a peh~itted use in the A-ClR-80 Zoning Districts; and WHEREAS, on March 9, 2010, the Cutchogue Fire Distdct requested that provisions be made for emergency vehicle access to the proposed bam and requested that the road be able to support a Class A engine (minimum 70,000 pounds) and determined that water supply in the area was adequate for the site; and WHEREAS, on March 18, 2010, the applicant made a note on the site plan map indicating that an RCA base will be placed upon the farm road that would support a Class A fire engine; and WHEREAS, the Southold Town Planning Board, pursuant to §280-131 H of the Southold Town Code, has the discretion to waive the public hearing requirement for those applications involving uses strictly related to agriculture; and WHEREAS, the Southold Town Planning Board has found that the public hearing for this application may be waived for the following reasons: this site is an already active farm operation, the location and topography of the additions and new building is such that it will conform with other structures on the property which are already actively being used for agricultural purposes, the adjacent parcels to the northeast and south are active agricultural operations and the residential lot immediately adjacent to the proposed agricultural storage building to the west is a heavily wooded lot and the proposed structure is over 170 feet from the residential structUre on the adjacent lot; and WHEREAS, the Southold Town Planning Board, pursuant to §280-133 C of the $outhold Town Code, has the discretion to waive any or all of the requirements in §280-133 for those applications involving uses strictly related to agriculture as long as they are not necessary to further the objectives set forth in Town Code §280-129 to maintain public health, safety, and welfare; and WHEREAS, pursuant to Southold Town Code §280-133 C, the Planning Board has found that requiring the entire set of site plan application requirements for this site is not necessary for the following reasons: the application is for an agricultural use and part of an active farm operation, and the parcel is large in size relative to the proposed and ~xisting structures (the structures cover only 1.89% of the farm area), therefore, the Planning Board will require only the following site plan application items: §280-133 A. (1) and (2), B. (1)(a -f), B. 3(a) and B. 4(a) and (i); and WHEREAS, the Southold Town Planning Board, pursuant to Southold Town Code {}280-131 B (5), has the discretion to vary or waive the parking requirements for site plan applications where doing so would not have a detrimental effect on the public health, safety or general welfare, and will not have the effect of nullifying the intent and provision of the Site Plan Requirements chapter of the Town Code. The Planning Board has found that this application is eligible for a waiver of parking requirements because there is no need to provide for parking - the barn is being used to house only related to growing grape vines and harvesting grapes where space for the parking of farm vehicles is ample, and there will be no public access to the barn; and Lieb Vines, LLC Pa,qe Three March 23, 2010 WHEREAS, all applicable requirements of the Site Plan Regulations Article XXIV, {}280 - Site Plan Approval of the Town of Southold have been met; be it therefore RESOLVED, that the Southold Town Planning Board hereby waives the public hearing requirement, the parking requirements, and site plan application requirements, as noted above; and be it further RESOLVED, that the Southold Town Planning Board has determined that this proposed action is consistent with the policies of the Town of Southold Loca Waterfront Rev ta zation Program; and be it further RESOLVED, that the Southold Town Planning Board grants ApProval to the site plan entitled "Lieb Vines, LLC", prepared by Nathan Taft Corwin, III, Land Surveyor, on October 1, 1999 and last revised on October 9, 2009 and authorizes the Chairman to endorse the site plan. Please also note the following requirements in the Southold Town Code relating to site plans: 1) Any outdoor lighting shall be shielded so the light source is not visible from adjacent properties and roadways. Lighting fixtures shall focus and direct the light in such a manner as to contain the light and glare within property boundaries. 2) All storm water run-off from grading, driveways and gravel areas must be contained on site. 3) Approved site plans are valid for three years from the date of approval, within which time all proposed work must be completed, unless the Planning Board grants an extension. 4) Any changes from the approved site plan shall require Planning Board approval. 5) Prior to the issuance of a Certificate of Occupancy, the Planning Board must inspect the site to ensure it is in conformity with the approved site plan, and issue a final site inspection approval letter. Should the site be found not in conformance with the approved site plan, no Certificate of Occupancy may be issued unless the Planning ' Board approves the changes to the plan. A copy of the approved site plan is enclosed for your records. One copy will also be sent to the Building Department and the Town Engineer/Highway Department. If you have any questions regarding the above, please contact this office. Very truly yours, Martin H. Sidor Chairman Encl. CC; Building Dept. w/map Town Engineer w/map PLANNING BOARD MEMBERS DONALD J. WILCENSKI Chair WILLIAM J. CREMERS KENNETH L. EDWARDS JAMES H. RICH III MARTIN H. SIDOR PLANNING BOARD OFFICE TOWN OF SOUTHOLD MAILING ADDRESS: P.O. Box 1179 Southold, NY 11971 OFFICE LOCATION: Town Hail Annex 54375 State Route 25 (cor. Main Rd. & Youngs Ave.) Southold, NY Telephone: 631 765-1938 Fax: 631 765-3136 November 15, 2012 Mr. Bill Kelly Morton Buildings, Inc. 22355 Cox Lane, Unit #4 Cutchogue, NY 11935 Re: Approved Site Plan for Lieb Vines, LLC Located at 13050 Oregon Road, Cutchogue SCTM#1000-83-3-2.2 Zoning District: A-C Dear Mr. Kelly: The Planning Board, at their November 8, 2012 Work Session, found that the requirements of the above-referenced site plan have been completed based on the site inspection made November 5, 2012. The site is now in conformance with the approved site plan dated October 1, 1999, prepared by Nathan Taft Corwin, III, last revised October 30, 2009. This letter does not condone any changes from the approved site plan and approvals from other agencies; Planning Board approval is required pdor to any significant changes to the site. Please, if you have any questions regarding this site plan or its process, do not hesitate to call this office. Very truly yours, Donald J. Wilcenski Chairman CC: Planning Board Heather Lanza, Planning Director Michael Verity, Chief Building Inspector Jamie Richter, Town Engineer '~ MELISSA A. SPIRO LAND PRESERVATION COORDINATOR melissa.spim @ town.southold.ny.us Telephone (631 ) 765-5711 Facsimile (631) 765-6640 OFFICE LOCATION: Town Hall Annex 54375 State Route 25 (comer of Main Road & Youngs Avenue) Southold, New York MAILING ADDRESS: P.O. Box 1179 Southold, NY 11971-0959 DEPARTMENT OF LAND PRESERVATION TOWN OF SOUTHOLD December 1, 2009 Lieb Vineyards, LLC Attention: Bill Kelly P.O. Box 1680 Southold, NY 11971 RE: SCTM # 1000-83.-3-2,2 LIEB VINEST LLC Property Request for Land Preservation Committee Review of proposed agricultural equipment storage building on property on which Town owns a development rights easement Dear Mr. Kelly: The Land Preservation Committee Members, in accordance with Section 70-5 C. (2) [3] of the Town Code, reviewed the request you outlined in an application dated November 11, 2009, for an agricultural equipment storage building. The recorded easement for this property allows land within the easement to be used for the purpose of agricultural production. Section 70-5-C. (2) [3] requires that the Committee serve as a review board for the granting of permits for the' construction, reconstruction and additions of and to structures in or on agricultural lands in which the development rights have been acquired by the Town. The Committee is approving the use you requested, as listed and clarified below, to be allowed within the development rights easement area. The Committee's approval does not mean that you can proceed with construction. All improvements are subject to all applicable Town Code requirements. 1. Construction of a 48'x105' Morton Style building to be located in the southwesterly corner of the property (30' from westerly property line, or at the minimum setback required by Code), at a depth of about 800' south from Oregon Road. 2. Building use is to be for the storage of farm equipment used in the vineyard such as nets, tractors, mowers, and harvesting equipment. Please note that the Committee's approval of the uses within the easement does not mean that such uses will be approved or permitted by other Town Departments or agencies. The Committee's approval allows you to proceed with pursuing any applicable approvals that are required by Town Code. Please feel free to call me if you have any questions regarding the above. Sincerely,~ ~. Melissa Spiro Land Preservation Coordinator encs: landowner's application & survey showing proposed location cc: Planning Department w/landowner's application & survey Building Department w/landowner's application & survey MELISSA A. SPIRO LAND PRESERVATION COORDINATOR melissa.spiro @ town.southold.ny.us Telephone (631) 765-5711 Facsimile (631) 765-6640 OFFICE LOCATION: Town Hall Annex 54375 State Route 25 (comer of Main Road & Youngs Avenue) Southold, New York MAILING ADDRESS: P.O. Box 1179 Southold, NY 11971-0959 DEPARTMENT OF LAND PRESERVATION TOWN OF SOUTHOLD December 1,2009 Lieb Vineyards, LLC Attention: Bill Kelly P.O. Box 1680 Southold, NY 11971 RE: SCTM # 1000-83.-3-2.2 LIEB VINES, LLC Property Request for Land Preservation Committee Review of proposed agricultural equipment storage building on property on which Town owns a development rights easement Dear Mr. Kelly: The Land Preservation Committee Members, in accordance with Section 70-5 C. (2) [3] of the Town Code, reviewed the request you outlined in an application dated November 11, 2009, for an agricultural equipment storage building. The recorded easement for this property allows land within the easement to be used for the purpose of agricultural production. Section 70-5-C. (2) [3] requires that the Committee serve as a review board for the granting of permits for the construction, reconstruction and additions of and to structures in or on agricultural lands in which the development rights have been acquired by the Town. The Committee is approving the use you requested, as listed and clarified below, to be allowed within the development rights easement area. The Committee's approval does not mean that you can proceed with construction. All improvements are subject to all applicable Town Code requirements. Construction of a 48'x105' Morton Style building to be located in the southwesterly corner of the property (30' from westerly property line, or at the minimum setback required by Code), at a depth of about 800' south from Oregon Road. 2. Building use is to be for the storage of farm equipment used in the vineyard such as nets, tractors, mowers, and harvesting equipment. Please note that the Committee's approval of the uses within the easement does not mean that such uses will be approved or permitted by other Town Departments or agencies. The Committee's approval allows you to proceed with pursuing any applicable approvals that are required by Town Code. Please feel free to call me if you have any questions regarding the above. Sincerely,~ ~. Melissa Spiro Land Preservation Coordinator encs: landowner's application & survey showing proposed location cc: Planning Department w/landowner's application & survey Building Department w/landowner's application & survey o_ f Southold Erosion, Sedimentation & Storm-Water Run-off ASSESSMENT FORM P,R, OPERTY LOCATION: ._~S.C.T.M. #: .~ THE FOLLOWING ACTION8 MAY REQUIRE THE 8UBI~J~GI'''~u OF A ~ ~"'~ ~ ~,/--- .8't~RM-WATER, GRADING, DRAINAGE AND EROSION ~-N-.~.~L pL~.M Dlsbtct ~ ~ ~ ~G~.~ ,r,ED BY A DESIGN PROFE8810NAL IN THE STATE OF NEW YORK. Item Number: (NOTE: A Check Mark (~) for each Question is Required for a Complele Application) Yes No I Will this Project Retain All Storm-Water Run-Off Generated by a Two (2") Inch Rainfall on Site? (This item will include all ten-off created by site clearing and/or construction activities as wall as all Site Improvements and the permanent creation of impervious surfaces.) 2 Does the Site Plan and/or Survey Show NI Proposed Drainage Sfll,'ctures Indicating Size & Location? This Item shall include all Proposed Grade Changes and Slopes Ccatrctling Surface WatarFIowi 3 Will this Project Require any Land Filling, Grading or Excavation where there is a change IQ the Natural Existing Grade Involving more than 200 Cubic Ya~s of Matedal within any Parcel? 4 Will this Application Require Land Disturbing Activities Encompassing an Area in Excess of Five Thousand ($,000) Square Feet of Ground SurPace? 5 Is there a Natural Waler Course Running through the Site? Is this Project within the Trustees jurisdiction or within One Hundred (100') feet of a Wetland or Beach? 6 Will there be Site preparation on Existing Grade Slopes which Exceed Fifteen (15) feet of Vertical Rise t( One Hundred (100') of Horizontal Distance? 7 Will Ddvaways, Parking Areas or other Impendous Surfaces be Sloped to Direct Stom~-Water Run-Off into and/or in the direction of a Town tight-of-way? 8 Will this Project Require the Placement of Material, Removal of Vegetation and/or the ConstmcUon of any Item Within the Town Right-of-Way or Road Shoulder Area? (This item will NOT Include the Installation of DHveway Aprons.) 9 Will this Project Require Site Preparation within the One Hundred (100) Year Floodplain of any Watercour NOTE: If Any Answer to Queetlons One through Nine la Answered with a Check Mark In the Box, a Storm-~, ~r, Grading, Draina._ge &_.Er_eel__°n._C°._nt._ml._Plan. I_s_.Requl__mdand._Mu._st~be_.SuJ21ffJdJo~R~vl~wJHJrJoJasJaJ~ _ofA._ny_.EullcI ~ P.._e_mfit/ EXEMPTION: ~ Yes Does this project meet the minimum standards for classification as an Agricultural Prelect? Note: If You Answered Yes to this Question, a Storm-Water, Grading, Drainage & Erosion Control Plan is NOT Requlredl" ~ STATE OF NEW YORK, N0ta~/Public, State of New York COUNTY OF ....~.....~...~ ......... SS No. 01BU6~85050 Qualified in Suffo k County That I, ...~'.S~.A~......~......... ~1 . being duly swom, de'poses and says Commission Expires April 14, 20~i~ rtat he/abe is d]¢ applicant for (Name of individual signing Document) .... . .......................................... m~e md file ~s application; ~at ~1 s~temen~ con~ed in ~h application ~e to ~e ~ &at ~e work mil be peffo~ed in ~e nmner set fo~ in ~e application filed hc~m~. HON~ 'fl 3~OT Sworn to ~fom me ~is; ...............................................~~daY o~~~ ~ ~ ............ g0.[.~ Nom~ Public: ..~.~.f..2 ............ ~...~.~ .................... . ............... FORM - 06107 ~ o~-~z-z- - ..... OF SOUTHOLD PROPERTY RECORD CARD · OWNER ~ VL TOTAL DATE AGE T~PE OF I~IILDING .. · :3 . ti ¢o~. cB. ~c$. ~t. wi~. P~EMARr, S NEW '131lab[e Woodland Meab'ow~ond House Plot Total NOR,~. L Acre BUILDING COND T ON BELOW ABOVE VaJue Per V~lue / 1/ FRONTAGE ON ROAD DEPTH. · BULKHEAD DOCK · ~ ~ra Quan ~ Span P1-H1 Left OH Right OH ] Single Drawing 2090 48'RC MN PLATE 0224811 1 Z3RC 470900 4.042 0 0 I 2090 ~ PLA TE ..=k Quan T~pe Span Pl-H1 Left OH Right OH Engin£e.ng 48 RC MN 0224811 i z3Rc 470900 4.042 0 0 Robbing Engineering, Inc./0nline Plus~ APPROX. O -32 0.57 12762 T 0.53 0.04 Q# ~q20 2.5x 5.0 Ctr Ctr 0.60 S2-M 0.57 12766 T 0.53 0.04 H UN18 11.3X12,5 1.00 Online Plus -- Version 20.0.025 M -K 0.47 10703 T 0.44 0.03 H MN18 8.8x16.3 0.94 K -J 0.47 10703 T 0.44 0.03 P l~q20 5.0x 6.2 Ctr Ctr 0.50 2090R~0~4~1t J -S1 0.57 12766 T 0.53 0.04 O#~20 6.2x 8.8 0.5 0.7 0.67 CSI -Size ..... Lumber .... Si-I 0.57 12761 T 0.53 0.04 S2 MTaH 7.0x16.0 Ctr Ctr 0.96 TC 0.85 2x10 SP-2401 I -N 0.95 14319 T 0.59 0.36 M# )~T20 8.8x 8.8 0.7 0.7 0.97 BC 0.95 2x 8 SP-2401 N -E 0.93 13742 T 0.57 0.36 K# MT8H 7.0x16.0 Ctr-0.2 0.80 WB 0.68 2x 4 SP-#i ............. webs ............. J# MN20 8.8x 8.8-0.7 0.7 0.97 WG --- 2x 8 SP-#1 B -P 0.00 I T S1 MTaH 7.0x16.0 Cfr Ctr 0.96 P -C 0.31 731 C I# ~q20 6.2x 8.8-0.5 8.7 0.87 Brace truss as follows: C -O 0.21 1235 C N l~q20 5.0x 6.2 Ctr Ctr 0.50 C.C. From To O -D 0.31 2018 T # = Plate Monitor used TC 2- 0- 0 0- 0- 0 47- 9- 0 D -M 0.68 2260 C BC 7- 6- 0 0- 0- 0 47- 9- 0 M -E 0.44 2825 T Loading Live Dead (psf) TC 22.0 4.0 BC 0.0 2.0 Total 22.0 6.0 28.0 Spacing 108.0" ~er Duration Factor 1.15 Plate Duration Factor 1.15 TC Fb=l.00 Fc=l.00 Ft=l.00 BC Fb=l.00 FC=i.00 Ft=l.00 K -E 0.28 1833 T E -J 0.44 2825 T J -F 0.68 2260 C F -I 0.31 2005 T I -G 0.21 1225 C G -N 0.30 720 C N -Q 0.00 4 C TL DeE1 -1.20" in M -L Hz Disp LL DL Jt H 0.43" 0.12" Shear // Grain in A -B Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx A 6016 0 5- 8 5- 0 H 6017 0 5- 8 5- 0 Plates for each ply each PLA~ING CONFOP/~S TO TPI. BEPORTS: ICC-ES ER-2929 ~"~hr CSI P Lbs Axl-CSI-Bnd P~FER TO ROBINS ENG. GENERAL NOTES AND S~MBOLS S~ET FOR ADDITIONAL SPECIFICATIONS. .......... Top Chords .......... Plate - }~q20 20 Ga, Gross A -B 0.78 14752 C 0.29 0.49 Plate - MN18 18 Ga, Gross B -C 0.85 14357 C 0.29 0.56 ~late - MT8R 18 Ga, Gross C -D 0.48 14702 C 0.30 0.18 Jt Type Plt Size X Y D -E 0.40 12732 C 0.22 0.18 A ~N18 11.3X12.5 S -F 0.40 12731 C 0.22 0.18 A UN18 8.8x16.3 F -G 0.48 14691 C 0.30 0.18 B# ~20 2.5x 5.0 Cfr Cfr G -Q 0.85 14357 C 0.29 0.56 C9 ~20 11.2x11.2-1.0 3.0 Q -H 0.78 14751 C 0.29 0.49 D# MN20 6.2x 8.8-1.0-1.0 ........ Bottom Chords ......... E# MN18 11.2x15.0 Ctr 0.4 A -P 0.93 13743 T 0.57 0.36 F# MN20 6.2x 8.8 1.0-1.0 P -O 0.95 14331 T 0.59 0.36 G# MN20 11.2x11.2 1.0 3.0 NOTES: Trusses Manufactured by: Morton Buildings, Inc. Analysis Conforms TO: ANSI/TPI 95 & 02 L/468 Run vertical thru botto~cho~d L/597 Joint K TL Tr~ss is designed for no 0.55" ceiling load. 0.67 NOTE: USER MODIFIED PLATES .oo .oq FOR: Lieb Vineyard inc. Cutchogue, NY 11935 BUILDING USE: machine shed BUILDING DESCRIPTION: JOB # 128-0839 WIDTH ..................................... LENGTH ................................... SIDE OVERHANG WIDTH ......... END OVERHANG WIDTH .......... GRADE TO HEEL HEIGHT ........ ROOF SLOPE .......................... BAY SPACING ......................... END BAY SPACING .................. BUILDING VOLUME .................. PEAK HEIGHT .......................... BW := 48.fi BL:= 75-ft SOW :-- 1 .fi EOW := l.fi HH := 14.It RS := 4/12 BS := 7.5-fl EBS := 8-fi BV = 70296 fl3 PH = 23.5 ~ DESIGN LOADS: REFERENCED STANDARDS: WIND SPEED ............................. EXPOSURE CATEGORY ............. ENCLOSURE CLA?,SIi"ICATION... WIND IMPORTANCE FACTOR ..... V~ := 120 mph EC := "B" EnC := "ENCLOSED" Iw := .77 GROUND SNOW LOAD ............. SNOW EXPOSURE FACTOR .... SNOW IMPORTANCE FACTOR.. THERMAL FACTOR .................. ROOF SURFACE ..................... pg := 20.psf SEF := "P~tRTIALLY" It := .8 C~ := 1.2 Surface := "SLIPPERY" SLOPED ROOF SNOW LOAD Ps := 0.7'Ce'ls'Pg'Ct'Cs Ps 12.6.psf MINIMUM ROOF LIVE LOAD Lr:= 20.psf. Ri.R2 Lr; 16.8.psf DESIGN LIVE LOAD ................... LL = 16.8'psf DEAD LOAD ............................... DL := 4.psf CEILING LOAD ........................... ASCE 7-05 IBC 2006 NDS 2001 IZ- tl 9 ~ge 1of 18 WIND CALCULATION: W1 EH=I5.5fl, BW = 48ft [ WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR .................................................. K,~ := 0.85 3-SECOND GUST SPEED POWER LAW EXPONENT ..................... a 7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER .... zo = 1200 ft MEAN ROOF HEIGHT ................................................................... H = 19.527.12 HEIGHT ABOVE GROUND LEVEL (ASCE minimum) ....................... z - 3012 VELOCITY PRESSURE EXPOSURE COEFFICIENT ........................ Kz = 0.7 VELOCITY PRESSURE... q := 0.00256'Kz'Kd'V~s2.Iw. PSf q = 16.904.psf EDGE STRIP WIDTH ....... ESW = 4.812 END ZONE WIDTH .......... EZW = 9.61t INTERNAL PRESSURE COEFFICIENTS: GCpi iN = -0.18 GCpi OUT: 0.18 EXTERNAL PRESSURE COEFFICIENTS - CASE A - TRANSVERSE LOADING' END ZONES INTERIOR ZONES GCp£A IE -- 0.78 GCpt-^ I = 0.516 GCp£A.2E = -1.07 GCp£A.2 = -0.69 GCp~^ 3E = -0.673 GCp£^ 3 = -0.469 GCpfA 4E = -0.618 GCpfA 4 = -0.415 GCpfA.SE = 0.78 GC-£A 5 = -0.45 } GCp£A 6E -- -0.618 GCp£A 6 = -0.45 Page 2of38 MWFRS DESIGN PRESSURES - CASE A - TRANSVERSE LOADING: END ZONES PAIEI := q'(GCp£A.IE - gCpi IN) PA2EI : q'(GCp£A 2E GCpi IN) PA3E I := q'(GCpEA 3E - GCpi IN) PA4EI:= q'(GCpEA4E- GCpi iN) PASE. I := q'(GCpfA 5E - GCpilN) PA6EI: q'(GCp£A 6E GCpi. IN) PA IE1 - 16.23'psf PA2EI = -15.044'psf PA3Et = -8.339'psf PA4EI = --7.405'psf PASEI 16.23'psf PA6EI = 7.405'psf PA I E2 := q'(GCp£A 1E - GCpi OUT) PA2E 2 :- q'(GCp£A 2E GCpi OU'I) PA3E2 :- q'(GCp£A 3E - GCpi. OUI') PA4E2 := q'(GCpl~^ 4E - GCpiOUT) PA 5E2 :- q'(GCpfA 5E - GCpi OUr) PA6E2 := q'(GCp£A6E - GCpiOUT) INTERIOR ZONES PA I I := q'(GCpfA I - GCpi IN) PA21 := q'(GCpfA2 - GrpilN) PA31 := q'(GCp/~A 3 - GCpi IN) PA41: q'(GCpfA 4 GCpi IN) PA 5 I : q'(GCp£A 5 GCpi.lN) PA61 := q'(GCp£A6 - GCpilN) PALE2 = 10.145.psf PA.2E 2 = 21.129. psf PA3E 2 = -14.424.psf P^4E2 = --13.491 .psf PA 5E2 = 10.145 psf PA6E2 = -13.491.psf PA I I - 11.772.psf PA2 I -- -8.62I.psf PA31 = 4.877.psf PA 4 ~ = -3.979.psf PA 5 I = -4.564.psf PA61 = 4.564. psf P^.l 2 := q'(GCpl~A.I - GCpi OUT) PA.2.2 := q'(GCp£A 2 - GCpi OUT) PA32 :-- q'(GCpfA3 GCpi OUT) PA42 :: q'(GCp£A 4 - GCpi OUl) PAS.2 := q'(GCpfA 5 - GCpiOUT) PA62 :- q'(GCp£A 6 - GCpi OUT) PA.I.2 = 5.687.psf PA22 = -14.706.psf PA32 = --10.962. psf P^ 42 -- --10.064.psf P^52 = --10.649.psf PA 62 = --10.649. psf z Page 3of 18 "- "L'TZ: ,~ = EXTERNAL PRESSURE COEFFICIENTS - COMPONENTS AND CLADDING' GCpl = -0,9 GCp2 - -1.7 GCp3 = -2.6 GCp4 := -I.1 GCp5 := -1.4 COMPONENTS AND CLADDING DESIGN PRESSURES: PCCII :- q'(GCpl GCpiIN) PCC2.1 := q'(GCp2 - GCpi IN) PCC31: q'(GCp3-GCpilN) PCC41 := q'(GCp4 - GCpi IN) PCC5 I := q'(GCp5 GCpi PCCII =-12'171'psf PCC2 I -25.693.psf PCC3.1 = -40.906. psf PCC41 -15.551.psf PCC51 = -20.622-psf PCCI2 := q'(GCpl - GCpi OUT) PCC22 := q'(GCp2 - GCpi OUT) PCC32 := q'(GCp3 - GCpiOUT) PCC42 := q'(GCp4 - GCpi OUT) PCC52 := q'(GCp5 - GCpi.OUT) PCC]2 -18.256.psf Pcc22= 31.779.psf PCC32 = ~46.992.psf PCC42 - -21.636.psf PCC~2 = -26.708.psf Page 4of 18 MAiN WINDFORCE-RESISTING SYSTEM: END ZONE HORIZONTAL LOADS PA Ewall = 23.636.psf PA groof - 0.psf INTERIOR ZONE HORIZONTAL LOADS PA ~all- 15.751.psf DIAPHRAGM PROPERTIES: ROOF Safet~Factor := 2.5 Duration_Factor: 1.33 Roof Material: 0.019 Hi-Rib Steel Ultimate_Shear := 177.plf (Ultimate She /.Duration Roof_Allowable Shear := ~ Safety Factor J _Factor Roof Allowable Shear = 94.164- plf WALL Safety_Factor := 2.5 Duration Factor := 1,33 Wall Material: 0.019 Hi-Rib Steel Ultimate_Shear := 177,plf /Ultimate Shear'~ Wall_Allowable_Shear := I ~ ~ .[.Duration Factor ~ Safety_Factor J - Wall Allowable_Shear: 94.164.pIf Page 5of 18 END ZONE LOADING TO ROOF DIAPHRAGM: cgE~all := ,375.EH-pA.Ewall '- ~RS E~'V).PAErooI Eroof '- ~ EL := ¢)E wall + tOE roof INTERIOR ZONE LOADING TO ROOF DIAPHRAGM: tOE walI = 137.618.plf OJE.roof = 0.plf EL = 137.618.plf W[.wa!l = 91.71 I'plf CO ' - 0'plf Iroot -- IL = 91.711 'plf 14( EZW 13( 12( 11( 10( 9£ WIND LOADING DIAGRAM 20 40 60 Building Length 3851.7 2393.5 935.3 - 522.8 - 1981' - 3439.2 SHEAR DIAGRAM Building Length SHEAR TO ENDWALL SHEAR TO END_~3851.681 lbf ~ ~= Page 6otl 8 ROOF: RW := BW + 2.SOW RW = 50ft Allowable Diaphragm_Shear_Roof :: Roof Allowable Shear. RW Allowable_Diaphragm Shear_Roof = 4708.21bf END WALL #1: SHEAR TO END 1: 3852.1bf Available_Siding := 27.fl Allowable End Wall_l := Available Siding. Wall_Allowable_Shear Allowable End Wall I= 2542.4.1bf 7/16" OSB Shear wall Allowable_Shear:= 1.4.0.92.200.plf End_Wall_l_Reinforcing Length := (SHEAR_TO END 1-Allowable_End_Wall_l) Allowable Shear End Wa _ _Re nforcing Length = 5.083fi END WALL #2: SHEAR_TO END 1= 3852.1bf Available_Siding := 48.ft Allowable End Wall 2 := Available_Siding. Wall_Allowable_Shear Allowable End Wall 2: 4519.9.1bf Page 7of 18 SIDE WALL COLUMN DESIGN CRITERIA - END ZONE: Column analysis with Roof Diaphragm; therefore, columns are considered as propped cantilevers, Check # 1 - 3/4 wind, 3/4 LL, Full DL ~,, base Axial Reduced Live:= [(0.75.LL)+DL + CL].BS.[~2" Axial Reduced Live = 3112.5.1bf Axial Wind Reduced := P^2Ei-.7>BS. + SOW 2 Axial_Wiud Reduced = 2~!55791bf + SOW1 \xial_Reduced Live + Axial , , ~.~educed PN = 996.921 .lbf w reduced := PAIEI'BS'.75 w reduced: 91.296.plf Ma := ( w_redu~ed. EH2_ Ma = 2751.176.ftlb I f ff~ Mb := [I3'w reduced. EH-(EH- X)I - w redt~ecb(E.- X)2 118 - J 2 l.S. C°lumn S~e=;4.;~.2i~: Laminated. C__;t~l.;;'.'in2 Id = 30'55 ~ X = 1.5.ft[ S: 22.69. in3 Ss = 15.12. in3 Fc = 1750.psi Fcs = 1750.psi Fb - 1900.psi Fbs- 1650.psi Ft = 900.psi Fi, = 900.psi At = 24.75.in2 At.s = 16.5.in2 j INTERACTION_VALUE = 0.526 Check # 2 - 3/4 wind, 3/4 LL, Full DL ~, splice INTERACTION VALUE := + -- - As. Flc. i.6 Ss'Fbs-l.6' I- F~E INTERACTION VALUE = 0.504 Check # 3- Full LL, Full DL Total ,\xial := (LL+ DL + CL).Bs.(B)V _!a} Axial = 3900.1bf INTERACTION_VALUE := (Total_Axial A¢lc.l.15) INTERACTION_VALUE = 0.385 + SOW) Check # 4 - Full Wind, Full DL (~, base Axial Deado6 := 0.6.(DL + CL).Bs.(B2W + SOW) Axial Deado6 = 450.1b Axial Wind := PA 2E.I .BS.( BW2 + SOW Axial Wind =-2820.772.1bf PNt := Axial Deado6 + Axial_Wind PNt = -2370.772.1b w:= pA iE i.BS w- 121.728.plf Ma = 3668.235.Rib Mb = -2033.278. ftlb w.(EH2- X)21 INTERACTION VALUEt := tAcFt'I'6) + L' 3 INTERACTION_VALUEt = 0.705 Check # 5 - Full wind, Full DL ¢~, ,sp ce 1NTERACTION~ALUEts:= At~l.~) L' 'J INTERACTION'VALUEr s = 0.~ Page ~__f 18 SIDE WALL EMBEDMENT - END ZONE: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d:- 4.fi hP: M Given '~ 4.25.hP S3 := 1600.psf B = 0.592fl S3= 150.2.1.33.d.(~) /) := Find(d,S3) S~ COLUMN EMBEDMENT DEPTH: d=4.041 S3 = 1612.464.psf Soil Classification #4 BASE ANCHOR STRAP CHECK: ~30° Horizontal Shear at Grade: 3/16"X3/4"X30" ~'~ SHEAR -- 981.858.1bf H.R. Flat Steep Allowable Shear resisted by two Base Anchor Straps: Consider 22,000 psi steel ~ 0' 177" ;s2ffteS"~t;;~le el Steel Area = 0.105 in2 \X Anchor Nails Therefore Allowable Shear = 4620 lb ~- 3 Member Column Allowable Shear resisted by 8 - Stainless Steel Nails: = 8(216)(1.6) = 2764 lb Allowable Withdrawal of Strap in Concrete: : (1.0 in)(0.75 in)(2)(2000 psi): 3000 lb SIDE WALL FOOTING: Allowable Soil Bearin~ Pressure:= 2000.psf Footing_Diameter := 18.in Footin~ Thickness = 8.in Footing_Diameter .~ mreaact := 4 P Arearcqd. Allowable_Soil_Bearing Pressure SIDE WALL FOOTING UPLIFT - INT ZONE: UPLIFT:=P^2.2'(~-(BW + SOW).BS UPLIFT = 2757.384.1b P = 3.083. ft : 0.75.ft ~ = 18.inJ~ d = 4.041 fl Areaact = 1.767fl2 Areareqd = 1.594ft2 d L041 fl. RI = 9.in R2: d.tan(.5236) + Ri R3 := R2 - RI Soil Volume Above Footinq V:= 1.~.d.(Ri2+R22+Rt.R2) 3 V - 52.397 ft3 Total Soil Weight Allowable Soil Weight:= 100.pcf TSW := V-Allowable_Soil Weight TSW = 5239.741.1b Buildinq Dead Load BDL:= (DL+ CL).BS.I(~) BDL = 750.1b Total Weiqht on Footinq TWF := TSW + BDL TWF = 5989.741.1b COLUMN TO FOOTING CONNECTION: NET_UPLIFT := UPLIFT - (0.6.BDL) NET UPLIFT = 2307.384.1b No. of Nails Required to Resist Uplift = NAILS = 12 + sow Page 11of 18 TRUSS TO COLUMN CONNECTION: ROOF LOAD Truss is saddled between outside members of column and bearing on center member with (2) 1/2" Diameter through Machine Bolts and (8) 20d R.S. Nails Connector_Load = 3114.2.1bf P:- Total Axial Center_Memberls "2x6" Areacentermcmbcr = 8.25.sqin UPL ,'F ,~ Bearing Shcss := (P Connector : oad) Connector_Load = 4332.8.1b BDL = 750.1b NETUPLIFT := UPLIFT - 0.6.BDL NET_UPLIFT 3511.759.1b Bearing_Stress = 95.248.psi UPLIFT = 3961.759.1b Page i2of 18 PURLINS: Purlin Size - "2 x 4 (No. 2 SPF)" Fb = 875.psi S 3.063. in3 I = 5.359. in4 E 1400000-psi Spacing := 23.in CreepFactor := 1.5 Roof sheeting load ....... Purlin dead load .......... SL := 0.9. psf PL = 1.l.psf Total .Loadstrcngth := (LL.cos(O) + SL + PL) Total Loads~ren? -- 17,938.psf Total Loadslre~ th. Spacing. BS- Sreq := Fb'Cr'Cd'CF Sreq = 1.671.in3 SIDE WALL NAILERS: Nailer_Size = "2 x 6 (2100 MSR)" Fb = 2100.psi S = 2.063. in3 l= 1.547. in4 E = 1800000.psi Spacing := 36.in Total Load := PCC42 Total Load :-21.636.psf Sreq = 1.417-in3 SP = 7.125 Fb'(;r'Cd' C1 Ctb Page 13ofA 8_~; ~5- SEISMIC DESIGN: Seismic Use Group := "I" Site_Class := "D" Spectral response acceleration @ short periods (Ss): Spectral response acceleration @ 1-second periods (S1): Site coefficient (fa): Site coefficient (fv): S~:qs := Fa'Ss Sills = 0.392 Ss := .245 S1 := .074 Fa = 1.6 Fv 2.4 Stol := F, St Sn., = 0.178 2 S : 0.261 SDS:= (~)' ,-ns SDS 2 S SD, := ('~)' illl SDi = 0.118 Seismic_Design_Category_Ss = "B" Seismic Design_Category_SI = "B" Note: Most severe category governs; therefore Seismic_Design Category = "B" DESIGN REQUIREMENTS FOR SEISMIC CATEGORY B WL := 12-psf W - 65842.816.1b Is building light-framed construction three stories or less in height? Response modification factor (R): R := 7 Occupancy importance factor (IE): lE := 1.0 Building Weight: W = 65842.816.lb SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS SAP = "APPLICABLE" LFC3less .= YES 1.2. SDS V~ := --.WI = 1941.993.1b R HEADER (Section C-S6): Span := 22.5.fl Left. Span := 0.Pt Utotal := (13psf + 4psf).BS-( 4;ft BS := 7.5.ft + lt~} = 3187.5.1bf pli,e := (17psf).BS/'48~ +lft =3187.5.1bf 2 P P P P R t BS = 7.5 tt t Span = 22.5 ft Header = "5 I/4 x 16 1/2 Glu-lam" Fb = 2400.psi S = 238.22.in3 Ct= I E = 1800000.psi Cd = 1.15 I = 1965.3.in4 Sel(Weight = 25.2.plf Door_Weight: 39-plf Camber: 0.38.in Allox~a ~le [',~ ~ l:b. Cr. Cd-S Allowable_Moment = 54790.6.fi.lbf Mrnax: 27968.906-~.1bf mmax Sreq :: 121.604 in3 C,.Cd-Fb Page 15of 18 Deflection_LimittotaI := 240 Allowable DeflectiontotaI := Span Deflection_LimittotaI Allowable DeflectiontotaI = 1.125. in Deflection Pointlive = 0.629. in Deflection_Pointdcad = 0.in Deflection Uniform = 0.I 57. in Total_Deflection := Deflection Pointli~e + Deflection_Pointdead + Deflection_Uniform - Camber Total Deflection = 0.406. Deflection ChecktotaI = "~ ]cadet nleets total deflection requiremct~,'' Deflection_Limitlive := 360 Allowable_Dellcctiunli~ c .= Span Deflection Limitlive Allowable Deflectionli~e = 0.75.in Live Deflection := Deflection_Pointlive Deflection_Pointliv¢: 0.629.in Deflection_Checklivc = "Header meets live load deflection requiremets" JAMB COLUMN CHECK: Column analysis with Roof Diaphragm; therefore, columns are considered as propped cantilevers. Columns in Interior Zone Full Wind, Full Dead, Full Live R = 7097.25.15 Axial Wind := Uplift. Lineal feetleW(BW2 + SOW) Axial Wind = 6895.313.1b PN := R Axial Wind PN = 201.937.15 w:= Wind. Lineal £eetlea w = 220,688-p1£ 6627.52 I. ftlb Mb = -3668.93.filb Column_Size = "3 - 2x8 Laminated Column" Id = 23.17 A = 32.62. in2 At = 32.62. in2 Fb = 1730.psi S = 39.42. in3 Ss = 26.28. in3 F~ = 825-psi I-c = 1650.psi Fo,-- 1650-psi ;.~: 32.625.in~ Fb.s = 1500.psi Ft ~ = 825.psi '"-ts = 21.75'ind INTERACTION_VALUE := (- PN )2 INTERACTION_VALUE -- 0.734 PN / 2 INTERACTION_VALUE := (As.~c. 1.6 ~ INTERACTION_VALUE -- 0.703 Page 17of18 LEFT JAMB EMBEDMENT: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d :: 4.fi S;:= 1600. psf hP:= Ma B =0.711fl 9 4.25.hP S3.B S3= 150-2' 1.33'd'(c~) d) Find(d S3) S3 COLUMN EMBEDMENT DEPTH: d = 4.631ft S3 = 1847.589. psf Soil Classification #4 d - 8in = 3.964fl. Page 18o[18 B~l~DIN~USE~maciime: slied BUILDING DESCRIPTION: WIDTH ..................................... LENGTH ................................... SIDE OVERHANG WIDTH ......... END OVERHANG WIDTH .......... GRADE TO HEEL HEIGHT ........ ROOF SLOPE .......................... BAY SPACING ......................... END BAY SPACING .................. BUILDING VOLUME .................. BV = 984]5 PEAK HEIGHT .......................... DESIGN LOADS: WIND SPEED ............................. EXPOSURE CATEGORY ............. ENCLOSURE CLASSIFICATION... WIND IMPORTANCE FACTOR ..... GROUND SNOW LOAD ............. SNOW EXPOSURE FACTOR .... SNOW IMPORTANCE FACTOR.. THERMAL FACTOR .................. ROOF SURFACE ..................... ~?.,.-,~20 mph EC:!-~!"B, En~ iC ~ENCLOSED, S~e :~ ~sLIPPERY" REFERENCED STANDARDS: SLOPED ROOF SNOW LOAD Ps := 0.7'Ce'Is'ps'Ct'Cs Ps = 12.6-psf MINIMUM ROOF LIVE LOAD Lr := 20.psf. RI.R2 Lr = 16,8'psf DESIGN LIVE LOAD ................... LL = 16.8.psf DEAD LOAD ............................... aElUNG LOAD ........................... ASCE 7-05 IBC 2006 NDS 2001 04-, Zo. O Page. 1of 18 WIND CALCULATION: W1 EH= 15.5 fi BW = 48 fi ~ WIND DESIGN COEFFICIENTS: ,. WIND DIRECTIONALITY FACTOR .................................................. 1~ := 0.85 3-SECOND GUST SPEED POWER LAW EXPONENT ..................... ~ = 7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER .... Zo = MEAN ROOF HEIGHT ................................................................... H = 19.527.fi HEIGHT ABOVE GROUND LEVEL (ASCE minimum) ....................... z = 30fi VELOCITY PRESSURE EXPOSURE COEFFICIENT ........................ r~z = 0.7 VELOCITY PRESSURE... q := 0.00256.Kz. Kd. V3s2.lw-pSf q = 16.904.psf EDGE STRIP WIDTH ....... ESW = 4.8 fi: END ZONE WIDTH .......... EZW = 9.6 fi INTERNAL PRESSURE COEFFICIENTS: GCpi.lN = -0.18 GCpi. OUT= 0.18 EXTERNAL PRESSURE COEFFICIENTS - CASE A - TRANSVERSE LOADING: END ZONES GCpf. A.iE = 0.78 GCpf. A.2E = -1.07 GCpf. A.3E = -0.673 GCp£A,4E = -0.618 GCp£A 5E = 0.78 GCp£A.6E = -0.618 INTERIOR ZONES GCp£A.1 = 0.516 GCp£^.2 = -0.69 GCp£A.3 = -0.469 GCp£A.4 = -0.4 ! 5 GCpt~A5 = -0.45 GCp£A.6 = -0.45 Page 2of 18 MWFRS DESIGN PRESSURES - CASE A - TRANSVERSE LOADING: END ZONES PA.IE.I := q'(GCpt~A. IE - GCpi. IN) PA. IE.1 PA,2E.I := q'(GCpEA.2E - GCpi.iN) PA.2E.I PA.3E.I TM q'(GCpi2A.3E- GCpi.lN) PA.3E.I PA.4E.1 := q'(GCp£A.4E- GCpi. IN) PA.4E.I PA.5E.I := q'(GCp£A.5E - GCpi.IN) PA.5E.1 PA.6E.I := q'(GCp£A.6E - GCpi. IN) PA.6E.I = 16.23.psf = -15.044.psf = -8.339. psf = -7.405.psf = 16.23.psf = -7.405-psf PA.IE.2 TM q'(GCpfiA.1E -- GCpi. OUT) PA,2E.2 := q'(GCp£A.2E -- GCpi.OUl) PA.3E.2 := q'(GCp£A.3E - GCpi.OUT) PA.4E.2 := q'(GCp£A.4E - GCpi. OUT) PA.SE.2 := q'(GCp£A.SE - GCpi.OUT) PA.6E.2 := q'(GCpf. A.6E -- GCpi.O'dT) INTERIOR ZONES PAll := q'(GCpf. A.l - GCpi,IN) PA.2.1 := q'(GCp£A.2 - GCpi.lN) PA.3.1 := q'(GCpf. A.3 - GCpi.lN) PA4.1 := q'(GCpf. A.4- GCpi. IN) PA.5.1 TM q'(GCp£A.5 - GCpi. IN) PA.6.1 := q'(GCp£A.6 - GCpi. IN) PA.I E,2 = 10.145.psf PA.2E.2 = -21.129.psf PA.3E.2 = --14.424-psf PA.4E.2 = -13.491 .psf PA.SE.2 = 10.145.psf PA.6E.2 = -13.491 .psf PA.l.l = 11.772.psf PA.2.1 = -8.621.psf PA.3. I = -4.877- psf PA.4,1 = -3.979. psf PA.5.1 = -4.564-psf PA.6A = -4.564. psf PA.I.2 TM q'(GCpf. A.1 - GCpi.olyr) PA.2.2 := q'(GCpf. A.2 - GCpi.OUT) P^.3.2 := q'(GCpi~^.3 - GCpi. OUT) PA.4.2 := q'(GCp£A.4 - GCpi. OUT) PA.$2 := q'(GCpf. A.5 - GCpi.OUT) PA.62 := q'(GCp£A6 - GCpi. OUT) PA.I.2 = 5.687. psf PA.2.2 = -14.706.psf PA.3.2 = -- 10.962. psf PA.4.2 = -- 10.064.psf PA.5.2 = --10.649.psf PA6.2 = --10.649.psf Page 3of18 EXTERNAL PRESSURE COEFFICIENTS - COMPONENTS AND CLADDING: GCpl = -0.9 GCp2 = -1.7 GCp3 = -2.6 GCp4 := -1.1 GCp5 := -1.4 COMPONENTS AND CLADDING DESIGN PRESSURES: PCCI.1 := q'(GCpI - GCpi. IN) PCC2.1 TM q'(GCp2 - GCpi. IN) PCC3~I := q'(GCp3 - GCpi.IN) PCC4.I := q'(GCp4 - GCpi. IN) PCCS.I := q'(acp5 - GCpi. IN) PCCI.2 := q'(GCpl - GCpi. OUT) PCC2.2 TM q'(GCp2 - GCpi.OUT) PCC3.2 := q'(GCp3 - GCpi. OUT) PCC4.2 := q'(GCp4 - GCpi. OUT) PCC5.2 := q'(GCp5 - GCpi.OUt) PCCL! = -12.171.psf PCC2.1 = -25.693.psf PCC3.1 = -40.906.psf PCC4.1 = -15.551.psf PCC5A = -20.622.psf Peel.2 = -18.256.psf PCC2.2 = -31.779.psf PCC3.2 = -46.992-psf PCC4.2 = -21.636-psf PCC5.2 = -26.708.psf Page 4of18 MAIN WINDFORCE-RESISTING SYSTEM: END ZONE HORIZONTAL LOADS PA.Ewall = 23.636-psf PA.Eroof = O.psf INTERIOR ZONE HORIZONTAL LOADS P^.wa~I = 15.751-psf PA.roof = 0.psf DIAPHRAGM PROPERTIES: ROOF Safety_Factor := 2.5 Duration_Factor := 1.33 ROOf Ma~ri~i! 01019 Hi'Rib Steel Ultimate_Shear ~ ~77~p f, f Ultimate Shear'~ Roof Allowable Shear := |. ~ -l.Durafion Factor - - ~, Safety_Factor J - Roof_Allowable_Shear = 94.164.plf WALL Safety_Factor := 2.5 Duration Factor := ].33 Wall Matefial~ 0.019 Hi-Rib steel Ultimate_Shear := 177.plf /'Ultimate Shear '~ Wall Allowable Shear:= |---------~----.1.Duration Factor - - ~, Safety_Factor J - Wall_Allowable_Shear = 94.164.plf Page 5of 18 END ZONE LOADING TO ROOF DIAPHRAGM: ~OE.wall := .375.EH.PA.Ewall (RS EL := ~0E.wall + ~OE,roof INTERIOR ZONE LOADING TO ROOF DIAPHRAGM: ~l.wall := -375'EH'pA.waiI RS ' 'P^,roof t~l.roof := ~' (OE.wall = 137.618.plf (~E. roof= 0.plf EL = 137.618.plf Wi.wall = 91.71 l-plf ~01,roof = 0.plf 1L = 91.711.plf 140 130 120 110 100 90 5235,4 3225.~ 1215.! - 794.] - 2804.1 - 4814.! [Zw WIND LOADING DIAGRAM 50 100 Building Length SHEAR DIAGRAM Building Length SHEAR TO ENDWALL SHEAR_TO END 1 = 5235.411 lbf Page 6of 18 ROOF: RW := BW + 2-SOW RW = 50ft Allowable_Diaphragm_Shear_Roof := Roof_Allowable_Shear. RW Allowable_Diaphragm_Shear_Roof = 4708.2 lbf Roof_Reinforcing_l := SHEAR_TO_END_I - Allowable_Diaphragm_Shear_Roof Roof_Reinforcing_l = 527.211 .lbf Roof_Reinforcing_l Reinforcing_Length_l := EL Reinforcing_Length_l = 3.831 ff END WALL #1: SHEAR TO END 1 = 5235.1bf Available-Siding ;= 27 fi Allowable End Wall I := Available_Siding. Wall_Allowable_Shear Allowable_End_Wall_l = 2542,4.1bf 7/16" OSB Shear wall ~i~wable_Shear := L~i 0!92:300~Pl f End_Wall_l_Reinf0rcing_Length := (SHEAR_TO END_I - Allowable_End_Wall_l) Allowable Shear End_Wall_l_Reinforcing_Length = 6.969ft END WALL #2: SHEAR TO END I = 5235-1bf Allowable End Wall 2 := Available_Siding. Wall_Allowable_Shear Allowable End Wall 2 = 4519.9.1bf 7/16" OSB shear ~all Allowable Shear;:--E4*0~92400~lf End_Wall_2_Reinforcing_Length := (SHEAR_TO_END_I -Allowable End Wall_2) Allowable_Shear End_Wall_2_Reinforcing_Length = 1.852 ft Page 7of 18 SIDE WALL COLUMN DESIGN CRITERIA - END ZONE: Column analysis with Roof Diaphragm; therefore, columns are considered as propped cantilevers. Check # 1 - 3/4 wind, 3/4 LL. Full DL ~ base IBW ) Axial Reduced Live := [(0.75.LL) + DL + CL].BS. + SOW Axial_Reduced_Live = 3112.5.1bf Axial_Wind_Reduced:= p^.2E.i-.75-Bs./B2W + SOW) Axial Wind Reduced =-2115.579-1bf P PN := Axial_Reduced_Live + Axial Wind Reduced ] . PNTM 996.921-lbf w_reduced := PA. lE.I'BS'.75 w_reduced = 91.296-plf M '- ('w-redu-?d'EH2~ Ma = 2751'176'ffib II Mb~TM . M' I S = 22.69. in3 Ss = 15.12-in3 Fc = 1750.psi Fc.s = 1750-psi Fb = 1900-psi Fb.s = t650.psi Ft = 900.psi Ft ~ = 900-psi At = 24.75'in2 &.s = 16.5'in2 INTERACTION_VALUE = 0.526 Page 8of 18 Check # 2 - 3/4 wind. 3/4 LL. Full DL (~ solice INTERACTION_VALUE = 0.504 Check # 3 - Full LL, Full DL Total_Axial = 3900.1bf ~TE~CTION VAL~ := ~Tota~Axial) - ( A.FIc. I.15) ~c~os_v~ = o.3ss Check # 4 - Full Wind, Full DL ~ base ...... ~ ..... 'l? ~.1 Axial_Deado.6 = 450-1b i~:win~:'~ ~^_~.,.Bs. + Axial Wind = -2820.772.1bf Pl~t := Axial~Deado.6 + Axial_Wind PNt = -2370.772.1b ~ At.Ft. 1 6 : S~Fb; l 6 Check ~ 5 - Full wind, Fu~l DL ~ splice ~C~O~V~ s = 0.711 Page 9of18 SIDE WALL EMBEDMENT - END ZONE: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d :~' 2~ii~ hP := Ma Given d2 = 4.25-hP S3.B S5 !~ 1600.psf B = 0.592t~ := Find(d, S3 COLUMN EMBEDMENT DEPTH: d = 4.041 ft S3 = 1612.464.psf Soil Classification #4 BASE ANCHOR STRAP CHECK: Horizontal Shear at Grade: SHEAR: 981.858-1bf 30o 3/16"X3/4"X30" ~'~ H.R. Flat Steel \ Allowable Shear resisted by two Base Anchor Straps: Consider 22,000 psi steel Steel Area = 0.105 in2 Therefore Allowable Shear = 4620 lb Allowable Shear resisted by 8 - Stainless Steel Nails: = 8(216)(1.6) = 2764 lb Allowable Withdrawal of Strap in Concrete: = (1.0 in)(0.75 in)(2)(2000 psi) = 3000 lb 0.177" x 2.25" Stainless Steel Anchor Nails 3 Member Column Page lOof 18 SIDE WALL FOOTING: Ali0wah ~ S0il B,'~h~: P~sUre :~ 2000 P := (13psf + DL + CL).BS.~BW + SOW/ = 3187.5.1b Foot ng~ :~ !~ifi Footing, Thickness = 8.in 2 Footing_Diameter .~ Areaact .- 4 P Areareqd := Allowable Soil Bearing_Pressure SIDE WALL FOOTING UPLIFT - INT ZONE: UPL1FT :=-PA.2.2-/B2W + SOW).BS UPLIFT = 2757.384-1b P (~ = 18.in~ d = 4.041 ft AXeaact = 1.767ft2 Area~eqd = 1.594ft2 d = 4.041 ff Rl = 9.in R2 := d.tan(.5236) + R1 R3:= R2-R~ Soil Volume Above Footinq V:= 1.'n.d.(R,2 + R22+ R,-R2) 3 V = 52.397fl3 Total Soil Weiqht Allowable Soil Weight := 100*pcf TSW := V.AIlowable Soil Weight TSW = 5239.741.1b Buildinq Dead Load BDL = 750-1b Total Weioht on Footinq TWF := TSW + BDL TWF = 5989.741.1b COLUMN TO FOOTING CONNECTION: NET_UPLIFT := UPLIFT - (0.6.BDL) NET_UPLIFT = 2307.384.Ib NO ~fN~i~RequiredtoResistUpliff= NAILS= 12 Page 11of18 TRUSS TO COLUMN CONNECTION: ROOF LOAD Truss is saddled between outside members of column and bearing on center member with (2) 1/2" Diameter through Machine Bolts and (8) 20d R.S. Nails Connector_Load = 3114.2.1bf P := Total_Axial Center_Member_Is = "2x6" Areacentermember = 8,25.sqin Bearing_Stress := UPLIFT (P - Connector_Load) Areacentermember Connector_Load = 4332.8.1b BDL = 750.1b NET_UPLIFT := UPLIFT - 0.6-BDL NET_UPLIFT = 3511.759.1b Bearing_Stress = 95.248:psi e~ x (.w w) UPLIFT := PA.2E,2' + SO .BS 2 UPLIFT = 3961.759.1b Page 12of 18 PURLINS: Purlin_Size = "2 x 4 (No. 2 SPF)" Fb = 875.psi S = 3.063.in3 I = 5.359.in4 E = 1400000.psi Creep_Factor := 1.5 Roof sheeting load ....... Purlin dead load .......... SL i= O~'~f PL = l.l-psf Total_Loads~n~th := (LL.cos(0) + SL + PL) Total_Loadstmn~th = 17.938.psf [.(Total-LoadsueT' Spacing'BS2).] Fb, Cr. Cd.CF Sreq = 1.671.in3 SIDE WALL NAILERS: Nailer_Size = "2 x 6 (2100 MSR)" Fb = 2100.psi S = 2.063.in3 1 = 1.547. in4 E = 1800000.psi Total_Load := Pcc4.2 Total_Load = -21.636.psf [ (-Total_Loa~.Spacing-B S2 Sreq := Fb. Cr. Cd. CF. Cfu Sreq = 1.417.in3 SP = 7.1251~ Page 13of 18 SEISMIC DESIGN: Site2C:l~-~ ?D, Spectral response acceleration @ short periods (Ss): Spectral response acceleration @ 1-second periods (Si): Site coefficient (fa): Site coefficient (fy): Sins := Fa'Ss Sins = 0.392 :~ ~074 1.6 2.4 Stol 2= Fv-S1 Seismic_Design_Category_Ss = "B" Seismic_Design_Category_S~ = "B" Note: Most severe category governs; therefore Seismic_Design_Category = "B" Stol = 0.178 SDS = 0.261 SDi = 0.118 DESIGN REQUIREMENTS FOR SEISMIC CATEGORY B WL:= 12.psf W = 83022.04-1b Is building light-framed construction three stories or less in height? Response modification factor (R): R :~ ? Occupancy impedance factor (IE): I£:~1.0 Building Weight: W = 83022.04.1b SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS SAP = "APPLICABLE" :LI~C31eSs :~iI!YEs!~ 1.2.SD$ Vl := -W~ = 2711.622-1b R 1.2. SDS Vt := .Wt = 1966.485.1b R Page 14of 18 HEADER (Section C-S6): :-- 22.5~fi Left~SPa~ ? 0.ff BS i-~ ~,fl Pto~ -~ {!3~i~,B$ ~+lnl ~3~1875,!bf P R P P Span = 22.5 ff P Header = "5 1/4 x 16 1/2 Glu-lam" Fb = 2400.psi S = 238.22-in3 Cr = I E = 1800000-psi Cd = 1.15 1 = 1965.3.in4 Self_Weight = 25.2.plf Door.Weight = 39.plf Camber = 0.38-in Allowable_Moment := IFb-Cr. Cd.S Allowable_Moment = 54790.6.ft.lbf Mrnax = 27968.906.ff.lbf Mmax Sreq := -- = 121.604.in3 Cr. Cd. Fb Page 15of18 De, fl~fi0h Limitt0~l !~240 Allowable_De flectiOntotta := Span Deflection_LimittotaI Allowable_DeflectiontotaI = 1.125-in Deflection_Poinhive = 0.629.in Deflection_Pointdeaa = 0.in Deflection_Uniform = 0.157. in Total_Deflection := Deflection_Pointlive + Deflection_Point,lead + Deflection_Uniform - Camber Total_Deflection = 0.406-in Deflection_ChecktotaI = "Header meets total deflection requiremets" Defi¢~6n-Limituve := 360 Allowable_Deflectionlive .~ Deflection_Limitliv, Altowable_Deflectionlive = 0.75-in Live_Deflection := Deflection_Pointlive Deflection_Pointlive = 0.629-in Deflection_Checklive = "Header meets live load deflection requiremets" Page 16of18 JAMB COLUMN CHECK: Column analysis with Roof Diaphragm; therefore, columns are considered as propped cantilevers. Columns in Interior Zone Full Wind, Full Dead, Full Live R = 7097.25-1b Axial_Wind:= Upliff. Lineal_feetlel,c(B2TM +SOW) Axial_Wind = 6895.313.lb PN := R - Axial_Wind PN TM 201.937-1b w := Wind-Lineal_feetleft w = 220.688-plf Ma = 6627.521-fflb Mb = -3668.93-ffib Column_Size = "3 - 2x8 Laminated Column" A = 32.62.in2 ,% = 32.62. in2 S = 39.42. in3 Ss = 26.28.in3 Fc = 1650-psi Fcs = 1650.psi Id = 23.17 Fb = 1730.psi Ft = 825.psi At = 32.625.in2 INTERACTION_VALUE := Ls'Fb'"6'L' INTERACTION VALUE:=(. [xAs. Flc. l.6 ) Fb.s = 1500-psi Ft, = 825.psi At.s = 21.75.in2 INTERACTION_VALUE = 0.734 INTERACTION_VALUE = 0.703 Page 17of18 LEFT JAMB EMBEDMENT: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d :=:4.R S3 := 1600.psf Given hP:=Ma B=0.711fi d2 = 4.25.hP SyB S3= 150'2'1.33'd'(c-~) Id) := Find(d, S3) S3 COLUMN EMBEDMENT DEPTH: d = 4.631fl S3 = 1847.589.psf Soil Classification ~ d - 8in = 3.964 f~ Page18of18 Dc SURVEY OF PROPERTY SITUATE CUTCHOOUE TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-83-03-9)~J' SCALE 1"--100' -~ -~' OCTOBER 1, 1999 NOVEMBER 17, 1999 RECONFIGURED RESERVE PARCEL OCTOBER 21, 2009 ADDED PROPOSED BUILDING TOTAL AREA = 594,144 sq. ff. 15,659 NO TE: THIS PROPERTY IS LOCATED IN ZONING USE DISTRICT: A-C (AGRICULTURAL CONSERVATION) CERTIFIED TO. COMMONWEALTH LAND LIEB VINES, LLC LIEB VINEYARDS, LLC TOWN OF SOUTNOLB TITLE INSURANCE COMPANY N,Y S Lic No 50467 Nathan Taft CorwIn III Land Surveyor PHONE (651)727-2090 Fox (651)727 1727 rq SURVEY OF PROPERTY SITUATE CUTCHOGUE IOWN OF SOUIHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-8.5-03-02 SCALE 1"--100' OCTOBER 1, 1999 NOVEMBER 17, 1999 RECONFIGURED RESERVE PARCEL OCTOBER 21, 2009 ADDED PROPOSED BUILDING OCTOBER 30, 2009 FINAL SURVEY ON METAL BUILDING TOTAL AREA 594,144 sq. ff. 1 2.639 c~c. NOTE' THIS PROPERTY lB LOCATED IN ZONING USE DISTRICT: A-C (AGRICULTURAL CONSERVATION) CERTIFIED TO. COMMONWEALTH LAND LIEB VINES, LLC LIEB VINEYARDS, LLC TOWN OF SOUTBOLD TITLE INSURANCE COMPANY THE EXISTENCE OF RIGHTS OF WAY AND/OR EASEMENTS OF RECOED, iF ANY, NOT SHOWN AR[ NOT GUARANTEED, Nathan Taft Corw,n III Land Surveyor PHONE (631)727-2090 Fox (631)727 1727 99-589, 4' ~ 20 / O MIE ACCEPTED, (SEE CONDITIONS ON IIESOLUIION) NOTE: The approved site development plan shall be v~lid for a period of fl~r~e (3) years f~om the date of approval as per code section 100-255. SURVEY OF PROPERTY SITUATE CUTCHOGUE TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-85-05-02,2 SCALE 1"--100' OCTOBER 1, 1999 NOVEMBER 17, 1999 RECONFIGURED RESERVE PARCEL OCTOBER 21, 2009 ADDED PROPOSED BUILDING OCTOBER 50, 2009 FINAL SURVEY ON METAL BUILDING TOTAL AREA = 594,144 sq. ff. 13.659 Dc. NOTE: THIS PROPERTY IS LOCATED IN ZONING USE DISTRICT: A-C (AGRICULTURAL CONSERVATION) CERTIFIED TO. COMMONWEALTH LAND TITLE NEB VINES, LLC LIEB VINEYARDS, LLC TOWN OF SOUTHOED INSURANCE COMPANY TOWN ~THOLD DATE /_ . Nathan Taft Corwmn III Land Surveyor PHONE (631)727-2090 OFFICES LOCATED AT Fox (531)727-1727 % % 7 SURVEY OF PROPERTY SITUA ~£ CUTCHOGUE TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C. TAX No. 1000-83-03-02.2, SCALE 1"--100' OCTOBER 1, 1999 NOVEMBER 17, 1999 RECONFIGURED RESERVE PARCEL OCTOBER 21, 2009 ADDED PROPOSED BUILDING OCTOBER 30, 2009 FINAL SURVEY ON METAL BUILDING TOTAL AREA 594,144 sq. ff. 13,639 ac. NOTE' THIS PROPERTY IS LOCATED IN ZONING USE DISTRICT: A-C (AGRICULTURAL CONSERVATION) CERTIFIED TO. COMMONWEALTH LAND LIEB VINES, LLC LIEB VINEYARDS, LLC TOWN OF SOUTHOLB TITLE INSURANCE COMPANY BY STANDARDS FOR TITLE SURVEYS AS ESTABLISHED NOTE: Tbe approved site devclopm~m pl~ sba~l be 'adid ~' a period of~ee (3) yc~s ~om ~ ~m of ap~v~ m ~ / ' ToLEN ~INGTHE ASSIGNEESINSTITUTIONQFLISTEDTHE LENDINGHEREON' INsTAND- CO~e 8~ctioR 100-255. /// TUTION CERTIFICATIONS ARE NOT TRANSFERABLE No, 50467 Nathan Taft Corw~n III Land Surveyor PHONE (631)727-2090 Fax (631)727 1727 OFFICES LOCATED AT MAILING ADDRESS DESIGN AND EXPLANATORY NOTES MORTON BUILDINGS GENERAL SPECIFICATIONS LAMINATED COLUMNS - NO, 1 OR BETFER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S COLUMNS USED IN MORTON BUILDINGS ARE PRESSURE TREATED BELOW GRADE TO A RETENTION OF .B POUNDS PER CUBIC FOOT WITH CHROMATED COPPER ARSENATE TYPE III, OXIDE IN CONFORMANCE WITH USEPA GUIDELINES AND AWPA STANDARD C28. THE TREATED PORTION OF THE COLUMN EMBEDDED IN GROUND SHALL BE LAMINATED WITH STAINLESS STEEL NAILS. FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG A MINIMUM DEPTH OF 4'-8" BELOW GRADE (SEE PLANS FOR DIAMETER AND DEPTH). COLUMNS WITH GALVANIZED SUPPORT STILTS ARE PLACED IN THE HOLE. CONCRETE (MINIMUM COMPRESSIVE STRENGTH 2500 PSI) IS POURED IN PLACE TO THE SPECIFIED THICKNESS (SEE PLANS FOR REQUIRED THICKNESS ABOVE AND BELOW THE COLUMN). THE COLUMN IS THEN BACKFILLED WITH SOIL AND COMPACTED AT B" INTERVALS OR BACKFILLED WITH CONCRETE (SEE PLANS). TREATED LUMBER - PRESSURE PRESERVATIVE TREATED LUMBER OTHER THAN LAMINATED COLUMNS ARE NO. 1 OR BETTER SOUTHERN YELLOW PINE AND CENTER MATCHED OR NOTCHED AND GROOVED, PRESSURE TREATED TO A NET RETENTION OF .4 POUNDS PER CUBIC FOOT WiTH A CODE AND INDUSTRY APPROVED PRESERVATIVE TREATMENT IN ACCORDANCE WITH AWPA USE CATEGORY UC4A. FRAMING LUMBER - SIDING NAILERS ARE 2x4 S4S OR 2x6 SPF NO, 2 OR BETFER SPACED APPROXIMATELY 36" O.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT TO COLUMNS. ROOF PURLINS ARE 2x4 S4S NO. 2 OR BETTER ON EDGE SPACED APPROXIMATELY 24" O.C. ALL OTHER FRAMING LUMBER IS NO. 2 OR BETTER. ROOF TRUSSES - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZED STEEL TRUSS PLATES AS REQUIRED AND KILN DRIED LUMBER AS SPECIFIED, IN PLANT QUALrTY CONTROL INSPECTION rs CONDUCTED UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU. TRUSSES ARE DESIGNED IN ACCORDANCE WITH CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. SIDINg PANELS (KYNAR 500 / HYLAR 5000) - 0.019" MIN., Gg0 GALVANIZED OR AZSB GALVALUME, WITH AN ADDITIONAL BAKED-ON KYNAR 500 / HYLAR 5000 FINISH WITH A NOMINAL 1 MIL. PAINT THICKNESS ON EXTERIOR. ROOFING PANELS (FLUOROFLEX 2000 *~) - 0.019" MIN. AZ55 GALVALUME WITH AN ADDITIONAL BAKED-ON THICKNESS POLYURETHANE PRIMER AND KYNAR B00 / HYLAR 5000 TOPCOAT WITH A TOTAL MINIMUM PAINT THICKNESS OF 2 MILS ON EXTERIOR. TRIM - DIE-FORMED TRIM OF 0.017" MIN., Gg0 GALVANIZED OR AZ55 GALVALUME STEEL ON GABLES, RIDGES, CORNERS, BASE WINDOWS, AND DOORS WITH SAME FINISH AS ROOFING OR SIDING PANELS~ GU'FfERS - 5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUTFER, KYNAR 500 / HYLAR 5000 FINISH TO MATCH TRIM, ON BOTH SIDES OF THE BUILDING. 2x4FK 10/09 SHEET INDEX SHEET# DESCRIPTION G1 OF G1 SPECIFICATIONS & SHEET INDEX S1 OF S11 COLUMN PLAN S2 OF S 11 TRUSS PLAN, TRUSS DRAWING, & DETAILS S3 OF S l I ELEVATIONS S4 OF S 11 SECTIONS & DETAILS S5 OF S 11 SECTIONS & DETAILS S6 OF S 11 SECTIONS & DETAILS S7 OF S I 1 SECTIONS & DETAILS S8 OF SI 1 SECTIONS & DETAILS S9 OF S11 DETAILS Sl0 OF S11 DETAILS S11 OF Sl 1 FASTENING SCHEDULE TYPICAL LUMBER SPECIFICATIONS - 2005 NDE SIZE DESCRIPTION BENDING VALUE Fb 2x4 NO.] &2$PF 1313PSI 2x4 2100f MSR SPF 2100 PSI 2x6 NO. 1 &2SPF 113BPSt 2x6 NO. I SYP 1650 PSi 2xB NO. I SYP 1.500 PSi 2x10 NO. I SYP 1300 PSi 2x12 NO. 1 SYP 1250 PSi ALL 1950t MSR SYP } 950 PSi 1 1/2"xl 6" LAMINATED VENEER LUMBER 2800 PSI 1.) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED AS PART OF THESE DRAWINGS. 2.)MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON SPECIFIC JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. 3.) MINIMUM LIVE ROOF LOAD DESIGNS FOR CONSTRUCTION, MAINTENANCE, REPAIR, AND OTHER TEMPORARY LOADS PER SECTION ]607.11.2 a.) ROOF PURLINS AND OTHER SECONDARY STRUCTURAL MEMBERS: 20 PSF b.) ROOF TRUSSES, HEADERS, COLUMNS AND OTHER PRIMARY STRUCTURAL MEMBER = 17 PSF C.) FOOTINGS = 13 PSF )DESIGNED FOR ROOF SNOW LOAD AND OTHER NON-TEMPORARY LOADS W/APPROVAL FROM BUILDING OFFICIAL. 4.)NO ONE MAY ALTER ANY ENGINEERING ITEM UNLESS ACTING UNDER THE DIRECTION OF THE LICENSED ENGINEER . BUILDING DESIGN CRITERIA BUILDING CODE 2007 NYBC USE GROUP U-AGRICULTURAL CONSTRUCTION TYPE FLOOR AREA (~' 3600 SQ '~T / BUILDING CATEGORY I MINIMUM LIVE ROOF LOAD DESIGN SEE NOTE #3 ROOF SNOW LOAD* 13 PSF GROUND SNOW LOAD 20 PSF WIND SPEED (Vss) 1120 MPH WIND IMPORTANCE FACTOR 0.77 EXPOSURE CATEGORY B INTERNAL PRESSU RE COEFFICIENT -+0,18 BUILDING DESIGN CONDITION ENCLOSED PEAK HEIGHT 23.5 FT BUILDING VOLUME 70296 CU FT WIND LOAD DESIGN ASCE 7 METHOD 2 ZONE I E 16.23 PSF 0.2 S ZONE 2E -21.13 PSF ACC ZONE 3E -14.42 PSF ZONE 4E -T 3,49 PSF ACC ZONE 5E 13,35 PSF MAIN WlNDFORCE RESISTINg SYSTEM SEISA iALL FORCES ACT NORMAL TO THE SURFACE) ZONE 6E -10.31 PSF BUll[ FOR ZONES SEE MWFRS ON ELEVATIONS PAGE} ZONE 1 11.77 PSF MAXIMUM VALUE SHOWN} SITE ZONE 2 -14.71 PSF BASI( ZONB 3 -10.96 PSF SEIS~, ZONE 4 -10.06 PSF RESP ZONE 5 9.80 PSF ANA ZONE 6 -7.9B PSF SEJS~ ZONE 1 11.49, -18.26 PSF J EELS8 COMPONENT & CLADDING WIND LOADS ZONE 2 11.49, -3} .78 PSF (LON (ALL FORCES ACT NORMAL TO THE SURFACE) ZONE 3 11,49, -46.99 PSF WIN E (FOR ZONES SEE ELEVAT!ONS) ZONE 4 ]9.95, -21.64 PSF WINI ZONE 5 19.95, -26.71 PSF MAX USL' ' VV!THOUT )i!RTIF tA' '! OF 0CC,,,,,, * ROOF SNOW LOAD CALCULATIONS Ps = 0.7xCexlxPgxCtxCs Ce = SNOW EXPOSURE FACTOR = 1,0 I = IMPORTANCE FACTOR = 0.8 Pg = GROUND SNOW LOAD = 20 PSF Ct = THERMAL FACTOR = }.2 CS = ROOF SLOPE FACTOR = 0.94 Ps = 0.7xl.0x0.SxS0x1.2x0.94=12.6PSF EARTHQUAKE DESIGN DATA TABLE 0.2 SEC SPECTRAL RESPONSE ACCELERATION (Ss] 0.24g 1.0 SEC SPECTRAL RESPONSE ACCELERATION (S~) 0.07g SEISMIC DESIGN CATEGORY BUILDING CATEGORY (TABLE 1604.5) I SITE CLASS D BASIC STRUCTURAL SYSTEM AND B23 LIGHT FRAMED WALLS WITH SEISMIC-RESISTING SYSTEM SHEAR PANELS RESPONSE MODIFICATION FACTOR (Ri 7 ANALYSIS PROCEDURE SIMPLIFIED ANALYTICAL PROCEDURE SEISMIC DESIGN BASE SHEAR (TRANSVERSE) 1950 LBS SEISMIC DESIGN BASE SHEAR LONGITUDINAL) 1700 LBS WIND DESIGN BASE SHEAR (TRANSVERSE) 10270 LBS /, .... WIND DESIGN BASE SHEAR (LONGITUDINAL) 6100 LBS MAX. DESIGN ELEVATION 1000 FT gNDERWRITER OERTIFIGAT · ....., ,,, RETAIN STORM WATER RUNOFF PURSUANT TO CHAPTER 238 ALL CO !?TRUCTiO,, ' ",,ALL q, UrREL', ' ;? THE I HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR THIS BUILDING WAS PREPARED BY ME O DIRECT SUPERVISION AND THAT I AM LICENSED/REGISTERED PROFESSIOI MICHAEL L. DATE: C AS, n II I III.T: DA TE: 12/08/09 DA TE: 12/10/09 REVISED DATE.. -- REVISED DA TE: -- REVISED DATE; --- REVISED DATE: .... I SCALE: AS NOTED SHEE~ NO. G1o G1 b 7'-4 1/2" 7'-6I' ~ 7'-6" 7'-6" c~ 7'-6" e0 7'-6" 7'-6" ,,o 7'-6" m ,a ~ I I--0'I VENTED SIDEWALL OVERHANGS 1'--0" NON'VENTED ENDWALL OVERHANGS I I I I I I I -I- I I r --I ]-- I [ --~ 47'9" 47'-9" o ¢> o 39'-10 1/2" ~ -- ] ~16"R 16"R) -- 39'-10 1/2" I~'R~ . 34'-1 1/2" [ 31'-101/2" ' -- 15'-10 ~/2" ~ ~ ~ 1 ~"~ I 16"R ) ]~I-7 1/2'J 7~'10 1/2'' -- ~ I~"R 1~"~ ~ 7'-10 1/2" o,-o,, I I- - I I- I I ~S6~ I ~ 9 ~ o ~ o ~ _i COLUMN PLAN COLUMN PLAN LEGEND a - 3-2x6 LAMINATED COLUMN LOCATION B - 3-2x8 LAMINATED COLUMN LOCATION · - HEADERED TRUSS LOCATION [] - 3068PLAIN FLATLEAFFIBERSTEELWALKDOOR(S),OUTSWING, LEFT HINGE WITH LOCKSET & CLOSER 21 '-0" x i 4'-0" DOUBLE SLIDING TWIN PANEL ALUMASTEEL END DOOR(S) 22'-6" x 14'-0" DOUBLE SLIDING TWIN PANEL ALUMAETEEL SIDE DOOR(S} 81M BASE ANCHORS (B) 3065 SKYLITE(S) (VERIFY LOCATION) (1) 3'-6" X 3'-6" CUPOLA WITH "M" 30" WEATHERVANE NON-FUNCTIONAL SIDE AND END STEEL FASTENED WITH STAINLESS STEEL SCREWS ROOF STEEL FASTENED WITH ZINC PLATED SCREWS ~ - 7/16"OSBSHEARWALL LOCATION (SEE DETAILS SHEETS10 OFSll) 16"R - 16" DIAMETER FOOTING WITH 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 218M STILT (9"_+). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. 18"R - 18' DIAMETER FOOTING WITH 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 218M STILT {9":[;). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN iN ONE OPERATION, 30"R- 24" DIAMETER FOOTING WITH 13"THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 230M STILT (9"-+). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. ROUGH OPENING SCHEDULE UNIT SYMBOL FROM LEGEND [] WIDTH HEIGHT 38 1/4" 81" 2~ 8* SCALE: ~ I 41 16' CUTCH GOUGE, NY JOB NO. 128-0839 CD 7 U 'DRAWH BY: BISHOP DA TE.' 12/08/09 CHECKED 81 ~M DA TE: 12/10/09 REVISED DA TE: .-- REVISED DAIE: ---- REVISED DATE --- ,REVISED DA TE: .... I?. SCALE; AS NOTED o,:S1 TRUSS LOCATION DIMENSIONS ED ~ '¢ ~ ~ ~ T-6" T-6" 7'-6" ~ T-6" ~a 7'-4 1/2" I I~> <~ j............. ¥ ............... ¥ .............. ¥ .......... ~ ~ ~ ~ ~ ~ TRUSS/BRACING PLAN LEGEND - 48' 2090 R.C. TRUSSES @ 7'-6" O.C. - 48' END RAFTER ASSEMBLY - 2x4 TRUSS TIES @ 4'-0" O.C. - 2x6 DIAGONAL END BRACES @ 8'-0" O.C. (TO EXTEND TO FIRST TRUSS IN FROM ENDWALL) TRUSS/BRACING PLAN SCALE: ~r~ I TOE NAIL OVERHANG RAFTER TO OVERHANG NAILER WiTH (1) 16d R.S. NAIL EACH SIDE OVERHANG FRAME ~ ?/~ -- 1~ ~ 48' 2x10 (NCkl SYP) 2x6 OVERHANG NAILER ~ END RAFTER A~SEMBLY 3-2x6 CORNER COLUMN DETAIL A SCALE: 1 1/2"-- 1'-0" 48'-2x10 (NO.1 SYP) ~ ~ NAILS PER CONNECTION 2x6 END COLUMN EXTENSION OR UPRIGHT ASSEMBLY NAILED TO END RAFTER ASSEMBLY AS SHOWN AND TO EACH INTERSECTING WEB. FASTEN TO HEADER AND FRAMING MEMBER WITH (2} 16d R.S. NAILS INTO EACH END COLUMN EXTENSION MEMBER OR UPRIGHT, DETAIL B SCALE: 11/2" = 1'-0" 9-3-0 ~]/~ CENTER 2X4 SYP WEB STIFFENER ON TRUSS WEB & NAIL WiTH 3 1/2" HDGR.S. GUNOR 16d R.S. NAILS WITHIN 4" OF END & 6" O.C., STAGGERED 2x4 WEB STIFFENER SECTION A SCALE: 1 1/2"= I'-0" STIFFENERS 3.953 TRUSS SPACING T-6" O.C. LIVE LOAD 17 PSF DEAD LOAD 4 PSF CEILING LOAD PSF TOTAL LOAD 21 PSF 4.042 47- 9- 0 48' R.C. 2090 TRUSS SCALE: 3/8"= CUTCHOGUE, NY n n O 7 II I I II I DA TE: 12/08/09 CHECKED BY. RM DA TE: 12/10/09 ~EVISED DARE: __ ~EVISED DATE: .... .REVISED DA TE: .... SCALE; AS NOTED SHEET NO, · [ S2o~S11 4.E' WIDE [ZONE 2 & 3} (ZONE 3) {ZONE 2) (ZONE 3] 37'-6" 4.8' WIDE J(ZONE 2 & 3) 4.8' WIDE 4.8' WIDE IZONEEI EAST ELEVATION ~ZONE3~ 4.8' WIDE (ZONES 2 & 3) '1 4.8' WrDE (ZONE 2 & 3] 'i DESIGN AND EXPLANATORY NOTES I .)EXTERIOR DOOR AND WINDOW LOCATIONS ARE TAKEN FROM THE EXTERIOR FACE OF THE NAILERS AND ARE TO THE CENTER OF THE DOOR AND WINDOW UNITS. VERIFY ALL DOOR, WINDOW, SKYLIGHT AND SIDELIGHT LOCATIONS WITH THE OWNER. 4.8' WIDE (ZONES 2 & 3] TRIM (ZONE2&3) i 4~~ ~ i"(:!i"?!! :i!i((:~i ':E:" :':":::i'::::'"; · I 3E.4' WIDE (ZONE 4, * I' IZONE 5) NORTH ELEVATION (ZONEEI (ZONE 2 & 3) (ZONE 3) 4E 4 6~6E Reference Corner (ZONE 2} -- (ZONE 3} -- ,I I. t 4,8' WIDE (ZONE 5} 24'-0" 38.4' WJDE (ZONE 4] 4.8' WIDE [ZONE 5) b ~ SOUTH ELEVATION .~TION AL CUPOLA 4,8' WIDE (ZONE 2 & 3} 4.8' WIDE 4.8' WIDE ,~ l (ZONE 5) 26'-3" 45'-3" (ZONE 5] '-6", ~, ~ : - O ~ 'WEST ELEVATION [o HI-RIB STEEL SIDING ~NER TRIM WAINSCOT ;TEEL SIDING CORNER TRIM tAINSCOT CUTCHOGUE, NY 7 ~D~AWN 8%' BISHOP DA TE: 12/08/09 CHECKED DY: RM DA TE: 12/10/09 ~EVISED DALE,' ____ ~EVISED DATE: -~- PEVISED DATE; __ ~£VISED D_A..~.~: ---- · SCALE: AS NOTED SHEET NO. · · S3o~Sl 1 · (~) FLUOROFLEX HI-RIB STEEL ~)~) 2x4 PURLINS @ (NO. 2 SPF) HEADLOX 0.19'x 6" FLATHEAD LAG SCREW 2x4 BEV. PURLIN WIRE MESH 2x6 BEV. FASCIA $" O~G, GUTTERS T# 144 & 146 FASCIA TRIM HI-RIB/ 2,'(60VERH, ~) (2) 1/2"xB I/2" M. BOLTS & (B) 20d R.S, NAILS 48' 2090 R.C~ TRUSS ~ KYNAR HI-RIB STEEL GRADE TO HEEL ( 3 ) ROWS 2x6 NAILERS (2100 MSR SPF) ~ LAMINATED COLUMN 2x2 VERTICAL BLOCKING AT COLUMN LOCATION T# 167 TRANSITION TRIM 2x6 NOTCHED NAILER ~] KYNAR HI-RIB STEEL WAINSCOT 7/16" OSB PROTECTIVE LINER ~ T#167 BASE TRIM ( ] ) ROW 2x8 TREATED SPLASHBOARD 18" LOWEST MEMBER CUT-OFF ~-~ FINISH GRADE CONCRETE FLOOR 4' 81M BASE ANCHOR ~) MINIMUM COMPACTED GRANULAR BASE 18"¢ 218M (14 GA.) COLUMN STILT ~) 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 2IBM STILT PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION· SIDEWALL SECTION A SCALE: 1/2" = 1 '-0" TRUSS IN COLUMN SADDLE LAMINATED COLUMN STILT ISOMETRIC DESIGN AND EXPLANATORY NOTES I .) O THE PRECEDING SYMBOL IDENTIFIES ITEMS THROUGHOUT THE PLANS THAT ARE NOT PROVIDED BY MORTON BUILDINGS, INC, OR MORTON BUILDINGS' SUBCONTRACTORS AND ARE THE OWNER'S RESPONSIBILITY. FOOTINGS ARE DESIGNED FOR A 2000 PSF SOIL BEARING CAPACITY. LOCAL CONDITIONS MAY REQUIRE MODIFICATIONS. 3.) CONCRETE FLOOR NOTES: a, 3500 PSI, B 1/2 BAG MIX CONCRETE b. SLOPE GRADE AWAY FROM BUrLDING @ 1" PER FOOT FOR A MINIMUM DISTANCE OF 10' PLUS OVERHANG WIDTH c. A VAPOR RETARDER IS NOT MANDATED PER IBC SECTION 1910 EXCEPTION 3. UNLESS THE FLOOR WiLL BE COVERED BY MOISTURE SENSITIVE FLOORING MATERIALS OR IMPERMEABLE FLOOR COATINGS OR WHERE THE FLOOR WILL BE IN CONTACT WITH ANY MOISTURE SENSITIVE EQUIPMENT OR PRODUCT d, CONTRACTION JOINTS UNIFORMLY SPACED lB' C.C. OR LESS EXTERIOR ,, , NAIL KEY ~, 0.148 x4' {20d)NAILS J 10'131" x 3 1/2" HOT DIPPED GALVANIZED (HDG} RING SHANK NAILS 3-2x6 COLUMN SPLICE FASTENING DETAIL ¢CALE: 1/2"= 1'-0" COLUMN 1/4"xl 1/4"x14 GA. SUPPORT ANGLE FASTENED TO COLUMN AT EACH (CORNER WITH (3] ,J48I'(~ x 2" ~TAINLESS NAILS, (12 TOTAL NAILS F~ER COLUMN) ;HANNEL WITH 1/4" PLATED FRIVET TO SUPPORT ANGLE STILT INSTALLATION 1 . INSTALL PRESSURE TREATED LOWER COLUMN WITH STILT IN THE AUGERED HOLE. 9~. POUR 9" MINIMUM THICKNESS OF READEMIX CONCRETE INTO THE HOLE AS SPECIFIED. 3k BACKFILL AND COMPACT THE ANNULAR SPACE AROUND THE COLUMN TO GRADE WITH SOIL AUGURED FROM THE SITE. _m3/16"x3/4"x30" H,R. FLAT STEEL 0.177"x2.25" STAINLESS STEEL ANCHOR NAILS PER STRAP · BUILDING COLUMN 81M BASE ANCHOR FASTENING DETAIL SCALE: 1 1/2"= 1'-0" CUTCHOGU~E, NY 7 II I ~"DRAWNB~' BISHOP · DATE: 12/08/09 CHECKED B) RM DATE: 12/10/09 REVISED DATE: --- REVISED DATE; --- REVISED DATE' ---- REVISED DA TE; -- SCALE: AS NOTED '~ J SHEET NO. S4GE S11 GABLE PURLIN FLASHING T# 16 GABLE TRIM 2x6 FASCIA T# 194 TRIM HI-RIB/SOFFIT CAP TRIM 48'- 2x10 (NO.1 SYP) END RAFTER ASSEMBLY KYNAR HI-RIB STEEL 2x6 ADDITIONAL NAILER GRADE TO HEEL 18" LOWEST MEMBER CUT-OFF FINISH GRADE FLOUROFLEX HI-RIB STEEL 2x4 PURLINS @ 23" D.C. ~]~ (NO. 2 SPF) --~ 2x4 TRUSS TIE (14 GA.) COLUMN STILT 'FHrCK MINIMUM READI-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READi-MIX TO TOP OF 218M STILT (9'B:) . PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. :4) 0,I 35" x 2 1/4" R.W. NAILS OR 16d R.S. NAILS ( 1 ) 20d R.S, NAIL THROUGH STRAP & INTO BRACE 2' END BRACE STRAP W/PRE-PUNCHED HOLES (BEND TO FIT) FASTENED W/ (3) 0.140 x 1 1/2" R.S. NAILS 2x6 DIAGONAL BRACING FASTENED TO COLUMN Wi(4) 16d R.S. NAILS 48' 2090 R.C. TRUSS 60d R.S. NAIL LOWER TRUSS CHORD (1) #9x1" TRU-GRIP SCREWS ON PEAK SIDE AND (2) ON EAVE SIDE IN HOLES SHOWN. (JOJ~T MUST BE TigHT BEFORE FASTENINg CLIPS) o. GALVANIZED PURLIN CONNECTOR 2x4 TRUSS TIE DETAIL ADDITIONAL 2x6 NAILER 2x4 TRUSS TIE TO ENDWALL DETAIL n O 7 ~DRAWNBY; ~ISHOP · DA TE: 12/08/09 CHECKED B~ RM DA TE: 12/10/09 REVISED DATE: REVISED DATE: .... REVISED DATE: --- ENDWALL SECTION B SCALE: 1/2"= 1'-0" ISCALE; AS NOTED S5o~ S11 14'-0" GRADE TO BOITOM OF TRACK GIRT DESIGN AND EXPLANATORY NOTES } DOOR HEIGHT HEELHErOHT JAMB COLUMN CUT OFF HT. lB ABOVE HEEL HEIGHT. / CUT COLUMN - - Fi~RAIL SEAM HANGER TO COLUMN 51MTRACK ~TiE]~)Ei 1(~0 ~L~U~R2ANXDBE ~i NAILS I 2×3,,AMS ISE¥OND: / /4"x16 1/2" GLU-LAM HEADER (2400 Fb) fy: BISHOP -- 2)(8 GIRT (NO. 1 SYP] NAIL 2x8 GIRT TO BEAM WITH 20d GUN NAILS @ 4" O.C. STAGGERED DA I'E: 12/08/09 CHECKED BY: RM DA'~E: 12/]0/09 TRUSS 1/2"xl 2" LAGS (12) 20d R.S. NAILS ~EVISED DATE: REVISED DA TJ HANGER -- FASTEN 340L TRUSS HANGER TO TRUSS WITH (1) 1/2"x2 1/2" M. BOLT & (14) T 1/2" R.S. NAILS (PLACE NAILS IN ALL HOLES PROVIDED). TRUSS HANGER ISOMETRIC DETAIL (5 1/4"xl 6 7/2" GLU-LAM HEADER WITH 340L TRUSS HANGER) 2x3 JA OUTSIDE VIEW *NOTE: VIEWS ARE SHOWN WITH 1'-0" OVERHANGS 5 1/4" GLU-LAM JAMB DETAILS I' SCALE: AS NOTED SHEET NO. · S6 o,': S1 3-2x8 LAMINATED JAMB COLUMN WITH LAMINATE (BEYOND) 8-2x8 LAMINATED COLUMN WITH LAMINATE VERTICAL "1" RAIL LATCH HANDLE 47E A/S LATCH STRIKE PLATE HORIZ( INTERMEDIATE "1" RAILS JAMB DETAIL GRADE CENTER DOOR GUIDE 148 A/S DOOR GUIDE HAS A BUILT-IN STOP FOR ALUMASTEEL DOORS SO STUB COLUMN MUST BE EXACTLY CENTERED IN DOOR OPENING DOOR GUIDE DETAILS HORIZO INTERMEDIATE RAIL RAIL THICKNESS CHART STANDARD HEAVY WEB I FLANGE WEB FLANGE WEB FLANGE WEB FLANGE ,070" ,090" .060" .OBO" .090" .150" ,060" ,130" DOUBLE TOP "D" RAIL ( 16 GUAGE) / HORIZONTAL "1" S.S. RArL / (0.06" WEB, 0.13" FLANGE) HORIZONTAL "1" INTERMEDIATE RAIL [0.06" WEB, 0.13" FLANGE) ~ VERTrCAL "1" RAILS (0.09" WEB, 0.15" FLANGE) 18E LATCH ~ROD VERTICAL "1" (0.09" WEB, 0.18" FLANGE) LATCH HANDL DOU8L {16 GUAGE) 22'-6" x 14' DOUBLE SLIDING DOOR FRAME {TWIN PANEL) VERTICAL "1II RAIL -- 1264 8" HOOt( INSTRUCTIONS T, SCREW NUT ONTO HOOK. 2. SCREW HOOK INTO LATCH BODY. TRACK gIRT O I ]lSHOP DA TE: 12/08/09 CHECKED 8 RM DA TE: 12/10/09 REVISED DATE: REt/ISED DA 13E LATCH ROD -- LATCH ROD 1265 JAMB LATCH DETAIL LATCH HANDLE 'Z, - tt .- ocl I $CAL~AS NOTED SHEET NO, 7oES1 1 RAIL THICKNESS CHART STANDARD HEAVY J VERTICAL HORIZONTAL VERTICAL I HORIZONTAL J FLANGE WEB FLANGE WEB FLANGE KYNAR HI-RIB STEEL 2x6 UPRIGHT 2xl 0 TRACK GIRT T#71 TRACK COVER ,51M TRACK Bx4 TRACK BLOCK 1 1/2'x2" BLOCK &T#74 14'0" TO GRADE LATCH 2X3 JAMB (BEYOND; ~, BOTTOM 2' TREATED) {B) W/2X6xT' TREATED SPLICE STIFFENER (BEYOND) SLIDING DOOR HEADER SECTION D SCALE; 1": l'-a" 3-2x6 LAMINATED JAMB COLUMN (BEYOND) DOUBLE TOP "D" RAIL UII (16 GUAGE) '~ IIll HORIZONTAIL "1" S.S. RAIL VERTICAL (0.06" WEB, 0.08" FLANGE) (0.09" WEB, 0.1B" FLANGE) INTERMIEDIATE RAIL (0.06" WEB, 0.08" FLANGE) < TRACI uJ TO G LU LU VERTICAL "1" RAILS (0.09" WEB, 0.1B" FLANGE) 13E LATCH ROD x,~ LATCH HANDLE ~ GRADE ~ADE 21' x 14' D1OUBLE SLIDING DOOR FRAME (TWIN PANEL) OFFI~CHOGUE, NY I I I 7 DATE: 12/08/09 CHECKED BY: RM DATE: 12/10/09 SCALE: AS NOTED SHEET NO, S8o~Sl 2x4 PURLINS 4.8' WIDE (ZONE 2 & 3) 48' WIDE BUILDING PURLIN LAYOUT SCALE: 1/2"= 1'-0'~' 4.8' WIDE (ZONE 2 & 3} 2x4 PURLIN HEADLOK .19"x6.0" FLATHEAD LAG SCREW (ICC-ES REPORT ESRq 078) (1) #9x1" TRU-GRIP SCREW ON PEAK SIDE AND · (2) #9xT" TRU-GRIP SCREWS ON EAVE SIDE OF PURLIN IN HOLES SHOWN (JOINT MUST BE TIGHT BEFORE FASTENING CLIPS 2x4 BUTTED PURLIN DETAIL (PURLIN CONNECTED WITH 6" HEADLOK FLATHEAD LAG SCREW) SCALE: 1 1/2"= 1'-0" 4.8' WIDE (ZONE 2 & 3) O- INDICATES PURLINS TO BE FASTENED w/HEADLOK ,19" x 6.0" FLATHEAD LAG SCREW. 4.8' WIDE (ZONE 2 & 3) 2x4 PURLINS @ - INDICATES PURLINS TO BE FASTENED w/HEADLOK .19" x 6.0" FLATHEAD LAG SCREW, ALL OTHER PURLINS TO BE FASTENED w/60d R.S. NAIL 48' WiDE BUILDING PURLIN LAYOUT SCALE: 1/2" = 1'-0" 20 GA. GALVANIZED PURLIN CONNECTOR 60d R.S. NAIL (1) #9x1" TRU-GRIP SCREW ON PEAK SIDE AND -- [2) #9xl" TRU-GRIP SCREWS ON EAVE SIDE OF PURLIN IN HOLES SHOWN (~OINT MUST BE TIGHT BEFORE FASTENING CLIPS k. GALVANIZED (~) PURLIN CONNECTOR 2x4 BUTTED PURLIN DETAIL (PURLIN CONNECTED WITH 60D R.S. NAIL} SCALE: 1 1/2"= 1'-0" IJ~iICA~'128-0839 CUTCHOGUE, N~Y _ II I II I 7 DRA WN 8~' BISHOP DATE: 12/08/09 CHECKED BY: RM DATE,' 12/10/09 ~EVISED DATE' .... REVISED DA T~ .... · SCALE; AS NOTED SHEET NO. · S9oFSll ./ CUPOLA ROOF CUPOLA SIDE (~ FRAME BASE FRAME T#167 B CUPOLA SUPPORT ~ BEVELED BASE BLOCK~ ;UPOLA BLOCKS LAMINATED COLUMN 2x6 NAILERS ' LAMINATED COLUMN OSB SHEARWALL DETAIL SCALE: 1/2": lU0'' CUPOLA BASE TRIM -- KYN 2x4 PURLINS LOWER CHORD OF END RAFTER ASSEMBLY TOP CHORD OF END RAFTER ASSEMBLY i[ POLA 2X6 NAILERS :~:-' ='~ ~) = =m= ~'~ ~I~ ~'J ~'= ~ -:' m 2X6 VERTICAL BLOCKS @ 1'-0" - -- COLUMN BETWEEN NAILERS COIL GUN NAILS SPACED 6" O.C, EXTRA NAILERS ADDEE BETWEEN STD. NAILERS (MAX. SPACE TO B~E 24") OSB NAILED TO INTERMEDIATE ................ SUPPORTS W/1-3/4" RINg SHANK COIL GUN NAILS SPACED 6" C.C. PEAK PURLIN ~ TRUSS COLUMN AMING CLIP 2x4 CUPOLA BLOCKS 39Q FRAMING CLIP~ (IF PROTECTIVE LINER IS iNCLUDED) 2x8 TREATED BASEBOARD CUPOLA FRAMING DETAILS SCALE: 1"= 1'-0" 7/1 6" OSB SHEARWALL ELEVATION SCALE: 1/2"= 1~-0'' 28-0839 -1 CUTCHOGUE, NY mil mil 7 mil I mmm~ mmm ~RA WN BY: SHOP DATE: 12/08/09 CHECKED BY. RM DATE: 12/10/09 EVISED DATE' ---- REVISED DATE' - _4 REVISED DATE,' .Il- o(J ISCALE: AS NOTED SHEET NO. Sl0o#Sl ROOF STRUCTURE FASTENING SCHEDULE (]) VENT-A-RIDGE TO BASE TRIM #9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS @ 8" o,c, ~) RIDGE BASE TRIM TO 2x4 PURLINS #9 x 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1 '-0" o.¢,) (~) HI-RIB STEEL TO 2X4 PURLINS #9 x 2" ZINC PLATED RUBBER WASHER PANHEAD INTERINAL DR~VE SCREWS AT EVERY HI-RIB (1 '-0" o.¢.} ® 2O ga. GALVANIZED PURLIN CONNECTORS #9 x 1" TRU-GRIP SCREWS (]) 2x4 PURLINS TO TRUSS (INTERIOR ZONES) 0.200" x 6'~ (60d) RING SHANK NAILS IN PRE-DRrLLED HOLE (~) 2x4 PURLINS TO TRUSS (EXTERIOR ZONES) HEADLOK .19"x6.0" FLATHEAD LAG SCREW IN PRE-DRILLED HOLE (~ 48'STRAIGHTCHORDTRUSSTOCOLUMN (2) 1/2"x5 1/2"M.BOLTS & (8] 0.177"x4"(20d) RING SHANK NAILS WALL FRAMING FASTENING SCHEDULE COLUMN STILT (14 GA.) TO COLUMN (12) 0.148" x 2" (6d) STAINLESS STEEL RING SHANK NAILS 81M BASE ANCHOR TO COLUMN 0.177" x 2-1/2" STAINLESS STEEL NAILS (4) PER ANCHOR 2x8 SPLASHBOARD TO COLUMN (4) 0,177" x 4" (20d) STAINLESS STEEL RING SHANK NAILS @ SPLICE/(6) 0.177" x 4" (20d} RING SHANK NAILS @ STANDARD CONNECTION 2x6 NOTCHED NAILER TO COLUMN (4} 0.148" x 3-1/2" (16d) NAILS @ SPLICE/(3) 0.14B"x 3-11/2" (16d) NAILS @ STANDARD CONNECTION 7/I 6" OSB TO SPLASHBOARD & NOTCHED NAILER 0.099" x 1-1/4" ASBESTOS SIDING NAILS 2x6 NAILER TO COLUMN (4) 0.148" x 3-1/2" (16d) RING SHANK NAILS @ SPLICE/ ('6] 0.148" x 3-1/2" (16d} RING SHANK NAILS @ STANDARD CONNECTION END RAFTER ASSEMBLY TO 2x6 END COLUMN EXTENSIONS (4) 0.177" x 4" (20d) RING SHANK NAILS 2x4 PURLIN TO END RAFTER ASSEMBLY HEADLOK .I 9"x6.0" FLATHEAD LAG SCREW IN PRE-DRiLLLED HOLE HI-RIB STEEL TO NAILERS #9 x 2" STAINLESS STEEL RUBBER WASHER PANH~.AD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1 '-0" o,c.l SOFFIT TO WALL INSERTED IN PRE-FORMED SLOT IN SOFFIT/HI-RIB CAP SOFFIT TO FASCIA T-50 MONEL STAPLES (2) PER PIECE 7/16" OSB SHEARWALL OSB TO PERIMETER BLOCKS/FRAMING 0.113" x1-3/4" RING SHANK COIL NAILS @ 6" o.c. OSB TO INTERMEDIATE FRAMING 0.113" x1-3/4" RING SHANK COIL NAILS @ BLOCKS TO COLUMNS 0.131" x 3 1/2" HOT DIPPED GALVANIZED IHDG) RrNG SlHANK NAILS @ 3" o.c. SCREWED ROOF STEEL CUPOLA FASTENING CUPOLA CAP TO CUPOLA ROOF (4) 1/4" x 1" PLATED MACHINE BOLTS AND LOCK WASHIERS CUPOLA ROOF TO CUPOLA SIDES PRE-FORMED CRIMPED METAL CONNECTIONS AND (B)I #9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS CUPOLA SIDES TO CUPOLA BASE FRAME #9 x I" STAINLESS STEEL RUBBER WASHER PANHEAD INTJ~RNAL DRIVE SCREWS (4) PER SIDE (I 6} TOTAL CUPOLA BASE FRAME TO OSB CUPOLA SUPPORT 1-7/8" GUN NAILS @ 6" o.c. OSB CUPOLA SUPPORT TO TREATED BEVELED BLOCK 0.148" x 3-1/2" (16dj RING SHANK NAILS @ E" o.c. TREATED BEVELED BLOCK TO 2x4 CUPOLA BLOCKS 1/4" x 4-1J2" LAG SCREW W/ 1/4" FLAT WASHER AT EVERY HI-RIB (1 '-0" o.¢.) 2x4 CUPOLA BLOCKS TO FRAMING CLIPS (2) 0.135" x 1-1/2" RING SHANK NAILS FRAMING CLIPS TO PURLINS (2) 0.135 x 1-1/2 RING SHANK NAILS IN SlD~ OF PURLINI AND (2) 0.1B5 x1-1/2 RING SHANK NAILS IN TOP OF PURLIN CUTCHOGUE, NY n O (.D 7 PEVISED L SCALE: AS NOTED SHEET NO. Sllo Sll MORTON BUILDINGS GENERAL SPECIFICATIONS LAMINATED COLUMNS - NO. 1 OR BETFER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S COLUMNS USED IN MORTON BUILDINGS ARE PRESSURE TREATED BELOW GRADE TO A RETENTION OF .8 POUNDS PER CUBIC FETOT WITH CHROMATED COPPER ARSENATE TYPE IlL OXIDE IN CONFORMANCE WITH USEPA GUIDELINES AND AWPA STANDARD C2R. THE TREATED PORTION OF THE COLUMN EMBEDDED IN GROUND SHALL BE LAMINATED WITH STAINLESS STEEL NAILS. FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG A MINIMUM DEPTH OF 4'-8" BELOW GRADE (SEE PLANS FOR DIAMETER AND DEPTH). COLUMNS WITH GALVANIZED SUPPORT STILTS ARE PLACED IN THE HOLE. CONCRETE (MINIMUM COMPRESSIVE STRENGTH 2500 PSI) IS POURED IN PLACE TO THE SPECIFIED THICKNESS (SEE PLANS FOR REQUIRED THICKNESS ABOVE AND BELOW THE COLUMN). THE COLUMN IS THEN BACi(FILLED WITH SOIL AND COMPACTED AT R'* INTERVALS OR BACKFILLED WITH CONCRETE (SEE PLANS). TREATED LUMBER - PRESSURE PRESERVATIVE TREATED LUMBER OTHER THAN LAMINATED COLUMNS ARE NO. 1 OR BETTER SOUTHERN YELLOW PINE AND CENTER MATCHED OR NOTCHED AND GROOVED, PRESSURE TREATED TO A NET RETENTION OF .4 POUNDS PER CUBIC FOOT WITH A CODE AND INDUSTRY APPROVED PRESERVATIVE TREATMENT IN ACCORDANCE WITH AWPA USE CATEGORY UC4A. FRAMING LUMBER - SIDING NAILERS ARE 2x4 S4S OR 2x6 SPF NO. 2 OR BETTER SPACED APPROXIMATELY 36" C.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT TO COLUMNS. ROOF PURUNS ARE 2x4 S4S NO. 2 OR BETTER ON EDGE SPACED APPROXIMATELY 24" O.C, ALL OTHER FRAMING LUMBER IS NO. 2 OR BEFFER. ROOF TRUSSES - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZED STEEL TRUSS PLATES AS REQUIRED AND KILN DRIED LUMBER AS SPECIFIED, IN-PLANT QUAUTY CONTROL INSPECTION IS CONDUCTED UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU, TRUSSES ARE DESIGNED IN ACCORDANCE WITH ~URRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. SIDING PANELS KYNAR 500 / HYLAR 5000) - 0.019" MIN., G90 GALVANIZED OR AZ55 GALVALUME, WITH AN ADDITIONAL BAKED-ON KYNAR 500 / HYLAR 5000 FINISH WITH A NOMINAL 1 MIL. PAINT THICKNESS ON EXTERIOR. ROOFING PANELS (FLUOROFLEX 2000 TM) _ 0.019" MIN. AZ55 GALVALUME WITH AN ADDITIONAL RAKED-ON THICKNESS POLYURETHANE PRIMER AND KYNAR 500 / HYLAR 5000 TOPCOAT WiTH A TOTAL MINIMUM PAINT THICKi~ESS OF 2 MILS ON EXTERIOR. TRIM - DIE-FORMED TRIM OF 0.017" MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL ON GABLES, RIDGES, CORNERS, BASE WINDOWS, AND DOORS WITH SAME FINISH AS ROOFING OR SIDING PANELS. GUTFERS - 5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUTTER, KYNAR 500 / HYLAR 5000 FINISH TO MATCH TRIM, ON BOTH SIDES GE THE BUILDING. 2x4FK 10/09 SHEET INDEX SHEET# DESCRIPTION G1 OF G1 SPECIFICATIONS & SHEET INDEX S) OFSll COLUMN PLAN S2 OF S11 TRUSS PLAN, TRUSS DRAWING, & DETAILS S3 OF S11 ELEVATIONS S4 OF S 11 SECTIONS & DETAILS S8 OF S11 SECTIONS & DETAILS S6 OF S11 SECTIONS & DETAILS S7 OF Sll SECTIONS & DETAILS S8 OF S 11 SECTIONS & DETAILS S9 OF S11 DETAILS SIOOFS]I DETAILS SI 1 OF SI 1 FASTENING SCHEDULE TYPICAL LUMBER SPECIFICATIONS - 2005 NDS SIZE DESCRIPTION BENDING VALUE Fb 2x4 NO, I &2SPF 1313 PSI 2x4 2100f MSR SPF 2100 PSI 2x6 NO, I &2 SPF 1138 PSI 2x6 NO. I SYP 1650 PSI 2.'48 NO. 1 SYP 1500 PS1 2xl0 NO. 1 SYP 1300 PSI 2x12 NO. I SYP 1250 PSi ALL 1950f MSR SYP 1950 PSI 1 1/2"xl 6" LAMINATED VENEER LUMBER 2800 PSI 3 1/2"xl 5" GLU-LAM 1650 PSI 5 1/4"x16 1/2" GLU-LAM 2400 PSI DESIGN AND EXPLANATORY NOTES 1.)ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED AS PART OF THESE DRAWINGS. 2.) MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON SPECIFIC JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. 3.} MINIMUM LIVE ROOF LOAD DESIGNS FOR CONSTRUCTION, MAINTENANCE, REPAIR, AND OTHER TEMPORARY LOADS PER SECTION 1607.] 1.2 a,) ROOF PURLINS AND OTHER SECONDARY STRUCTURAL MEMBERS = 20 PSF b,) ROOF TRUSSES, HEADERS, COLUMNS AND OTHER PRIMARY STRUCTURAL MEMBER = 17 PSF C.) FOOTINGS = 13 PSF (DESIGNED FOR ROOF SNOW LOAD AND OTHER NON-TEMPORARY LOADS W/APPROVAL FROM BUILDING OFFICIAL. 4.) NO ONE MAY ALTER ANY ENGINEERING ITEM UNLESS ACTING UNDER THE DIRECTION OF THE LICENSED ENGINEER . BUILDING DESIGN CRITERIA BUILDING CODE 2007 NYBC USE GROUP U-AGRiCULTURAL CONSTRUCTrON TYPE VB FLOOR AREA 5040 SQ FT MEAN ROOF HEIGHT 19.5 FT BUILDING CATEGORY I MINIMUM LIVE ROOF LOAD DESIGN SEE NOTE #3 ROOF SNOW LOAD* 13 PSF GROUND SNOW LOAD 20 PSF WIND SPEED (V~s) 120 MPH WIND IMPORTANCE FACTOR 0.77 EXPOSURE CATEGORY B INTERNAL PRESSURE COEFFICIENT J:0.18 BUILDING DESIGN CONDITION ENCLOSED PEAK HEIGHT 23.5 FT BUILDING VOLUME 98415 CU FT ASCE 7 METHOD 2 J LOAD DESIGN ZONE I E 16.23 PSF 0.2 S ZONE 2E -21.13 PSF ACC ZONE 3E -14.42 PSF ZONE 4E -13.49 PSF j 1.0 SI ACC ZONE 5E 13.35 PSF MAIN WINDFORCE RESISTING SYSTEM SEIS~ (ALL FORCES ACT NORMALTOTHESURFACE] ZONE 6E -10.31 PSF BULL[ (FOR ZONES SEE MWFRS ON ELEVATIONS PAGE) ZONE 1 1 1.77 PSF EARTHQUAKE DESIGN DATA TABLE 0.2 SEC SPECTRAL RESPONSE ACCELERATION (Ss) 0.24g 1.0 SEC SPECTRAL RESPONSE ACCELERATION (St) 0.07g SEISMIC DESIGN CATEGORY El BUILD~NG CATEGORY (TABLE 1604,5) SITE CLASS D BASIC STRUCTURAL SYSTEM AND B23 LIGHT FRAMED WALLS WiTH SEISMIC-RESISTING SYSTEM SHEAR PANELS RESPONSE MODIFICATION FACTOR (Ri 7 ANALYSIS PROCEDURE SIMPLIFIED ANALYTICAL PROCEDURE SEISMIC DESIGN BASE SHEAR (TRANSVERSE) 2700 LBS SEISMrC DESIGN BASE SHEAR LONGITUDINAL) 2000 LBS WIND DESIGN BASE SHEAR ITRANSVERSE) 14000 LBS WIND DESIGN BASE SHEAR (LONGITUDINAL) 6100 LBS MAX. DESIGN ELEVATION 1000 FT ROOF SNOW LOAD CALCULATIONS Ps = 0,7xCexlxPgxCtxCs Ce = SNOW EXPOSURE FACTOR = 1.0 I = IMPORTANCE FACTOR = 0.8 Pg = GROUND SNOW LOAD = 20 PSF Ct = THERMAL FACTOR = 1.2 Cs = ROOF SLOPE FACTOR = 0.94 PS = 0.7X1.0X0.Rx20xl.2x0.94=1~.6PSF I HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR THiS BUILDING WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED/REGISTERED PROFESSIONAL ENC_~L~.. / , /. ,%.. I O.Am SUng4 · ¢I CUTCHOGUE, NY n O III 7 III,- ~DRAWNBY; 31SHOP · DA TE: 12/08/09 CHECKED BY: ~M DATE; 12/10/09 ~EVISED DATE' JB 04/20/10 REVISED DAr~. .___ P, EVISED DATE' .--- ~PEVISED DATE: --- · SCALE:AS NOTED SHEET NO, glo Gl IL0'' NON-VENTED ENDWALL OVERHANGS 47'-9" 47'-9" COLUMN PLAN COLUMN PLAN LEGEND o - 3-2x6 LAMINATED COLUMN LOCATION ~ - 3-2x8 LAMINATED COLUMN LOCATION · - HEADERED TRUSS LOCATION [] - 3068 PLAIN FLAT LEAF FIBERSTEEL WALKDOOR(S), OUT SWING, LEFT HINGE WITH LOCKSET & CLOSER 21'-0" x 14'-0" DOUBLE SLIDING TWIN PANEL ALUMASTEEL END DOOR(S) 22'-6" x 14'-0" DOUBLE SLIDING TWIN PANEL ALUMASTEEL SIDE DOOR 81M BASE ANCHORS (12) 3065 SKYLITE[S} (VERIFY LOCATION) (1) 3'-6" X 3'~6" CUPOLA WITH "M" 30" WEATHERVANE NON-FUNCTIONAL ALL STEEL FASTENED WITH STAINLESS STEEL SCREWS '~ - (2) 7/16"OSB SHEARWALL LOCATIONS (SEE DETAILS SHEET S10 OF Sl l) 16"R- 16" DIAMETER FOOTING WITH 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 218M STILT (9"-+). PLACE CONCRETE BELOW AND ABO'VE BOTTOM OF LOWER COLUMN IN ONE OPERATION, 18"R - 18" DIAMETER FOOTING WITH 8" THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 218M STILT (9"-+). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. 30"R- 24" DIAMETER FOOTINg WITH 13"THICK MINIMUM READY-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WiTH ADDITIONAL READY-MIX TO TOP OF 230M STILT (9"-+). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION, ROUGH OPENING SCHEDULE UNIT SYMBOL WIDTH HEIGHT FROM LEGEND [] 38 1/4" 81" SCALE: 16r CUTCHOGUE, NY O 7 Jl I :,' g ~RAWN BY: BISHOP DA TE: 12/08/09 CHECKED BY. RM DA TE: 12/10/09 REVISEDDAI'E: JB 04/20/10 REVISED DATE - REVISED DATE; .... EV/SED DARE: .... oz'r, S0. ~,a SCALE: AS NOTED SHEET NO. SloES1 TRUSS LOCATION DIMENSIONS TRUSS/BRACING PLAN 2x4 BEV. PURLIN TOE NAIL OVERHANG RAFTER TO OVERHANG NAILER WITH (f) 16d R.S. NAIL EACH SIDE OVERHANG FRAME 2x6 OVERHANG NAILER DETAIL A SCALE: 1 1/2"= IL0'' -- 48'- 2x10 (NO,1 SYP) END RAFTER ASSEMBLY (7) 20d R.S. NAILS ~NER COLUMN TRUSS/BRACING PLAN LEGENID 4~- 48,' 2090 R.C. TRUSSES @ 7'~6" O.C. 2 - 48 END RAFTER ASSEMBLY - 2x4 TRUSS TIES @ 4'-0" O,C, , ,, - 2x6 DIAGONAL END BRACES @ 8 -00.C, (TO EXTEND TO FIRST TRUSS IN FROM ENDWALL) CENTER 2X4 SYP WEB STIFFENER ON TRUSS WEB & NAIL WITH 3 1/2" HDG R.S. GUN OR 16d R.S. NAILS WITHIN 4" OF STAGGERED 2x4 WEB STIFFENER SECTION A SCALE.: 1 1/2"= 1'-0" 3.953 SCALE: ~ I DETAIL B ~4-20d R,S. NAILS PER CONNECTION ~ 2x6 END COLUMN EXTENSION OR UPRIGHT ASSEMBLY NAILED TO END RAFTER ASSEMBLY AS SHOWN AND TO EACH INTERSECTING WEB. FASTEN TO HEADER AND FRAMING MEMBER WITH (2) 16d R.S. NAILS iNTO EACH END COLUMN EXTENSION MEMBER OR UPRIGHT. SCALE: I 1/2"= 1L0'' 6~ i20d R.S. NAILS PER CONNECTION 2-2x8 END COLUMN EXTENSION OR UPRIGHT ASSEMBLY NAILED TO END RAFTER ASSEMBLY AS SHOWN AND TO EACH INTERSECTING WEB. FASTEN TO HEADER AND FRAMING EMBER WITH (2] 16d R.S. NAILS INTO EACH END COLUMN EXTENSION DETAIL C MEMBER OR UPRIGHT, SCALE: 1 1/2"= 1'-0'~ TRUSS SPACING 7'-6" C.C. LIVE LOAD 17 PSF DEAD LOAD 4 PSF CEILING LOAD PSF TOTAL LOAD 21 PSF EB STIFFENERS 4.042 CUTCHOGUE, NY II I 7 ~DRA WN BY; 51SHOP DATE: 12/08/09 CHECKED 8~ ~M DA TE: 12/10/09 REVISED DATE: JB 04/20/10 REVISED DATE: --- 47- 9- 0 48' R.C. 2090 TRUSS SCALE: 3/8" = 1 '-0" ISCALE:AS NOTED SHEET NO. S2oP S1 1 52'-6" 4,8' WIDE (ZONE 2 & 3) DESIGN AND EXPLANATORY NOTES 1 .} EXTERIOR DOOR AND WINDOW LOCATIONS ARE TAKEN FROM THE EXTERIOR FACE OF THE NAILERS AND ARE TO THE CENTER OF THE DOOR AND WINDOW UNITS. VERIFY ALL DOOR, WINDOW, SKYLIGHT AND SIDELIGHT LOCATIONS WITH THE OWNER. 2.) * - STITCH SCREW ROOF STEEL LAP RIBS 4 L,F. FROM EACH ENDWALL W/#9x "S.S.I.D. SCREWS W/WASHERS. SEE SHEET S8 OF 511 FOR DETAILS. ~( .I 4,8' WIDE (ZONE 5) 4.8' WIDE J (ZONES 2 & 3} 95.4' WIDE (ZONE 4( EAST ELEVATION (ZONE 2 & 3) 4.8' WIDE (ZONE 5) 12 4.8' WiDE (ZONES 2 & 3) (ZONE 2 & 3) I 4~f 4.8'W~DE I ~4.8'W~DE (ZONE 51 NORTH ELEVATION (ZONESI 4.8' WIDE 4,B' WrDE SOUTH ELEVATION FUNCTIONAL CUPOLA (ZONE 2 & B] IZONE 2} 4E 4 6~6E Reference Corner (ZONE 4.8' WIDE (ZONE 2 & 3} t 4.8' WIDE ~ (ZONE 5) 41 '-3" 95,4' WIDE (ZONE 4) WEST ELEVATION dNSCOT T# 167 BASE TRrM · GU~FERS [DING CORNER TRIM TRIM INSCOT BASE TRIM CUTCHOGUE, NY . cfi n III III I I I I DRA WN B Y: BISHOP DA TE: 12/08/09 CHECKED BY: RM DATE: 12/10/09 ~'EVISED DATE: JB 04/20/10 · SCALE;AS NOTED ~ J SHEET NO. S3oE S1 1 ~) FLUOROFLEX HI-RIB STEEL (NO, 2 SPF) HEADLOK 0,19" x, 6" FLATHEAD LAG SCREW 2x4 BEV. P FILLER STRIP B" O.G. GUTEERS T# 144 & 146 FASCIA TRIM ~ ~ SOPF~T HI-RIB/SOPFIT CAP 2x6 OVERHANG NAILER (~) (2) 1/2"x$ 1/2" M. BOLTS & (8) 20d R.S. NAILS 4B' 2090 R.C. TRUSS ~ KYNAR HI-RIB STEEL GRADE TO HEEL 'F 18" LOWEST MEMBER CUT-OFF FINISH GRADE ( 3 ) ROWS 2x6 NAILERS (2100 MBR SPF) ~ -2x6 LAMINATED COLUMN CAL BLOCKING AT COLUMN LOCATION 167 TRANSITION TRIM NAR HI-RIB STEEL WAINSCOT '16" OSB PROTECTIVE LINER ~ T# 167 BAS E TRIM ) ROW 2x8 TREATED SFLASHBOARD 5" CONCRETE FLOOR~. 81M BASE ANCHOR 4" MINIMUM COMPACTED GRANULAR BASE 218M (14 GA.) COLUMN STILT (~ 8" THICK MINIMUM READY-MIX CONCRBTE BELOW BO~-OM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 21 BM STILT (9"J:). PLACE CONCRETE BEbOW AND ABOVE BOTFOM OF LOWER COLUMN IN ONE OPERATION. SIDEWALL SECTION A .SCALE: 1/2"= 1'-0" IN COLUMN SADDLE ED COLUMN STILT ISOMETRIC DESIGN AND EXPLANATORY NOTES I ,) ~. THE PRECEDING SYMBOL IDENTIFIES ITEMS THROUGHOUT THE PLANS THAT ARE NOT PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' SUBCONTRACTORS AND ARE THE OWNER'S RESPONSIBILITY. 2,) FOOTINGS ARE DESIGNED FOR A 2000 PSF SOIL BEARING CAPACITY. LOCAL CONDITIONS MAY REQUIRE MODIFICATIONS. 3.) CONCRETE FLOOR NOTES: a. 3500 PSI, 5 1/2 BAG MIX CONCRETE b, SLOPE GRADE AWAY FROM BUILDING @ 1" PER FOOT FOR A MINIMUM DISTANCE OF 10' PLUS OVERHANG WIDTH c A VAPOR RETARDER IS NOT MANDATED PER IBC SECTION 1910 EXCEPTION 3. UNLESS THE FLOOR WILL BE COVERED BY MOISTURE SENSITIVE FLOORING MATERIALS OR IMPERMEABLE FLOOR COATINGS OR WHERE THE FLOOR WiLL BE IN CONTACT WITH ANY MOISTURE SENSITIVE EQUIPMENT OR PRODUCT d. CONTRACTION JOINTS UNIFORMLY SPACED 15' O.C, OR LESS INTERIOR EXTERIOR NAIL KEY 0.148" X 4" (2Od) NAILS 0.131" X 3 1/2" HOT DIPPED GALVANIZED (HDG} RING SHANK NAILS 3-2x6 COLUMN SPLICE FASTENING DETAIL SCALE: 1/2" = 1'-0" -2x6 LAMINATED COLUMN 1/4"xl 1/4"xl 4 GA. SUPPORT ANGLE FASTENED TO COLUMN AT EACH CORNER WITH (3) .I 48"f~ x 2" STAINLESS NAILS. (12 TOTAL NAILS PER COLUMN) 14 GA. CHANNEL WITH 1/4" PLATED RIVET TO SUPPORT ANGLE UNDISTURBED SOIL STILT INSTALLATION 1. INSTALL PRESSURE TREATED LOWER COLUMN WITH STILT IN THE AUGERED HOLE, 2. POUR 9" MINIMUM THICKNESS OF READI-MIX CONCRETE INTO THE HOLE AS SPECIFIED. 3. BACKFILL AND COMPACTTHE ANNULAR SPACE AROUND THE COLUMN TO GRADE WITH SOIL AUGURED FROM THE SITE. ~~- 3/16"X3/4"x3B" H.R, FLAT STEEL (4) 0.177"x2.25" STAINLESS STEEL ANCHOR NAILS PER STRAP BUILDING COLUMN 81M BASE ANCHOR FASTENING DETAIL SCALE: 1 1/2"= 1'-0" CUTCHOGUE, NY n ~ CD III II I 7 III ~RAWN BY! BISHOP DA TE: 12/08/09 CHECKED BY: RM DA TE; 12/10/09 REVISEDDATE; JB 04/20/10 REVISED DATE; ~ - REVISED DATE: --- REVISED DATE: --- ozl-. ¢.o, ~'~ SCALE: AS NOTED SHEET NO. S4oFSl GABLE PURLIN 2x6 FASCIA FLOUROFLEX HI RIB STEEL 2x4 PURLINS @ 23" O.C. Q (NO. 2 SPF) T~ 194 TRIM HbRIB/SOFFIT CAP TRIM 48'- 2x10 (NO.1 SYP) END RAFTER ASSEMBLY KYNAR HI-RIB STEEL 2x6 ADDITIONAL NAILER 2x4 TRUSS TIE 14'-0" GRADE TO HEEL 18" LOWEST MEMBER CUT-OFF FINISH GRADE 18M (14 GA.) COLUMN STILT MINIMUM READI-MIX CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READI-MIX TO TOP OF 218M STILT (9"_+}. PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. ENDWALL SECTION B SCALE: 1/2"= 1'-0" 0.135" x 2 1/4" R.W. NAILS OR 16d R.S. NAILS ( 11 20d R,S, NAIL THROUGH STRAP & INTO BRACE 2' END BRACE STRAP W/PRE-PUNCHED HOLES (BEND TO FIT) FASTENED W/ (3) 0.140 x 1 1/2" R.S. NAILS 2x6 DIAGONAL BRACING FASTENED TO COLUMN W/(4) 16d R.S. NAILS 48' 2090 R.C. TRUSS 2x4TRUSS TIE ~ 60d R.S. NAIL LOWER TRUSS CHORD ( I ) #9xl" TRU-GRIP SCREWS ON PEAK SIDE AND ~ ~ (2) ON EAVE SIDE IN HOLES SHOWN. (JOINT MUST BE TIGHT BEFORE FASTENING CLIPS) J 20 ga. GALVANIZED PURLIN CONNECTOR 2x4 TRUSS TIE DETAIL ADDITIONAL 2x6 NAILER 20d R.S. NAIL THROUGH STRAP INTO TIE , (3) I 1/2" R.S. NAILS THROUGH STRAP 2 LONG ,END. BRACE STRAP /4 R.W. NAILS 2x4 TRUSS TIE -~' ~ 2x4 TRUSS TIE TO ENDWALL DETAIL 28-0839 CUTCHOGUE, NY n _n CD II I III 'DRAWNBY: ~ISHOP · CHECKED B ~M DA TE`' 12/10/09 REVISED DAPE: JB 04/20/10 REVISED DAT~' --- ,REVISED DArk' .... SCALE,. AS NOTED SHEET NO. S5o Sl l 12) 60d R.S. NAILS IN OVERHANG RAFTER 2x4 PURLIN CUT TO FIT BETWEEN OVERHANG FRAMES 14'-0" GRADE TO BOTIOM OF TRACK GIRT T,U,'71 TRACK COVER 51M TRACK 3x4 TRACK BLOCK 1 '1/2'~2" BLOCK & T#74 T#23 JAMB TRIM LATCH HANDLE 48' 2090 R.C. TRUSS 340LTRUSS HANGER WITH 04) 1 1/2" R.S. NAILS & (1) 1/2"x2 1/2" M. BOLT 5 1/4"xl 6 1/2" GLU-LAM HEADER (2400lb} 2x8 HEADER )NO. 1 SYP) 3 2x8 LAMINATED JAMB COLUMN BEYOND WITH AN ADDITIONAL 2x8 TREATED LAMINATE FOR HEADER SUPPORT FROM 1 '-0" BELOW GRADE TO 15" ABOVE HEEL HEIGHT 2x3 JAMS (BEYOND -- BOTTOM 2' TREATED) SLIDING DOOR HEADER SECTION C SCALE: 1' = 1' 0" WIDTH OF SEAM PLUS 1/4" FOR TRUSS HANGER HANGER TO BEAM WITH [10} 20D R.S. NAILS (PLACE NAILS IN ALL HOLES PROVIDED). /4r'Xl 6 1 /2" GLU--LAM HEADER (2400 lb) 2X8 GiRT (NO. 1 SYP) TRUSS S HANGER FASTEN 340L TRUSS HANGER TO TRUSS WITH (1) 1/2"x2 1/2" M. BOLT & (14} 1 1/2" R S. NAILS (PLACE NAILS IN ALL HOLES PROVIDED}. TRUSS HANGER ISOMETRIC DETAIL (5 1/4"xl 6 1/2" GLU-LAM HEADER WITH 340L TRUSS HANGER) TOP OF BEAM HANGER SITS DOWN ON SQUARE CUT COLUMN NAIL HANGER TO BEAM FROM INSIDE WITH (3) S,S. COLUMN ANCHOR NAILS 3-2x8 LAMINATED COLUMN -- NAIL 2xE GIRT TO BEAM WITH 20d GUN NAILS @ 4" O,C. STAGGERED DESIGN AND EXPLANATORY NOTES 1 .} DOOR HEIGHT -- HEEL H EIGHT. JAMB COLUMN CUT-OFF HT.: 15" ABOVE HEEL HEIGHT. NAIL BEAM HANGER TO COLUMN FROM OUTS]DE WITH (3) S.S. COLUMN ANCHOR NAILS GLU-LAM BEAM ADDITIONAL TREATED LAMINATE INSIDE VIEW BEAM HANGER OUTSIDE VIEW *NOTE: VIEWS ARE SHOWN WITH 1 '-0" OVERHANGS (12) 20d R.S. NAILS 5 1/4" GLU-LAM JAMB DETAILS CUTCHOGUE, NY n O O 7 Jll~ g II I ~DRAWNBY: BISHOP · DA TE: 12/0B/09 CHECKED BY. RM DATE: 12/10/09 REVISED DATE: JB 04/20/10 REVISED DATE' -- REVILED DATE: -- P, EVISED DATE: -- · SCALE;AS NOTED SHEET NO. · S6oFS1 3-2x8 LAMINATED JAMB COLUMN WITH LAMINATE (BEYOND) 3-2x8 LAMINATED COLUMN WITH LAMINATE VERTICAL 'I" RAIL LATCH HANDLE 47E A/S LATCH STRIKE PLATE HORIZONTAL -- INTERMEDIATE "[" RAILS JAMB DETAIL Ill GRADE CENTER DOOR GUIDE 148 A/S DOOR GUIDE HAS A BUILT-IN STOP FOR ALUMASTEEL DOORS SO STUB COLUMN MUST BE EXACTLY CENTERED IN DOOR OPENING DOOR GUIDE DETAILS RAIL THICKNESS CHART STANDARD -- -- HEAVY VERTICAL HORIZONTAL VERTICAL HORIZONTAL WEB FLANGE WEB FLANGE WEB FLANGE WEB FLANGE ,070" ,090" .060 ,080 ,O9O , 50 .080" . 30' DOUBLE TOP "D" RAIL (16 GUAGE) HORIZONTAL 'T' S.S. RAIL (0.06" WEB, 0.13," FLANGE) HORIZONTAL 'T' / INTERMEDIATE RAIL (0.06" WEB, 0.13" FLANGE) VERTICAL 'T' RAILS (0.89" WEB, 0.15" FLANGE) 13E LATCH ROD CENTER DO~OR GUIDE STRUT (0.09" WEB, 0.15" FLANGE} LATCH (16 GUAGE) 22'-6" x 14' DOUBLE SLIDING DOOR FRAME (TWIN PANEL) 1264 8" HOOK HORIZONTAL "1" INTERMEDIATE RAIL INSTRUCTIONS 1,SCREW NUT ONTO HOOK. 2. SCREW HOOK INTO LATCH BODY, TRACK GIRT CUTCHOGUE, N~Y _ III III 7 II I ~DRAWN BY: BISHOP DA TE: 12/08/09 CHECKED B)C RM DA TE: 12/10/09 REVISEDDA[E: JB 04/20/10 REVISED DATE: ---- REVISED DATE: ---- REVISEDDArE .... 13E LATCH ROD -- LATCH ROD DETAIL 1265 JAi LATCH HANDLE 'f · SCALE: AS NOTED SHEET NO, · S7o~S1 '3'd'dflO~9 9NI;~:I:INIgl , ,,I ~.L3:I/IH3;~V N91~:I(:] C]:::II11V AN ONI (:]61VAZl NIA 0 za~ ~ 0 0 _z qo 2x4 F 4.8' WIDE {ZONE 2 & 3} 48' WIDE BUILDING PURLIN LAYOUT SCALE: 1/2"= 1'-0' 4.8' WIDE )ZONE 2 & 3) 2X4 PURLIN HEADLOK .I 9"x6.0" FLATHEAD LAG SCREW {ICC-ES REPORT ESR 1078) (1) #9x]"TRU-GRIP SCREW ON PEAK SIDE AND · (2) #9Xl" TRU-GRIP SCREWS ON EAVE SIDE OF PURLIN IN HOLES SHOWN I JOINT MUST BE TIGHT BEFORE FASTENING CLIPS 2x4 BUTTED PURLIN DETAIL (PURLIN CONNECTED WITH 6" HEADLOK FLATHEAD LAG SCREW) SCALE: 1 1/2"= 1'-0" 4.8' WIDE {ZONE 2 & 3) - INDICATES PUR,,LINS TO, BE FASTENED O w/HEADLOK.19 x6.0 FLATHEADLAG SCREW. 4.8' WIDE {ZONE 2 & 3) O- INDICATES PUR,,LINS TO, BE FASTENED w/HEADLOK .19 X6.0 FLATHEAD LAG SCREW, ALL OTHER PURLINS TO BE FASTENED w/60d R,S, NAIL 48' WIDE BUILDING PURLIN LAYOUT SCALE: 1/2" = 1'-0" 20 GA. GALVANIZED (~) PURLIN CONNECTOR 60d R.S. NAIL (1} #9xl '~TRU-GRIP SCREW ON PEAK SIDE AND (2} #9x1" TRU-GRIP SCREWS ON EAVE SIDE OF PURLIN IN HOLES SHOWN (JOINT MUST BE TIGHT BEFORE FASTENING CLIPS 20 GA. GALVANIZED (~) PURLIN CONNECTOR 2x4 BUTTED PURLIN DETAIL {PURLIN CONNECTED WITH 60D P.S. NAIL) SCALE: 1 1/2"= 1'-0" CUTCHOGUE, NY n O CD II I III 7 III DATE: 12/08/09 CHECKED BY SM DA TE: 12/10/09 REVISEDDAI'E: JB 04/20/10 REVISED DATE.. .--- ,REVISED DATE,' -- 04, 2c~, ~ SCALE: AS NOTED ~ J SHEET NO. S9o~ S1 1 CUPOLA CAP ~ ROOF ~ CUPOLA SIDE FRAME IPOLA SUPPORTO BASE BLOCK~ )LA BLOCKS ~AMING CLIP~) CUPOL/ KYNAE 2x4 PURLINS CENTERLINE OF CUPOLA FIRST ROW 2x4 PURLINS PEAK PURLIN TRUSS .BLOCKSj CUPOLA FRAMING DETAILS SCALE: I" = 1L0" TOP CHORD OF END RAFTER ASSEMIBLY 2x6 NAILERS EXTRA NAILERS AD[DED BETWEEN STD. NAILIERS ~ (MAX. SPACE TO BF: 24"} .~(2x6 BLOCK BETWEEN NAILERS NAILED TO COLUMN W/20d GUN NAILS. NAILED 4" O,C. LAMINATED COLUMN OSB SHEARWALL DETAIL SCALE' 1/2"= 1'-0" :HORD OF END RAFTER ASSEMBLY COLUMN BETWEEN NAILERS NAILED W/1-3/4" RING SHANK COIL GUN NAILS SPACED 4" O.C. NAILED TO INTERMEDrATE SUPPORTS W/1-3/4" RING SHANK COIL OUN NAILS SPACED 6" O.C. INATED COLUMN (IF PROTECTIVE LINER IS INCLUDED) BOARD 7/1 6" OSB SHEARWALL ELEVATION SCALE: 1/2"= IL0" CUTCHOOUE, NY n 7 D~AWN BY: BISHOP DATE: 12/08/09 CHECKED BY: RM DATE: 12/10/09 REVISED DATE,' JB 04/20/10 REVISED DATE,. .... ,~ E VISED DATE,. .... REVISED DATE,' .... 04,9.0, ~ SCALE:AS NOTED SHEET NO, S10o~ S1 1 ROOF STRUCTURE FASTENING SCHEDULE (~) VENT-A-RIDGE TO BASE TRIM #9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD IN~rERNAL DRIVE SCREWS @ 8" D.c. ~) RIDGE BASE TRIM TO 2x4 PURLINS #9 x 2" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1 '-0" D.C.} (~) HI-RIB STEEL TO 2X4 PURLINS #9 x 2" ZINC PLATED RUBBER WASHER PANHEAD INTER!NAL DRIVE SCREWS AT EVERY HI-RIB (1 '-0" D.C.) (~t 20 go, GALVANIZED PURLIN CONNECTORS #9 x 1" TRU-GRIP SCREWS (~) 2x4 PURLINS TO TRUSS {INTERIOR ZONES) 0.200" x 6" (60d) RING SHANK NAILS IN PRE-DRILLED HOLE (~) 2x4 PURLINS TO TRUSS (EXTERIOR ZONES) I HEADLOK ,19"x6.0" FLATHEAD LAG SCREW IN PRE-DRILLED HOLE ~) 48' STRAIGHT CHORD TRUSS TO COLUMN (2) 1/2"x51/2"M.BOLTS & (8) 0.177" x 4"120d) RING SHANK NAILS (~) HI-RIB STEEL STITCHING #9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS IN LAP RIBS BETWEEN PURLINS WALL FRAMING FASTENING SCHEDULE ~) COLUMN STILT (14 GA.) TO COLUMN (12) 0.148" x 2" (6d) STAINLESS STEEL RING SHANK NAIL,S O 81M BASE ANCHOR TO COLUMN 0.177" x 2-1/2" STAINLESS STEEL NAILS (4) PER ANCHORI ~) 2x8 SPLASHBOARD TO COLUMN (4) 0.177" x 4" (20d) STAINLESS STEEL RING SHANK NAILS @ SPLICE/ (6) 0.] 77" x 4" I20d) RING SHANK NAILS @ STANDARD CONNECTION (~ 2x6 NOTCHED NAILER TO COLUMN (4) 0.148"x 3-1/2" (16d) NAILS @ SPLICE/16) 0.148" x 3-1/2" (16d) NAILS @ STANDARD CONNECTION ~ 7/16" BBB TO SPLASHBOARD & NOTCHED NAILER 0.099" x 1-1/4" ASBESTOS SIDING NAILS ~ 2x6 NAILER TO COLUMN (4) 0.148" x 3 1/2" (16dI RING SHANK NAILS @ SPLICE/(6) 0.148" x 3-1/2" (16dj RING SHANK NArLS @ STANDARD CONNECTION ~ END RAFTER ASSEMBLY TO 2x6 END COLUMN EXTENSIONS (4) 0.177" x 4" (2Od) RING SHANK NAILS ~ 2x4 PURLIN TO END RAFTER ASSEMBLY HEADLOK .19"x6.0" FLATHEAD LAG SCREW IN PRE-DRIL LED HOLE (~ HI-RIB STEEL TO NAILERS #9x2~~TAiNLESSsTEELRUBBERWASHERP^NHEAD~NTERNALDRivEScREW$ATEvERYH~R~B(1L~''~~¢.~ ~]~ SOFFIT TO WALL INSERTED IN PRE-FORMED SLOT IN SOFFIT/HI-RIB CAP (~ SOFFIT TO FASCIA T-SO MONEL STAPLES (2} PER PIECE <~ 7/16" BBB SHEARWALL ~} BBB TO PERIMETER BLOCKS/FRAMING 0.113" x1-3/4" RING SHANK COIL NAILS @ 6" B.C. ~) BBB TO INTERMEDIATE FRAMING 0.113" x1-3/4" RING SHANK COIL NAILS @ ~ BLOCKS TO COLUMNS 0.131" x 3 1/2" HOT DIPPED GALVANIZED (HDO) RING SHANK NAILS @ 4" a.c. SCREWED ROOF STEEL CUPOLA FASTENING CUPOLA CAP TO CUPOLA ROOF (4J 1/4" x I" PLATED MACHINE BOLTS AND LOCK WASH]ERB CUPOLA ROOF TO CUPOLA SIDES PRE-FORMED CRIMPED METAL CONNECTIONS AND (8)) #9 x 1" STAINLEBS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS CUPOLA SrDEB TO CUPOLA BASE FRAME #9 x 1 " STAINLESS STEEL RUBBER WASHER PANHEAD INT[ERNAL DRIVE SCREWS (4) PER SIDE (16) TOTAL CUPOLA BASE FRAME TO BBB CUPOLA SUPPORT 1~7/8'' GUN NAILS @ 6" o.¢. BBB CUPOLA SUPPORT TO TREATED BEVELED BLOCK 0.148" x 3-1/2" (16dj RING SHANK NArLS @ 8" B.C. TREATED BEVELED BLOCK TO 2x4 CUPOLA BLOCKS 1/4" x 4-1/2" LAG SCREW W/ 1/4" FLAT WASHER AT EVEfRY HI-RIB (1 '-0" B.C.) 2x4 CUPOLA BLOCKS TO FRAMING CLIPS {2) 0.135" x 1 -I/2" RING SHANK NAILS FRAMING CLIPS TO PURLINS (2) 0.135"x 1-1/2" RING SHANK NAILS IN SIDE OF PURLIBq AND (2) 0.135"x 1-1/2" RING SHANK NAILS IN TOP OF PURLIN n O III III III I DP~A WN B Y; BISHOP DATE: 12/08/09 CHECKED BY: RM DA TE: 12/10/09 REV/$EDDAI'E; JB 04/20/10 REVISED DATE' .... E~EV/$ED DATE; 04,.. 20 , SCALE:AS NOTED '~ J SHEET NO, S1 10;: S1 1