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HomeMy WebLinkAbout37804-Z Town of Southold Annex 2/11/2014 P.O. Box 1179 54375 Main Road Southold, New York 11971, CERTIFICATE OF OCCUPANCY No: 36762 Date: 2/11/2014 THIS CERTIFIES that the building ACCESSORY Location of Property: 55 Cox Neck Rd, Mattituck, SCTM 473889 Sec/Block/Lot: 111-7-19.23 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 2/12/2013 pursuant to which Building Permit No. 37804 dated 2/12/2013 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: accessory horse barn 0 32 X 441 with half bath and laundry as applied for The certificate is issued to James J. Bissett, III (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL CIO-05-0003 2/5/14 ELECTRICAL CERTIFICATE NO. 37804 11/25/13 PLUMBERS CERTIFICATION DATED 9/17/13 Stephen Saunders i A f ed tgnatt •e TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE ffi SOUTHOLD, NY 'Abt~ BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit 37804 Date: 2/12/2013 Permission is hereby granted to: Bissett III, James 323 Long Island Ave Holtsville, NY 11742 To: construction of an accessory horse barn (132 X 44) as applied for. Replaces BP 30293. At premises located at: 55 Cox Neck Rd, Mattituck SCTM # 473889 Sec/Block/Lot # 113.-7-19.23 Pursuant to application dated 1/1/1900 and approved by the Building Inspector. To expire on 8/14/2014. Fees: PERMIT RENEWAL $1,438.50 CO - ACCESSORY BUILDING $50.00 Total: $1,488.50 Eiuildin9 Inspector FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) 3-1$D y PERMIT NO. 30 Z Date MAY 6, 2004 Permission is hereby granted to: JAMES J BISSETT III PO BOX 386 HOLTSVILLE,NY 11742 for CONSTRUCTION OF AN ACCESSORY HORSE BARN IN THE REQUIRED REAR YARD AS SHOWN ON SURVEY LOCATION at premises located at 55 COX NECK RD MATTITUCK County Tax Map No. 473889 Section 113 Block 0007 Lot No. 019.023 pursuant to application dated MAY 5, 2004 and approved by the Building Inspector to expire on NOVEMBER 6, 2005. Fee $ 2,877.00 Authorized Signature ORIGINAL Rev. 5/8/02 FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTME Town Hall Q Southold, N.Y. Lan`w C i BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FU r-"`"DLETION OF THE WORK ,AUTHORIZED) PERMIT NO. 3 1 ' a4,1/, YDate AUGUST 15, 2006 kZ~- I Wjd /-)V, ,.-A Permission is hereby granted to: r JAMES J BISSETT III S r(f, (~_f PO BOX 386 for HOLTSVILLE,NY 11742 CONSTRUCTION OF AN ACCESSORY HORSE BARN AS APPLIED FOR W7 T at premises located at 55 COX NECK RD MATTITUCK County Tax Map No. 473889 Section 113 Block 0007 Lot No. 019.023 pursuant to application dated AUGUST 10, 2006 and approved by the Building Inspector to expire on FEBRUARY 15, 2008. Fee $ 2,877.00 G©r~J Authorized Signature ~ba93 [S 0 ORIGINAL Rev. 5/8/02 4- 0-0 Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of I % lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees I. Certificate of Occupancy - New dwelling $50.00, Additions to dwelling $50.00, Alterations to dwelling $50.00, Swimming pool $50.00, Accessory building $50.00, Additions to accessory building $50.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15.00 Date. February 5, 2013 . New Construction: X Old or Pre-existing Building: (check one) Location of Property: 55 Cox Neck Road Mattituck House No. Street Hamlet Owner or Owners of Property: James J. Bissett III Suffolk County Tax Map No 1000, Section 113 Block 0007 Lot 019.023 Subdivision _ Q4 p 4 Filed Map Lot: Permit No. DateofPennit. 05/06/2004 Applicant: James J. Bissett III Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: X (ch one) Fee Submitted: $ 1,488.50 A pli t Sig ature Eric J. u o, sq., At o ey for A plicant hO~~pF SOpTyolo Town Hall Annex Telephone (631) 765-1802 54375 Main Road Fax (631) 765-9502 P.O. Box 1179 % Q roper. riche rt(cDtown.southoId.ny.us Southold, NY 11971-0959 52 coum, BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Bissett Address: 55 Cox Neck Rd City: Mattituck St: NY Zip: 11952 Building Permit 37804 Section: 113 Block: 7 Lot: 19.23 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: as built DBA: License No: SITE DETAILS Office Use Only Residential X Indoor X Basement Service Only Commerical Outdoor X 1st Floor X Pool New Renovation 2nd Floor X Hot Tub Addition Survey X Attic Garage INVENTORY Service 1 ph Heat 1-oil Duplec Recpt 21 Ceiling Fixtures 32 HID Fixtures Service 3 ph Hot Water GFCI Recpt 5 Wall Fixtures 6 Smoke Detectors 1 Main Panel A/C Condenser Single Recpt 1 Recessed Fixtures 16 CO Detectors 1 Sub Panel 1-10 A/C Blower Range Recpt Fluorescent Fixture 20 Pumps Transformer Appliances Dryer Recpt 1-20 Emergency Fixture Time Clocks Disconnect Switches 21 Twist Lock Exit Fixtures TVSS Other Equipment: HORSE BARN Notes: Inspector Signature: ,t Date: Nov 25 2013 81-Cert Electrical Compliance Form.xls 09/19/2013 12:14 6315895187 VANBRUNT: PAGE 02 CERTIFICATION September 17, 2013 Building Permit No. an24n Owner: The Estate of James Bissett, III D 55 Cox Neck Road Mattituek, New York SEP 19 2013 Plumber: Stephen Saunders nc orr°1- Lic. No. 2799-P - re+,° or ^,eruoio I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. Pl er' gnature State of New York County of Suffolk On this /1'f-A day of September, 2013, before me came Stephen Saunders, to me known to be the individual described in and who executed the forgoing instrument, and acknowledged that he executed the same. Notary Public, tate of New York RITA BUCKLEY Notary Public, State Of New yolk Quediff~un Suefftolk Cominlaeton Ekplres Ncven+ber 90, 7 ~ ~'y 31 765-1802 BUILDING DEPT. INSPECTION [ /FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FINAL [ J FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS! C ` e DATE u INSPECTOR I lez 3WA- ~-7c6Z) A 765-1802 BUILDING DEPT. INSPECTION [ Pl"FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: i J DATE 9 INSPECTOR I ~z D , 1 765.1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION 1 ST KROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION FRAMING FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: Z4~ DATE _ INSPECTOR OF 80U1y~# TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND INSULATION [ ] FRAMING/ STRAPPING ( ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: /vM DATE INSPECTOR ° SONq 3~ga~ "t",V~ TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ROUGH PLBG. CT4DL4~ [ ] FOUNDATION 2ND [ ] INSULATION ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: DATE ~S INSPECTOR ,M tof sour N.V TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECT19N [ ] FOUNDATION 1 ST [ ] RO H PLEIG. [ ] FOUNDATION 2ND [ ] SULATION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE INSPECTOR LPA Architects, LLP A R C H I T E C T U R E P L A N N I N G August 30, 2013 Town of Southold Building Department Town Hall Annex - 54375 Main Road P.O. Box 1 179 Southold, New York 11971 f Re: Horse stable 55 Cox Neck Road SEI 1 9 ZS13 l Mattituck Permit # 37804 To Whom it may concern, A visual inspection was made at the above location on August 22, 2013 to document changes made from the original file plans. The attached plans reflect the current as- built conditions found at the project site. Based on a visual inspection and to the best of my knowledge and professional belief, the existing structure, is in conformance with the Residential Building Code of New York State. EED AP Lemmen Paul Associates, Architects, LLP 21 Greeley Avenue Sayville, NY 1 1782 Tel: 631.589,29 14 Fax: 631.589.6935 www.lpa-plans.com FIELD INSPECTION REPORT DATE COMMENTS ~ C3 y FOUNDATION (1ST) a FOUNDATION (2ND) a a ~A O y ROUGH FRAMING & PLUMBING y t h~7 INSULATION PER N. Y. STATE ENERGY CODE C FINAL ADDMONAL COMMENTS v-e 1c) a P+ r a- I I'LL c- ;~i IN~frsu J L y lp z m.. 3 ` CF. l rte, ` e-Gl o-A-t Q y ~ z... y x y x - d b y TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING`DEPARTMENT F0 2 J 2nn4 Do you have or need the following, before applying? TOWN HALL Board of Health SOUTHOLD, NY 11971 3 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 Survey www. northfork.net/Southold/ PERMIT N . 3 6 Check Septic Form N.Y.S.D.E.C. Examined '200 Contact Trustees V 3-7 8oN Approved 5 20 04- Mail to: Disapproved a/c Phone: Expiration, 20 Building Inspector OV APPLICATION FOR BUILDING PERMIT Date rZ 206V INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 3 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f Every building 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 Department 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, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. Pgnature of applicant or name, if a corporation) applicant or name, if a corporation) po~~x ~Q~ -111Cww 11N,- (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder P"76 Name of owner of premises A11 e (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No.~~. 8 Plumbers License No. 7-A2 D Electricians License No. 7-1 (3 .n Other Trade's License No. T_ /S• 1. Location of land on which proposed work will be done: le House Number Street Hamlet County Tax Map No. 1000 Section Block DO 6Lot O Subdivision Filed Map No. Lot (Name) 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy fcsee(~ C-C-- b. Intended use and occupancy 0 6%), /t% , C- 3. Nature of work (check which applicable): New Building ~ Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost a Co, 60c) Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage; number of cars ~6 9~5< bra 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front -Rear Depth Height 1 - Number of Stories Dimensions of same structure with alterations or additions: Front Rear Depth - Height Number of Stories 8. Dimensions of entire new construction: Front Rear 131- Depth ly Height l y r Number of Stories 9. Size of lot: Front /p7 3 N Rear Z49 W Depth G 10. Date of Purchase Name of Former Owner /yy' 11. Zone or use district in which premises are situated q .16 12. Does proposed construction violate any zoning law, ordinance or regulation? YES_ NO~ 13. Will lot be re-graded? YES_ NO V-Will excess fill be removed from premises? YES_ NO 14. Names of Owner of premises Address Jo Phone No. !-16 fa3 ya'f 7 Name of Architect ljl/rt Address nor Phone No ~3 Y~Va Name of Contractor 'T te r- Address 4~of~Phone No. S7Z f oS r 15 a. Is this property within 100 feet of a tidal wetly^d or a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C: l'FRMITS MAY BFI REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO !-K, * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to propLrty 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) S: COUNTY OF -Su-- o V (A-,e-J r~ I J te7~ being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (S)He is the ~ W (i C-~- (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me thi day of 20 ~ k ~~~Notary blic / Signature of Applicant LINDA J. C=Notary Public, State of Navy York NO 4K"r 7,11 SL"ni1<f:i ~'IntY i N OF-SOUTHOLD BUILDING P 1T APPLICATION CHECKLIST ..~iLDING° DEPARTMENT Z~~a Do you have or need the following, before applying? TOWN HALL Board of Health SOUTHOLD, NY 11971 3 sets of Building Plans TEL: (631) 765-1802 jSc~ f I Planning Board approval FAX: (631) 765-9502 Survey www. northfork.net/Southold/ PERMIT N 3 Check Septic Form N.Y.S.D.E.C. Trustees Examined 20 04 Contact: Approved S 120 O Mail to: Disapproved a/c / Phone: bt) Expiration c, , 20 05- ' Bu~ Inspector APPLICATION FOR BUILDING PERMIT Date sI 20OV INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 3 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building 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 Department 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, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. nn gnature of applicant or name, if acorporation) I / r~ Y,V y` [V/Q /7dorA7- ' 1 ~7,~ (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder 6 t-~ "?(f Name of owner of premises 7e~ c A (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. -T_ 3.13 Plumbers License No. 'T,Q /J Electricians License No. 7-/3./a Other Trade's License No. -T' /3. 1. Location of land on which proposed work will be done: r r Coop !v ec~- /ec? f'k-c 7'T ~7yaGF House Number Street Hamlet County Tax Map No. 1000 Section Block 00 62 Lot O / ~ • 3 Subdivision Filed Map No. Lot (fame) 2. State existing use and occupancy of premises and intended use and occupancy bf proposed construction: a. Existing use and occupancy ~C Sc~s e t- / b. Intended use and occupancy. 3. Nature of work (check which applicable): New Building ~ Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost a2 ~r 600 Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garageember of cars 6'A s~ ~3<r~ 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front Rear Depth Height Number of Stories Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of Stories 8. Dimensions of entire new construction: Front /3, Rear 131- Depth L~y Height l 9" Number of Stories f / l 9. Size of lot: Front U3 y Rear-;2.,.) W Depth b' 10. Date of Purchase A.2 Name of Former Owner 11. Zone or use district in which premises are situated ,4 q0 12. Does proposed construction violate any zoning law, ordinance or regulation? YES_ NO-,L( 13. Will lot be re-graded? YES_ NO " ill excess fill be removed from premises? YES' N 14. Names of Owner of premises T-'^ ( G3lu° Address J~tr- Phone No. S/,6 fad lPr 7 Name of Architect /j ((/I t Address r-1,oe /-I Phone No '93/ ydla Name of Contractor 7 1 e~ e- Address k Phone No. s7z, fob ysr 15 a. Is this property within 100 feet of a tidal wetlar.0-gr a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BF REQUffED. b. Is this property within 300 feet of a 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. STATE OF NEW YORK) S: COUNTY OF Ste' OI#~ ~C `^~J Q' I J t~ V being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (S)He is the 1/I r (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me thi day of T 20 ~ 2 Rotary/Public Signature of Applicant LINDA J. G0^" ER Notary Public, Sfa'o of New York No. 4E2?F~n3, Su!Polk ci,,.+nty Page 1 of 29 FOR: BISSETT NURSERY JOB # 128-0712 HOLTSVILLE, NEW YORK 11742 BUILDING USE: Residential Horse Barn BUILDING DESCRIPTION: WIDTH BW 40-ft LENGTH BL:= 140-ft OVERHANG WIDTH OW 1 -ft EAVE HEIGHT EH 11.5-ft ROOF SLOPE RS 6/12 BAY SPACING BS 10-ft BUILDING CLASSIFICATION...... BC:= "U" DESIGN LOADS: ROOF LIVE LOAD LL 38•psf DEAD LOAD DL 7•psf CEILING LOAD CL = 0•psf WIND SPEED V3S:=120 mph EXPOSURE CATEGORY EC:= "BOO ENCLOSURE CLASSIFICATION... EnC "ENCLOSED" WIND IMPORTANCE FACTOR..... I W:= 1.0 REFERENCED STANDARDS: ASCE 7-98 BUILDING CODE OF-NEW YORK STATE2002 COLUMN CALCULATION: p.A.2E.1 p.A.3E.1 EH = 11.5-ft loft p.A.1 E.1 p.A.4E.1 1 12 It 16 12 l r a WIND DESIGN COEFFICIENTS: OF NE Y 0.853 y WIND DIRECTIONALITY FACTOR K d:= 3-SECOND GUST SPEED POWER LAW EXPONENT a = 7 a * , O Z g NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z g = 120()dF . d . MEAN ROOF HEIGHT H = 16.5* HEIGHT ABOVE GROUND LEVEL (ASCE minimum) z = 30• VELOCITY PRESSURE EXPOSURE COEFFICIENT K z = 7 npm~p VELOCITY PRESSURE... q 0.00256•K z-K d•V 3821 W-psf q = 21.953 -psf EDGE STRIP WIDTH....... ESW = 4.11 END ZONE WIDTH.......... EZW = 8.11 GMC04123/04 Page 2 of 29 INTERNAL PRESSURE COEFFICIENTS: GC pi.IN = -0.18 GC pi.OUT = 0.18 EXTERNAL PRESSURE COEFFICIENTS: CASE A - TRANSVERSE LOADING END ZONES GC pf.A.1 E = 0.728 GC pf.A.2E _ -0.19 GC pf.A.3E _ -0.585 GC pf.A.4E _ -0.535 INTERIOR ZONES GC pf.A.1 = 0.55 GC pf A 2 = -0.099 GC pf.A.3 = -0.447 GC pf.A.4 = -0.391 DESIGN PRESSURES - CASE A - TRANSVERSE LOADING: ENDZONES P A.1 E.1 q' (GC pf.A.1 E - GC pi.IN) P A.1 E.1 = 19.928 opsf P A.2E.1 q-(GC pf.A.2E - GC pi.IN) P A.2E.1 = -0.226 -psf PA.M.1 q-(GC pf.A.3E- GC pi.IN) PA.3E.1 =-8.89'psf P A.4E.1 q' (GC pf.A.4E - GC pi.IN) P AAE.1 = -7.792 -psf P A.1 E.2 q- (GC pf.A.1 E - GC pi.OUT) P A.1 E.2 = 12.025 apsf P A.2E.2 q' (GC pf.A.2E - GC pi.OUT) P A.2E.2 = -8.129 opsf P A.3E.2 9 • (GC pf.A.3E - GC pi.OUT) P A.3E.2 = -16.793 opsf P AAE.2 9 • (GC pf.A.4E - GC pi.OUT) P AAE.2 = -15.695 ^psf INTERIOR ZONES P A.1.1 q-(GC pf.A.1 - GC pi.IN) P A.1.1 = 16.019 ^psf P A.2.1 q' (GC pf.A.2 - GC pi. IN) P A.2.1 = 1.775 -psf P A.3.1 q. (GC pf.A.3 - GC pi.IN) P A.3.1 = -5.865 -psf P A.4.1 q. (GC pf.A.4 - GC pi.IN) P A.4.1 = -4.623 -psf P A.1.2 q' (GC pf.A.1 - GC pi.OUT) P A.1.2 = 8.116 -psf P A.2.2 q. (GC pf.A.2 - GC pi.OUT) P A.2.2 = -6.128 >psf P A.3.2:= q' (GC pf.A.3 - GC pi.OUT) P A.3.2 = -13.768 apsf P A.4.2 q-(GC pf.A.4 - GC pi.OUT) P A.4.2 = -12.526 -psf Page 3 of 29 CASE A - TRANSVERSE LOAD PATH DESCRIPTION The following is the load path for wind shear acting upon the sidewall. 1) Hi-rib steel to 2x4 nailers 2) 2 x 4 nailers to 3- 2 x 6 column/truss frame assembly Notes: 1) See attached listing of computer program for building frame analysis. EXTERIOR COLUMN DESIGN CRITERIA: P (ILL +DL+CL)•BS•(1+OW) P = 3150-lb Columns in End Zone EZW = 8-ft Note: Moments at points Ma and Mb and uplift are taken from the attached listing of computer program for building frame analysis. (See A4) M a 60824.019•inlb M b-:= 35144.581 •inlb uplift 495.843;lb END ZONE COLUMNS P N:= P - uplift Column Size = 113 - 2x6 Laminated Column' A = 24.75-sgin F c = 1750 *psi S = 22.69^cuin F b = 1900 -psi Id = 21.82 PN 1MI.12•\in A F~fa)2+ INTERACTION-VALUE:= c S•F b•1.6. 1 - c CE INTERACTION VALUE = 1.015 SPLICE CHECK (Mb) A s = 24.75-sgin F c.s = 1750 -psi S s= 15.13^cuin F b s= 1650 -psi pN ~Mb~•12(~) INTERACTION-VALUE s c S s'F b.s'1.6. 1- c CE INTERACTION VALUE = 1.013 Page 4 of 29 INTERIOR COLUMN DESIGN CRITERIA (Below Hayloft Height): P (LL+DL+CL)•BS•(12-ft 2 16-ft) +90•psf•8•ft•BS P = 13500-lb Columns in End Zone EZW = 8-ft Note: Moments at points Ma and Mb and uplift are taken from the attached listing of computer program for building frame analysis. (See A4) M a:= 65508.673•inlb M b 50089.733 •inlb uplift 313.556.lb END ZONE COLUMNS P N:= P + uplift Column-Size = "3 - 2x6 Laminated Column w/ (2) 2x6 Laminates" A = 41.25-sgin F c = 1750-psi S = 37.81-cuin F b = 1900 'Psi Id = 19.64 P N )2 M a J•12. n) INTERACTION-VALUE + S•F b-1.6. [l _ c CE INTERACTION VALUE = 0.995 SPLICE CHECK (Mb) A s= 41.25-sgin F c s= 1750-psi S s = 30.25 ^cuin F b.s = 1900 'psi pN ~2 1 Mb~•12~~ INTERACTION VALUE.= s c S s-F b.s•1.6• 1- c (TfCE)]l INTERACTION VALUE = 0.961 Page 5 of 29 INTERIOR COLUMN DESIGN CRITERIA (Above Hayloft Height): P (LL + DL + CL) .BS. (12-ft + 16-ft) 2 P = 6300-lb Columns in End Zone EZW = 8-ft Note: Moments at points M. and Mb and uplift are taken from the attached listing of computer program for building frame analysis. (See A4) M a:=, 19251.853•inib M b:=0., Inib' uplift* 311556-ib END ZONE COLUMNS P N:= P + uplift Column Size = "3 - 2x6 Laminated Column" A = 24.75osgin F c = 1750-psi S = 22.69 ocuin F b = 1900 'Psi Id = 14.89 I/ 1 P N ~z + M a .12 in INTERACTION_VALUE A-F~3 c S•F b•1.6• 1 - c CE INTERACTION VALUE = 0.382 SPLICE CHECK (Mb) A s= 24.75 ^sgin F c s= 1750 -psi S s= 15.13 -cuin F b s= 1650 -psi P N M b 1.12- n) INTERACTION_VALUE + INTERACTION VALUE = 0.066 Page 6 of 29 PLATED RAFTER TO EXTERIOR COLUMN CONNECTION: ROOFLOAD Rafter is saddled between outside members of column and bearing on center member with (2) 1/2" Diameter through Machine Bolts and (4) 20d R.S. Nails Connector Load = 2189.6•lb P = 3150-lb Center-Member-Is = "2x6" Area centermember = 8.25 -sgin Bearing-Stress (P - Connector-Load) Bearing_Stress = 101.228 -psi Area centermember' UPLIFT 12ft+OW1•BS UPLIFT:= ( P A.3E.2' 2 UPLIFT = 1175..499•lb BDL DL.BS-[[12\ +OWI BDL = 490-lb J/ JJ NET UPLIFT UPLIFT - BDL NET UPLIFT = 685.499•lb Connector Load = 3046.4•lb PLATED RAFTER TO INTERIOR COLUMN CONNECTION: ROOFLOAD Rafter is saddled between outside members of column and bearing on center member with (1) 1/2" Diameter through Machine Bolts and (8) 20d R.S. Nails Connector Load = 2481.7.16 P = 6300-lb Center-Member-Is = "2x6" Area centermember = 8.25 -sgin (P - Connector_Load ) Bearing_Stress Bearing_Stress = 402.456 -psi Area centermember' 1.15 UPLIFT UPLIFT (12-ft + 16 ft) BS P A.3E.2'~' UPLIFT = 2350.998•1b BDL DL•BS•( 12-ft + 16-ft) 2 BDL = 980-lb NET-UPLIFT:= UPLIFT - BDL NET UPLIFT = 1370.998•lb Connector Load = 3452.8•lb Page 7 of 29 EXTERIOR COLUMN FOOTING: Allowable_Soil_Bearing_Pressure 3000•psf' P = 3150.16 Footing-Diameter = 18 -in Footing-Thickness = 8 -in Area act Footing_Diameterz•n Area act = 1.767•ft2 Area reqd owa e_ of _ eanng_ ressure Area regd = 1.05•ft2 WIND LOAD UPLIFT (Exterior Column): UPLIFT 12-ft P A.3E.2' (__T_ + OW) - BS UPLIFT = 1175.499•lb d 4.0-ft R1=9•in R 2 d-tan(.5236) + R 1 P R2=3.059•ft R3:=R2-R1 Soil Volume Above Footing R3=2.309•ft V:= 3.7c•d•~R12+R22+R1 R2) V = 51.175•ft3 300 Total Soil Weight d = 4 -ft Allowable Soil Weight:= 100.pcf TSW V-Allowable Soil Weight TSW = 5117.458•lb (4) 46M Base Anchors w/ (3) 0.177 x 2-1/2" Building Dead Load Post Anchor ails per Anchor BDL DL-BS- 1 +0 LT~ ( T_ W) BDL = 490-lb Total Weight on Footing TWF TSW + BDL TWF = 5607.458•lb COLUMN TO FOOTING CONNECTION: (4) Base Anchors w/ (3).177" x 2-1/2" Galvanized Threaded Nails Each NET UPLIFT UPLIFT - BDL NET UPLIFT = 685.499•lb No. of Nails Required to Resist Uplift = 3 Page 8 of 29 INTERIOR COLUMN FOOTING: Allowable_SoII Bearing_Pressure 3000•psf P = 13500-lb (includes hayloft load) Footing_Diameter = 30 -in Footing_Thickness = 12 -in Area act Footing_DiameterZ-n Area act = 4.909•ft2 Area reqd owa e_ oi_Peanng_ ressure Area reqd = 4.5-ft WIND LOAD UPLIFT (Interior Column): PA.3E.2' I (12'ft + 16•ft)1 BS UPLIFT -I- UPLIFT = 2350.998•lb d:= 4.0-ft R 1 = 15 -in R 2 d -tan (.5236) + R 1 P R2=3.559•ft R3:=R2-R1 Soil Volume Above Footing 3 = 2.309 V:= .x.d.(R 12 +R2 2 + R 1 R 2) V = 78.251•ft3 Total Soil Weight Zi wableSoilWeight 100•pcf 4 •ft Allo TSW V-Aliowable_Soil_Weight TSW = 7825.138•lb (4) 46M Base Anchors w/ (3) 0.177" x 2-1/2" Building Dead Load Post Anchor ails per Anchor 30 in BDL DL•BS•(1 2 16-ft) 2 BDL = 980-lb Total Weight on Footing TWF TSW + BDL TWF = 8805.138•lb COLUMN TO FOOTING CONNECTION: (4) Base Anchors w~3)'177 x2-1/2" Galvanized Thread flails Each NET UPLIFT UPLIFT - BDL NET UPLIFT = 1370.998•lb No. of Nails Required to Resist Uplift = 5 Page 9 of 29 2x6 PURLINS: Roof load 2 x 6 purlins, No.2 SPF F b 1308.1 -psi Purlin spacing PS: 19.2-in Roof sheeting load....... SL 3.9•psf Purlin dead load.......... PL 1.1 •psf TOTAL-LOAD LL + SL + PL TOTAL-LOAD 43 opsf M max $•TOTAL_LOAD• PSn •BSZ M max = 860-lb-ft 12 • M max-12-(in) S regd rb if S reqd = 6.86 •cuin Uplift 2'x6" Purlin to Rafter Connection (Zone 3): Connection is made w/ (2) 1 1/2" Nails in shear and (2) 1 1/2" Nails in withdrawal 1 1/2" Nail Shear Value V:= 121.6-(b 1 1/2" Nail Withdrawal Value......... W:= 61.1 •in' Load Duration Factor Snow........... CDs 1.15 Load Duration Factor Wind........... C Du 1.6 Clip up (2•V•C Du) + (2-W-1.462 in•C Du) Clip up = 674.97 alb tVe StICti9n"=. dT,2$ :psf: • { SL t' PL) ; (Table 1609.6.2.1(2) Components and Cladding) Required Purlin Spacing: 674.97-Ib = 38.314 -in Net_suction. I • BS Page 10 of 29 ENDWALL NAILERS: 2"x6" STUD BETWEEN STANDARD COLUMNS 3.875 It 3.6875 ft 2 x 4 nailers, 2100f MSR SPF F b:= 2100-psi NAILER SPACING NS= 16-in NAILER TRIBUTARY AREA.......... NTA =5.333 -sgft NAILER WIND LOAD suction 34.7-psf suction- ISIS (3.875•ft)Z 12• M max M max = 86.84-lb-ft M max'12• in S regd ' 1.1Fb 3-f3 S regd = 0.245 ^cuin b NAILER TO STUDICOLUMN ATTACHMENT CHECK (Zone 5 Worst Case): Connection is made wl (2) 16d R.S. nails @ stud locations and (4) 16d R.S. nails @ columns Maximum nailer spacing: 2 nail-1.6-2 in-46. lb in suction 5- 24.681 -in Page 11 of 29 HAY LOFT FLOOR SYSTEM CALCULATIONS (Over Center Aisle): LIVE FLOOR LOAD = 80 psf DEAD FLOOR LOAD = 10 psf TOTAL FLOOR LOAD = 90 psf Maximum Joist Span 15.5 -ft 1.) FLOOR JOISTS: 2"x12" No. 1 SYP Joists @ 16" O.C. Fb = 1440 psi Fc = 565 psi Sad = 31.64 in3 M max [90•psf•1.33•ft•(15.5•ft)2] M max = 3594.741 -lb-ft M max'[12 (in) S reQ ' •psi S feQ = 29.956 -in3 a.) JOIST TO HANGER CONNECTION: (Span) - Hanger Load = 90•psf•1.33•ft•__,__ - 927.675 -lb Connection is made w/ (8) 1-1/2" R.S. Nails & Bearing on a 1-1/2" x 2" Seat Bearing Stress = ( 835.506 •Ib) 278.502 -psi b.) HANGER TO HEADER CONNECTION: Connection is made w/ (12) 1-1/2" R.S. Nails Allowable Load = (12)(137 lb/nail) = 1644 lb Page 12 of 29 2.) HEADER (3) 2"x12" Headers, No. 1 SYP Fb = 1440 psi Sact = 94.92 in3 Fc = 565 psi W = 90•psf•(15.25~ft) =697.5-plf I (90•psf).(1•( 10•ft)zl M max J M max = 8718.75 Ab•ft 11 M max* 12 (ff1J S req ' 1 psi S req = 72.656 ^in3 Header to column connection: Load = 90•psf•~ 15.5-ft) 10-ft = 6975 -lb Load is resisted by (14) 20d R.S. Nails and 17.25 sqin of bearing Allowable Load = 14•nail •201- b (565•psi•17.25•in2) = 12560.25•lb l 3.) INTERIOR COLUMN FOOTING: See interior column footing calculation on page 8 Page 13 of 29 HAY LOFT FLOOR SYSTEM CALCULATIONS (Over Wash Stalls, Tack & Feed Rooms): LIVE.FLOOR LOAD = 80 psf DEAD FLOOR LOAD = 10psf TOTAL FLOOR LOAD = go psf Maximum Joist Span 12.0-ft 1.) FLOOR JOISTS: 2"x10" No. 1 SYP Joists @ 16" O.C. Fb = 1500 psi Fc = 565 psi Sec = 21.39 in3 [90•psf•1.33•ft•(12•ft)2] M max M max = 2154.6 -lb-ft 1 M max [ 12 S req •psi S req = 17.237 =ins a.) JOIST TO HANGER CONNECTION: (Span) Hanger Load = 90•psf•l.33•ft•__T_ = 718.2>Ib Connection is made w/ (8) 1-1/2" R.S. Nails & Bearing on a 1-1/2" x 2" Seat Bearing Stress = (718.2•Ib) _ 239.4 opsi TTT. -in-. F Win b.) HANGER TO HEADER CONNECTION: Connection is made w/ (12) 1-1/2" R.S. Nails Allowable Load = (12)(137 lb/nail) = 1644 lb c.) BEARING ON 2"x6" STUDWALL: Bearing Load = 90•psf•l.33•ft•(1 = 718.2>Ib ( Bearing Stress = 718'2Ib) _ 87.055 -psi .5•in•5.5•in Page 14 of 29 2.) 2'x6" STUDWALL (Worst Case): 2"4" Studs, 16" O.C., No. 2 SPF P 90•psf•1.33•ft•(1~ P = 718.2-lb Maximum Stud Length = 8.83 ft A 8.25-in2 IF c:= 1100-psi Id 19.27 Compression Parallel to Grain Required = f o = 87.055 -psi Compression Parallel to Grain Allowed = F1 0 = 770.571 -psi 3.) EXTERIOR WALL HEADER 2"x8"/2"x10" Plated Wall Header, No. 1 SYP Fb = 1300 psi Sad = 64.65 in3 W = 90•psf•(111 ft) =504.45-plf f (90•psf).(11•(10•ft)2 ~ M max I 8 M max = 6305.625 -lb-ft 11I M max'1 12. (7) ] S req ' •psi S req = 58.206 =in3 No. of Nails Required (201 lb/nail) 1 Load = 90•psf• ( 11.21 -ft) ~-I10-ft 5044.5 -lb (5044.5 lb)/(201 lb/nail) = 26 nails total Page 15 of 29 4.) INTERIOR COLUMN HEADER (2) 2"x12" & (1) 2"x10" Headers, No. 1 SYP Fb = 1250 psi Sact = 80.87 in3 W = 90-psf-(11-5r- = 519.3 -plf L(90.psf) .(11•( 10•ft)Zl M max L JJ M max = 6491.25 =Ib•ft/ \ M max'[ 12 I _ I S req 1250•psi) S req = 62.316 -in 3 Header to column connection: Load = 90•psf•f (111•10•ft=5193"Ib Load is resisted by (14) 20d R.S. Nails and 12.75 sqin of bearing Allowable Load = 14-nail•201• lb + (565•psi•12.75•in2) = 10017.75•lb 5.) INTERIOR COLUMN FOOTING: 34" Diameter Footing, 17" thick, Allowable soil bearing pressure = 3000 psf Column Footing Load: P 18646.9•lb Area act = 6.305 oft? Area req = 6.216 -ft? 6.) EXTERIOR COLUMN FOOTING (Includes floor and roof load from 40'x16' building): 34" Diameter Footing, 17" thick, Allowable soil bearing pressure = 3000 psf Column Footing Load: P 17212.5•lb Area act = 6.305 -ft2 Area req = 5.737 -ft? Page 16 of 29 BUILDING DESCRIPTION: WIDTH BW 40.1t LENGTH BL::= 16-ft OVERHANG WIDTH OW: 1 ,ft EAVE HEIGHT EH,:= 11.5-ft ROOF SLOPE RSIs<:=-6'/12 BAY SPACING BS':= 9-ft BUILDING CLASSIFICATION...... BC "II" DESIGN LOADS: ROOF LIVE LOAD LL 3&psf DEAD LOAD DL 7•psf CEILING LOAD CL 0-psf WIND SPEED VS 120 mph EXPOSURE CATEGORY EC! "B" ENCLOSURE CLASSIFICATION... EnC "ENCLOSED" WIND IMPORTANCE FACTOR..... I yy;:= 1.0 REFERENCED STANDARDS: ASCE 7-98 BUILDING CODE OF NEW YORK STATE 2002; COLUMN CALCULATION: p.A.2E.1 p.A.3E.1 p.A.1E.1 EH = 11.5-ft 10 ft p.A.4E.1 12 It J 16 It J 12ft J WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR K d 0.85 3-SECOND GUST SPEED POWER LAW EXPONENT a = 7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z g = 1200-ft MEAN ROOF HEIGHT H = 16.5 -ft HEIGHT ABOVE GROUND LEVEL (ASCE minimum) z = 30-ft VELOCITY PRESSURE EXPOSURE COEFFICIENT K z = 0.7 VELOCITY PRESSURE... q:= 0.00256-K z-K d-V 382.1 Wpsf q = 21.953 -psf EDGE STRIP WIDTH....... ESW = 3-ft END ZONE WIDTH.......... EZW = 6-ft Page 17 of 29 INTERNAL PRESSURE COEFFICIENTS: GC pi.IN = -0.18 GC pi.OUT = 0.18 EXTERNAL PRESSURE COEFFICIENTS: CASE A - TRANSVERSE LOADING END ZONES GC pf.A.1 E = 0.728 GC pf.A.2E _ -0.19 GC pf.A.3E _ -0.585 GC pf.AAE _ -0.535 INTERIOR ZONES GC pf.A.1 = 0.55 GC pf.A.2 = -0.099 GC pf.A.3 = -0.447 GC pf.A.4 = -0.391 DESIGN PRESSURES - CASE A - TRANSVERSE LOADING: END ZONES P A.1 E.1 q' (GC pf.A.1 E - GC pi.IN) P A.1 E.1 = 19.928 -psf PA.2E.1 -q'(GCpf.A.2E-GCpi.IN) PA.M.1=-0.226>psf P A.3E.1 q' (GC pf.A.3E - GC pi.IN) P ME.1 = -8.89 =psf P AAE.1 q• (GC pf.A.4E - GC pi.IN) P AAE.1 = -7.792 -psf P A.1 E.2 q, (GC pf.A.1 E - GC pi.OUT) P A.1 E.2 = 12.025 -psf P A.2E.2 q-(GC pf.A.2E - GC pi.OUT) P A.2E.2 = -8.129 ^psf P A.3E.2 q• (GC pf.A.3E - GC pi.OUT) P A.3E.2 = -16.793 >psf P AAE.2 q' (GC pf.AAE - GC pi.OUT) P AAE.2 = -15.695 opsf INTERIOR ZONES P A.1.1 q, (GC pf.A.1 - GC pi.IN) P A.1.1 = 16.019 =psf P A.2.1 q' (GC pf.A.2 - GC pi.IN) P A.2.1 = 1.775 -psf P A.3.1 q. (GC pf.A.3 - GC pi.IN) PA. 3.1 = -5.865 ^psf P AAA q' (GC pf.A.4 - GC pi.IN) P A.4.1 = -4.623 =psf P A.1.2:= q. (GC pf.A.1 - GC pi.OUT) PA. 1.2 = 8.116 -psf P A.2.2:= q' (GC pf.A.2 - GC pi.OUT) P A.2.2 = -6.128 =psf P A.3.2:= q. (GC pf.A.3 - GC pi.OUT) P A.3.2 = -13.768 opsf P A.4.2:= q. (GC pf.A.4 - GC pi.OUT) P A.4.2 = -12.526 -psf Page 18 of 29 CASE A - TRANSVERSE LOAD PATH DESCRIPTION The following is the load path for wind shear acting upon the sidewall. 1) Hi-rib steel to 2x4 nailers 2) 2 x4 nailers to 3- 2 x 6 column/truss frame assembly Notes: 1) See attached listing of computer program for building frame analysis. EXTERIOR COLUMN DESIGN CRITERIA: P (LL+DL+CL)•BS•(1+OW1+90•psf•(1•BS P = 2998.8•lb Columns in End Zone EZW = 6-ft Note: Moments at points M. and Mb and uplift are taken from the attached listing of computer program for building frame analysis. (See Al 0) M:g 68469.092-inlb M b #5760.3934nlb uplift 13,91.305 ,11) END ZONE COLUMNS P N P - uplift Column Size = "3 - 2x6 Laminated Column w/ 2x6 stiffener" A = 33 -sgin F c = 1750 -psi S = 30.25 ^cuin F b = 1900 'psi Id = 21.82 PN \2 Ma .12. in) INTERACTION-VALUE II\ /1 t (if AFT S-F b-1.6. 1 - (;c- 1 INTERACTION VALUE = 0.787 SPLICE CHECK NO A s= 33 -sgin F c s= 1750 -psi S s= 22.69 -cuin F b s= 1900 'Psi pN 2 Mb•12 INTERACTION-VALUE:= A~1~ + s c g s'F b.s 1.6. 11- c INTERACTION VALUE = 0.702 Page 19 of 29 PLATED RAFTER TO EXTERIOR COLUMN CONNECTION: ROOFLOAD Rafter is saddled between outside members of column and bearing on center member with (2) 1/2" Diameter through Machine Bolts and (4) 20d R.S. Nails Connector Load = 2189.6•lb P = 2520-lb, Center-Member-Is = "2x6" Area centermember = 8.25 <sgin Bearing Stress (P - Connector-Load) Bearing Stress = 34.825 -psi Area centenmember' 1.15 UPLIFT PA.3E.2' /12ft+OWl•BS UPLIFT= -f- UPLIFT = 940.399•lb l BDL:=DL•BS•f (1+OWl BDL = 392-lb L J NET UPLIFT UPLIFT - BDL NET UPLIFT = 548.399•lb Connector Load = 3046.4•lb PLATED RAFTER TO INTERIOR STUB COLUMN CONNECTION: ROOF LOAD Rafter is saddled between outside members of stub column and bearing on center member with (1) 1/2" Diameter through Machine Bolts and (8) 20d R.S. Nails Connector Load = 2481.7•lb P = 5040-lb Center-Member-is = "2x6" Area centermember = 8.25 =sgin Bearing Stress (P - Connector Load) Bearing Stress = 269.65 -psi Area centermember' UPLIFT (12-ft + UPLIFT P A.3E.2' --T-.BS UPLIFT = 1880.799•lb BDL 12-ft + 16-ft) BDL = 784•lb NET UPLIFT UPLIFT - BDL NET UPLIFT = 1096.799•lb Connector Load = 3452.8•]6 Page 20 of 29 EXTERIOR COLUMN FOOTING: Altowable_Soil_Bearing_Pressure 3000xpsf P = 2998.8.16 Footing_Diameter = 18 -in Footing_Thickness = 8 -in Area act Footing_Diameter2•a Area act = 1.767.82 P 2 Area reqd owa e_ oi_ earing_ ressure Area regd = 1-ft WIND LOAD UPLIFT (Exterior Column): UPLIFT 12-ft UPLIFT = 940.399•lb d:= 4.0-ft R1=9•in R 2 d •tan ( .5236) + R 1 P R2=3.059•ft R3:=R2-R1 Soil Volume Above Footing R3=2.3090ft V:= 1.7c.d.lR12+R22+R1•R2) i V = 51.175.83 300 Total Soil Weight d = 4 -ft Allowable Soil Weight 100•pcf TSW V-Allowable Soil Weight TSW = 5117.458•lb (4) 46M Base Anchors w/ (3) 0.177~x 2-1/2" Building Dead Load Post Anchor ails per Anchor 18 in BDL DL-BS- l + OW) BDL = 392-lb Total Weight on Footing TWF TSW + BDL TWF = 5509.458•lb COLUMN TO FOOTING CONNECTION: (4) Base Anchors w/ (3).177" x Galvanized Threaded Nails Each NET-UPLIFT:= UPLIFT - BDL NET UPLIFT = 548.399•lb No. of Nails Required to Resist Uplift - 2 Page 21 of 29 2x6 PURLINS: Roof load 2 x 6 purlins, No.2 SPF F b 1308.1 -psi Purlin spacing PS 192•in' Roof sheeting load....... SL 3.9•psf Purlin dead load.......... PL 1.1 -psf TOTAL-LOAD:= LL + SL + PL TOTAL-LOAD = 43 ^psf M max 1$•TOTAL_LOAD• PS BS2 M max = 550.4-lb-ft 12 in • n M max•12• m in S regd I S reqd = 4.391-cuin IF b-1.15 Uplift 2'x6" Purlin to Rafter Connection (Zone 3): Connection is made w/ (2) 1 1/2" Nails in shear and (2) 1 1/2" Nails in withdrawal 1 1/2" Nail Shear Value V:= 1214-lb Ilb 1 1/2" Nail Withdrawal Value......... W:= 61.1r Load Duration Factor Snow........... C Ds 1.15 Load Duration Factor Wind........... C Du 1.6 clip up:= (2•V•C Du) + (2-W1.462 in•C Du) Clip up = 674.97 -lb N8t Suction 48.78 psf - (SL + PL), (Table 1609.6.2.1(2) Components and Cladding) Required Purlin Spacing: 674.97•Ib = 46.252 yin Net-suction .7 . BS Page 22 of 29 SIDEWALL NAILERS: SP = 7.625-ft 2 x 4 nailers, 2100f MSR SPF F b 2100-psi NAILER SPACING NS 16-in NAILER TRIBUTARY AREA.......... NTA = 10.667 -sgft NAILER WIND LOAD suction 34.5•psf suction. N in (BS - 0.375_ft)2 12• ~ M max M max = 334.309 -lb-ft M max, 12. in S regd = 0.944-cuin S regd . ,.fF5 b NAILER TO STUDICOLUMN ATTACHMENT CHECK (Zone 5 Worst Case): Connection is made w/ (2) 16d R.S. nails @ stud locations and (4) 16d R.S. nails @ columns Maximum nailer spacing: 2 nail•1.6.2 in•46.Ib suction-4-ft in = 25.6 -in Page 23 of 29 ENDWALL NAILERS: Section A-A A A SP = 11.5•ft 2 x 4 L-Nailers, 1313f No.2 SPF F b:= 1313 -psi NAILER SPACING NS;: 16-in NAILER TRIBUTARY AREA.......... NTA = 10.667 osgft NAILER WIND LOAD suction 33.93,psf Nm suction (11.5•ft)2 12• M max M max = 747.874•lb•ft M max .12. m in S regd~ S reqd = 4.272 •cuin NAILER TO STUD/COLUMN ATTACHMENT CHECK (Zone 5 Worst Case): Connection is made w/ (2) 16d R.S. nails @ stud locations and (4) 16d R.S. nails @ columns Maximum nailer spacing: 2 nail-1.6.2 in-46. Lb in suction . -4.125 -ft = 25.241 oin Page 24 of 29 INTERIOR COLUMN HEADER: (2) 1-1/2" x 16" Laminated Veneer Lumber Headers Fb = 2800 psi 5040 lb 8ft 8ft 16ft 25201b 25201b Sed = 128.0 in3 Mmm = 20160.0 ftlb Sfeq = 75.13 in3 No. of Nails Required 20d RS Nails (201 lb/Nail) Stub Column = P = 5040 lb, 22 Nails Total Jamb Column = R = 2520 lb, 11 Nails Total Page 25 of 29 UPLIFT CHECK: 1096.8 lb 8ft 8ft 16ft 548.4 lb 548.4 lb Saa = 128.0 in3 Mmax = 4387.2 ftlb Sreq = 11.75 in3 No. of Nails Required 20d RS Nails (201 lb/Nail) Stub Column = P = 1096.8 lb, 4 Nails Total Jamb Column = R = 548.4 lb, 2 Nails Total CHECK VALLEY JACK RAFTER: 2"xV72"x10" Plated Rafter, No. 1 SYR F b:= 1300-psi Sat = 64.66 cuin M max [(38•psf•12•ft) (10•ft)2] M max = 5700 ^ftlb 1 -M 7max12. in S feq l' b " U S feq = 45.753 -cuin CHECK JACK RAFTER TO UPRIGHT/UPRIGHT TO TRUSS CONNECTION: Load = 38•psf•12•ft•10•ft=4560<Ib Connections is made w/ (20) 20d R.S. Nails (20 nails)(201 Ib/nail)(1.15) = 4623 lb • Page 26 of 29 FLOOR SYSTEM CALCULATIONS: LIVE FLOOR LOAD = 80 psf DEALT FLOOR LOAD = 10 psf TOTAL FLOOR LOAD = 90 psf Maximum Joist Span 15.54-ft 1.) FLOOR JOISTS (Glue-Nailed Floor): 11 7/8" TJI/L65 @ 16" O.C. Required Uniform Live Load = 80-psf•1.33•ft = 106.4^plf Required Uniform Total Load = 90•psf-1.33•ft = 119.7-plf Per attached Allowable Load Table (16' span): Allowable Uniform Live Load = 158 plf Allowable Uniform Total Load = 158 plf a.) JOIST TO SIMPSON IUT312 HANGER CONNECTION: Hanger Load = 90•psf•1.33•ft-(5=835.506•lb Connection is made w/ (2) 10dx1 1/2" Nails & Bearing on a 1-1/2" x 2" Seat Allowable Load = 1110 lb (See attached allowable load table) b.) HANGER TO HEADER CONNECTION: Connection is made w/ (10) 10d Nails Allowable Load = 1110 lb (See attached allowable load table) c.) BEARING ON 2"x4" STUDWALL: Bearing Load = 90•psf•1.33-ft•(1 zft) = 718.2olb ( Bearing Stress = 718.2•Ib) 239.4 -psi 1.5•m•2•in Page 27 of 29 2.) 2"x4" STUDWALL (Worst Case): 2"x4" Studs, 16" O.C., No. 2 SPF P 90•psf•1.33-ft•(12•ft) 2 P = 718.2-lb Maximum Stud Length = 8.24 ft A 5.25•in2 F o 1100•psi Id 28.25 Compression Parallel to Grain Required = f o = 136.8 -psi Compression Parallel to Grain Allowed = F1 0 = 460.108 -psi 3.) EXTERIOR WALL HEADER (Worst Case @ Endwall) 1 1/2"x16" Laminated Veneer Lumber Header Fb = 2800 psi Sact = 64 in3 W = 90•psf•(15 = 699.3 ^plf L(90psf) (-T--(12•ft)ZI M max J M max = 12587.4 olb-ft 1lI M max' [12 (in J S feq psi S feq = 53.946 ^in3 No. of Nails Required (201 lb/nail) Load = 90 psf (16-ft) l0 ft = 7200 -lb (Worst Case @ 10' O.C. Columns) (7200 Ib)/(201 Ib/nail) = 36 nails total Page 28 of 29 4.) SOUTH ENDWALL FOOTING (Floor System + Header Reaction + Roof Load): 24" Diameter Footing, 10" thick, Allowable soil bearing pressure = 3000 psf Column Footing Load: P 5040-lb + 1575-lb + 2520-lb P = 9135-lb Area act = 3.142 4 Area req = 3.045 -ft? 5.) SOUTH ENDWALL FOOTING (Floor System + Roof Load): 20" Diameter Footing, 8" thick, Allowable soil bearing pressure = 3000 psf Column Footing Load: P 4860. lb + 1518.75•lb P = 6378.75•lb Area act = 2.182 4 Area req = 2.126 4ft2 5.) CORNER FOOTING (Floor System + Roof Load): 20" Diameter Footing, 8" thick, Allowable soil bearing pressure = 3000 psf Column Footing Load: P 4320-lb + 1575-lb P = 5895•lb Area act = 2.182 -fTz Area req = 1.965 ^fe 6.) INTERIOR LOAD BEARING WALL OPENING (@ Stair Walkdoor): (2) 2'x8" Headers, No. 1 SYP Fb = 1500 psi Se,t = 26.28 in3 W= 90•psf•(3•ft)=270^plf ( 90•psf) 3 •ft) 3.43. ft) 2 M max M max = 397.065 -lb-ft 1 M max'[ 12 S feq 1500-pSI) S feq = 3.177=in3 Page 29 of 29 SEISMIC DESIGN Seiamic Use_Group "1" Site Class "D" Spectral response acceleration @ short periods (Ss): S,a 0.233 Spectral response acceleration @ 1-second periods (S,): S 0.072 Site coefficient F a = 1.6 Site coefficient (Q: F v = 2.4 Sms:=Fa•Sa Sms=0.373 Sml:=Fv'S1 Sml=0.173 (2).S S DS 7 ms S DS = 0.249 2 S D1 'S m1 S D1 = 0.115 Seismic_Design_Category_S s = "B" Seismic_Design_Category_S 1 = "B" Note: Most severe category governs; therefore Seismic_Design_Category = "B" DESIGN REQUIREMENTS FOR SEISMIC CATEGORY B Response modification factor (R): R-;_ 6€5 Building Weight: W = 17850091b SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS 1.2.5 DS V:= -R_ • W V = 8190.129•lb Goad Tables/Floor (1006) T116/665 Joist Allowable Uniform Load (plf) Parallel TJI® Joist • Multiple Span • Performance Plus• Web Material Nailed or Glue-Nailed Floor Dapthi?41-~1111% 4 - u-:' 2 IS, 8 „ 20 .....:x,... 22 24 28 28 - - 30 Ds Pth TL ILL LL , _ ,LL TLLL . TL LL ILL TL; TL U. iLL cOM - com ITL " COM iiY' ~COM F 1 COM COM COM LL COM COM COM 1 11 Span 12 210 227 235 284 292 301 309 359 367 375 12 13,5 194 209 217 262 270 278 285 331 339 346 13 14'' 160 194 201 244 251 258 265 307 315 321 14 ' 15 168 181 188 227 234 241 247 287 294 300 15- 18 , 158 158 170 176 213 219 226 232 269 275 281 16 '17?% 126 148 160 166 201 206 212 218 253 259 265 17 18;x+ 102 140 144 151 157 190 195 200 206 239 245 250 18 19'- 83 133 118 143 148 180 185 190 195 227 232 237 19 c 20 68 109 97 136 129 141 165 171 175 180 185 215 220 225 20 21 60 11485 130 113 134 145 162 167 172 177 205 210 214 21 " 22:". 52 tp3' 75 124 100 128 128 155 159 159 164 169 196 200 205 22 _ 23 46 F65.: 66 16 88 123 113 148 141 153 157 161 187 191 196 23 24 41 x,87"p S8 4108, 78 118 101 :137 126 146 150 154 179 184 188 24 25 36tMl 52 9870 713 90 128 112 140 137 144 148 772 176 180 25 26 32 73 47 C"81 62 7T0-Er 80 ...116. 101 °Tjr 123 139 143 166 169 173 28 27 42 ( 8456 72 ;108 91 ,121._ 111 134 134 137 ~ 155,E 163 167 27 26 38 757 91 ? 65 V100,: 82 113 101 4125, 121 X32- 743 ~~744- , 158, 161 26 29 34 46 k85 59 X941'. 74 r'105' 91 -116 110 123` 130 fc13ii* '~i46, 155 29 30 42 ~r 79•x: 54 Sly 68 98 _ 83 109 100 1151 119 128138.1 148 30 31 ° 36 ca74?. 49 s~ s. 62 92 76 102, 91 108° 708 11~,f 127 r'127q 137 31, . 32 34 r' 70 45 77 J 56 G 88 : 69 1-96 : 83 1012 99 10.8 116 VIM' 12B 32 33 41 52 GKat, 63 90 77 95„, 91 04 107 •112' 21;` 33 34 ` 47 76.;: 58,. 85 F 70 90 84 98 98 1 114 34 35 44 72 ? 54 80 i 65 a5" 77 92 90 100 105 09:` 35 _ 38 49 L l ' 60 r 80,k 71 S7' 84 k•~94. 97 02_: 38 J7 46~' 55 L ,76 r 66 '7a83 77 BB 90 98'a 37 39 51 F 72;;. 61 72 85 83 91» 38 39 57 4- 67 80+ 77.87:; 39 40 62 x.771 72 82' 40 1. Values shown are maximum allowable load capacities of the joists in pounds per lineal foot (plf) based on simple span, uniformly loaded conditions with web stiffener and bearing length criteria shown on page 3.2 (lower or higher load capacities may be possible with different criteria, use the TJ-Bean'software program or contact your Trus Joist representative for assistance. 2. Multiple span table can be used for two or more span conditions. Use the longest span for sizing. Where ratio of short span to long span is less than 0.4, use the TJ-Beams software program or contact your Trus Joist representative. 3. Values in gray _ibaded areas may be increased 4% for repetitive member usage if the criteria on page 9.7 are met. 4. Camber (2250' radius) is available for simple span applications only. Contact your Trus Joist representative for availability. 5. For loading conditions not covered by these tables (eg.: concentrated loads), use the TJ-Beams software program or contact your Trus Joist repre- sentative for assistance. REV. 11/00 W 7.3 HANGERS The IUS is a hybrid hanger that incorporates the advantages of face mount and top flange hangers. Installation is easier with the snap-in joist feature and easy-to-reach face nail locations. Joist nails are not required[ The MIU series hangers are designed for commercial and high load e 1-joist applications without requiring web stiffeners. The MIU features Positive . ` Angle Nailing (PAN), which minimizes splitting of the flanges while permitting Y IUS time-saving nailing from a better angle. The JUT features a bend-tab which nails vertically into the 1-joist's bottom U.S. Patent flange when web stiffeners are not used, or directly into the web stiffener. This• Pending constrains the member, helping to reduce squeaks resulting from joist movement. MATERIAL: See table page 70.72. FINISH: Galvanized` UPLIFT LOADS: • Models have optional triangle nail holes for additional uplift (see illustration). Property attached web stiffeners are required. No nails • IUS-for additional uplift capacity refer to technical bulletin requiredl } T-OPTUPLIFTCWR • JUT-add two additional 1 Odx11M joist nails for a total uplift load of ' I V 4801bs and 575lbs (33% and 60% increase respectively). Sn t,,; • MIU-add four additional 10dx1rh" joist nails for a total uplift load of 720 Jbs and 865 His (33% and 60% increase respectively). • The increase is for wind or earthquake loading. Starburst detail allows INSTALLATION: • Use all specified fasteners. Verify that the header secure seating of joist. an take the required fasteners specified in the table. See pages 66-67 for additional installation information. • IUS-fasten hanger to header. Position I-joist into hanger and snap into ~5.:;~r place. No joist nailing required. The IUS an be installed filling round header nail holes only, or filling round and triangle header nail holes 4 ~e7~ yy for the maximum load values. • IUT-optional seat diamond hole allows pre-attachment of hanger y: n to joist before installation. • Web stiffeners are not required with 1-joists when the joist top flange is laterally supported by the sides of the hanger. I-joist manufacturers may require web stiffeners.'"' ' " •l OPTIONS: These hangers cannot be modified. However, these models will normally accommodate a skew of up to 5•. For a sloping joist to rh :12, T "vu tests show a 10% reduction in ultimate hanger strength. Local crushing Q , of the bottom flange or excessive deflection may be limiting; check with >r 4w°"; joist manufacturer for specific limitations on bearing of this type. CODES: BOCA, ICBO, SBCCI NER469: City of L.A. RR25158 (IUT) Typical IUS Installation 2 ~ MIU IUT U.S. Patent 5,555,594;: ' v e W a OPTIONAL ' S H S NAIL y N LOCATIONS •1 'i i Q Z Nr. x °`YI+ I~~ t"r u88 Bend tab into the bottom flange and fasten with ..e4 10d s 1W nails when web stiffeners are not used to help reduce floor squeaks. MIU with correct PAN installation Typical IIIT Installation 68 E= Face Mount Hangers - I-Joists Web Olmamions Fasteners Allowable Loads Joist Model Sim fia "«~+=0FMP aHeader 8PF Sold= Hader Sam Rani sin No. Re4d W H B Face Jolst 133 UPIM.. 100Uplut . 1Ro09m' Sam 116 w 125 Red 100Roor Sam (1151 1 125 MIU2.37118 16 171 2% 22.164 2-1041 240 255 2925 3365 3420 2530 2910 3160 294 x 18 HU35200 Min J 14 18 2% 18.164 8.10dxt 960 1150 2410 2775 3015 2090 2400 2610 HU3524/30 Max J 14 2 18 2% 24-160 14-10dx1 1680 2015 3215 3700 4020 2785 3200 3480 2 x 20 MIU2.3720 18 191 2 24-16d 2.10dxl -240 255 3190 3420 3420 2760 3175 3420 MIU2.3720 18 191 2 24.164 2-lOdxl% 240 255 3190 3420 3420 2760 3175 3420 22 HU3524I30 Min V 14 18 2 18-16d 8-10dx1 960 1150 2410 2775 3015 2090 2400 2610 HU3524/30 Max 18 2 24.164 14-10dx1 1680 2015 3215 3700 4020 2785 3200 3480 2 x 9X IUS2.S6f9.5 18 2% 9 2 8-10d - " 75 -~75 -895 1030 '.1120 775 890 970 9 2 8-10dxl% 2-10dxl -245 256 "^730 SW 910.. 825 720 780 2yx IUT310 - 18 E50-9% 2 8.1 Od 2-1 Odxl 245 -'255' 890 1020 1110 770 885 960 gy-9X MIU39 18 2%. 1 81/ 2 14-16d 2-10dxt -240 255 1880 2140 -2330. 1610 1850 2010 HU310 J 14 8r 2% 14-1 Sd 6.10dxl 720 '.°866 '•1875 2155.'2345 1625 1870 2030 2y x 11% IUS2.56/11.88 Min - 18 11+ 2 8-1 Od - 75 75 895 1030 1120 775 890 970 IUS2.56111.88 Max 2% 111 2 10-10d - 75 75 1120 1290 1400 970 1115 1215 2% 11Y 2 10.10dx1y 2-10dxlY 245 255 910 1045 1140 780 895 975 2Xx 1117312 - 18 2N• 11Y. 2 10-10d 2-10dxty 245 255 1110 1275 1390 960 1105 1200 11y •111/, MIU311 16 2% 11y 2y 16.16d 2-10dx1y 240 255 2130 2445 2660 1840 2115 2300 HU312 J 14 2% 10% 2y 16.16d 6•lOtlx1Y 720 865 2145 2465 2680 1855 2135 2320 1US2.56/14 Min - 18 14 2 12.104 - - 75 75 1345 1545 1880 1166 1340 1455 IUS2.56/14 Max 2 14 2 1410tl - 75 -75 -1670 1805 1885 1360 1560 1700 N, 13'9(• 2 14-10dx1y 2-IOcblX 245 .255 1275 1465 1590 1090 1255 1365 2yx14 IUT314 - 18 2Na 13942 14-104 2-lOdx1)j 245. 255 1555 1785 1940 1345 1545 1680 MIU314 16 N. 1394 2y 18.16d 2-10dx1Y 240 255 2395 2755 2990 2070 2380 2590 HU314 I 14 2% 12% 2y 18.16d 8.1odxly NO 1150 2410 2775 3015 2090 2400 2610 S2.56/16 Max 2 16 2 16.1 On - 75 75 1790 1865 1865 1550 1785 1865 02%X14 S2.56/16 Min - 18 2 18 2 14-104 - 75 75 1570 1805 1865 1360 1580 1700 T316 - 18 2Ns 15% 2 16-104 2-10~c1y 245 255 1775 2040 2220 1535 1785 1920 IU316 16 2% 15Y 2Y 20-16d 2-10dxly 240 255 2660 3060 3325 2300 2645 2975 U316 .1 14 W. 14y 2y 20.16d 8.10dx1X 960 1150 2680 3080 3360 2320 2670 2900 IU318 - 16 29(. 17Y 2y 22-16d 2.10dxty 240 255 2925 3365 3420 2530 2910 3160 IU320 - 16 2%. 19Y 2y 24-16d 2-IOtlx1X 240 255 3190 3420 3420 2780 3175 3420 IU320 ! 16 2%. 19Y 2% 24.16d 2.10dx1Y 240• .255 3190 3420 9420 2760 3175 3420 T2.Bfl/10 - 18 2N' 9%. 2 8.10dx1Y 2.10dx1Y 245 255 730 835 910 625 720 780 2X• 9% 2 8-10d 2.10dxlX 245 255 890 1020 1110 770 885 960 2J(. 11% 2 10.10dx1Y 2-10dx1Y 245.1 :255 910 1045 1140 780 895 975 T2.6flf12 - 18 2X• 11N. 2 10-10d 2-10dx1X 248 255 1110 12751-1390 9110 1105 1200 2N• 13Y 2 14-lO&IY 2-1OdxiY 245 255 1275 1465 1590 1090 1255 1365 UT2.68/14 - 18 2N• 13% 2 14-10d 2-tOdxly 245 255 1555 1785 1940 1345 1545 1680 2Yx 16 MIU2.fi8/16 - 16 2J(, 15'4• 2X 20.16d 2-10dxly 240 255 2680 3080 3325 2300 2645 2875 y MIU29-2 - 16 3X 9 2X 14-164 2-10dx1Y 240 255 1860 2140 2330 1610 1850 2010 gy xgX HU210-2 Min J 14 3 8% 2 14-16d 6.104 905 1085 1875 2155 2345 1825 1870 2030 HU210.2 Max 3 @ 2 18-164 10-104 1505 1810 2410 2775 3015 2090 2400 1=2.030 3x MIU211-2 - 16 39 11Y 2X 16.16d 2-10dx1Y 240 255 2130 2445 2880 1840 2115 - ity,-11;L HU212-2 Min J 14 3 1 Ow. 2 16-16d 6•1Od 905 1085 2145 2465 2880 1855 2135 - g HU212-2 Max 3% 1 2% 22-16d 10.104 1506 1810 2950 3390 3665 2550 2935 g MIU211-2 16 3y 11y 2% 16.16d 2•iOdxly 240 255 2130 2445 2660 1840 2115 3 x 14 - 20 HU212.2 Min Y 3 10 2 16-16d 6-104 905 1085 2145 2465 2580 1855 2135 HU212.2 Max 14 3 1 2 22•1Sd 10-10d 1505 1810 2950 3390 3685 2550 2935 3yx HU3.31r9 Min 2 14-18d161 -1 Od 905 1085 '1875 2155 -+2W 182.5 1870 9Y-9X HU3.3119Max J to 812 18.164 10.10d 1605 -1816 2410 27753015 2080 2400 2610 3y,x HU3.31111 Min 14 101 2 22-16d 10.10d 3 101 2 16.1 Sd 6.10d 905 1085 2145 2465 2680 1855 2135 2320 11y•11% HU3.31/11 Max I 3N. 1505 1810 2950 3390 3885 2550 2935 3190 - 3y x 14 HU3.31/14 Min J 14 1 2% 20.164 8.10d 1205 1445 2680 3080 3350 2320 2670 2900 - - HU3.31/14 Max L__ 2 26.160 12.1 Od 1810 2015 3485 4005 4365 3015 3470 3770 3y, x HU3.31114 Min 14 1 2 20•16d 8.1 Od 1205 1445 2680 3080 3350 2320 2670 2900 _ 16.20 23 3111'44 Max 1 2 28.184 12-10d 1810 2015 3485 4005 4355 3015 3470 3770 _ 1.1Od common nails or 16d sinkers (9 gauge x 31/41 may be used 3.UPIip loads based on Douglas Fir have been increased 33% 4.MIN nailing 4uanft all load vMres- instead of the specified i6d nails at 0.84 of the table load value. and 60% for earthquake or wind loading with no fuller fill ad round hales; MAX mi9rp quantity 2.164 sinkers (9 gauge x 31/41 may be used instead of the increase allowed. Reduce by 33% and 60% for normal and load values--IN all round and specified 10d commons with no load reduction. loading such as in cantilever construction. triangle holes. 71 Al Computer Analog of the Building Frame O 5 6 O O 4 7 11 14 O 19 20 21 O O (D 3 15 8 12 O 11 lU O 2 13 16 9 13 1 15 17 18 14 10 12 17 19 18 16/ Assumptions and Notes: 1.) The columns are fixed at the base. 2.) The truss to column connection is hinged. 3.) Circled numbers are point numbers. 4.) Uncircled numbers are member numbers. 5.) The wind load is applied to the structure per 2002 Building Code of New York State. 6.) The forces are computed by Purdue's Plane Structures Analyzer (U.S.D.A. Forest Service Paper FPL 168, 1972). This is a computerized structural analysis program. -;0, STALL BARN A2 NUMBER OF POINTS = 19 NUMBER OF MEMBERS = 21 NUMBER OF ROLLER SUPPORTS = 0 NUMBER OF PINNED OR FIRL SUPPORTS = 0 NUMBER OF FIXED SUPPORTS = 4 ALLOWABLE MEMBER STRESSES IN PSI, NORMAL LOAD DURATION MEM. USE ALLOWABLE MODULUS OF GROUP TYPE BEND COMP TENS WIDTH DEPTH ELASTICITY 1 CS 1900. 0. 0. 4.500 5.500 .150E+07 2 CS 1900. 0. 0. 3.000 5.500 .150E+07 3 CS 1900. 0. 0. 7.500 5.500 .150E+07 4 CS 1900. 0. 0. 6.000 5.500 .150E+07 5 CS 1250. 0. 0. 1.500 11.250 .150E+07 6 CS 1500. 0. 0. 1.500 7.250 .150E+07 THE LOAD DURATION FACTOR IS 1.60 POINT COORDINATES POINT X-000RD Y-000RD NO. (IN) (IN) 1 .000 120.000 2 96.000 72.000 3 -96.000 72.000 4 240.000 .000 5 -240.000 .000 s6 96.000 .000 -96.000 .000 8 240.000 -82.000 9 (2-240.000 -82.000 0 96.000 -82.000 11 -96.000 -82.000 12 240.000 -118.000 13 -240.000 -118.000 1 1'14 96.000 -118.000 A3 15 -96.000 -118.000 16 240.000 -136.000 17 '-240.000 -136.000 1.8 96.000 -136.000 19 -96.000 -136.000 MEMBER LAYOUT MEMBER NEGATIVE END POSITIVE END MEMBER NUMBER POINT CONDITION POINT CONDITION GROUP 1 17 RIGID 13 RIGID 1 2 13 RIGID 9 RIGID 2 3 9 RIGID 5 PINNED 1 4 5 RIGID 3 RIGID 5 5 3 RIGID 1 PINNED 5 6 1 PINNED 2 RIGID 5 7 2 RIGID 4 RIGID 5 8 4 PINNED 8 RIGID 1 9 8 RIGID 12 RIGID 2 10 12 RIGID 16 RIGID 1 11 3 PINNED 7 RIGID 3 12 7 RIGID 11 RIGID 3 13 11 RIGID 15 RIGID 4 14 2 PINNED 6 RIGID 3 15 6 RIGID 10 RIGID 3 16 10 RIGID 14 RIGID 4 17 15 RIGID 19 RIGID 3 18 14 RIGID 18 RIGID 3 19 5 PINNED 7 PINNED 5 20 7 PINNED 6 PINNED 5 21 6 PINNED 4 PINNED 5 REACTION CONDITIONS POINT REACTION HORIZ VERT NUMBER TYPE DISPL DISPL 16 FIX .00 .00 17 FIX .00 .00 18 FIX .00 .00 19 FIX .00 .00 MEMBER PROPERTIES MEMBER LENGTH WIDTH DEPTH MODULUS OF NUMBER (IN) (IN) (IN) ELASTICITY 1 18.000 4.500 5.500 .150E+07 2 36.000 3.000 5.500 .150E+07 3 82.000 4.500 5.500 .150E+07 2 4 160.997 1.500 11.250 .150E+07 A4 5 107.331 1.500 11.250 .150E+07 6 107.331 1.500 11.250 .150E+07 7 160.997 1.500 11.250 .150E+07 8 82.000 4.500 5.500 .150E+07 9 36.000 3.000 5.500 .150E+07 10 18.000 4.500 5.500 .150E+07 11 72.000 7.500 5.500 .150E+07 12 82.000 7.500 5.500 .150E+07 13 36.000 6.000 5.500 .150E+07 14 72.000 7.500 5.500 .150E+07 15 82.000 7.500 5.500 .150E+07 16 36.000 6.000 5.500 .150E+07 17 18.000 7.500 5.500 .150E+07 18 18.000 7.500 5.500 .150E+07 '19 144.000 1.500 11.250 .150E+07 20 192.000 1.500 11.250 .150E+07 21 144.000 1.500 11.250 .150E+07 THE STRUCTURE HAS UNIFORM LOADS AS FOLLOWS MEMBER HORIZ VERT NUMBER COMP COMP (PLI) (PLI) 1 16.600 .000 2 16.600 .000 3 16.600 .000 4 -.190 .190 5 -.190 .190 6 7.400 7.400 7 7.400 7.400 8 6.500 .000 9 6.500 .000 10 6.500 .000 ***t******tt******************* RESULTS ***t*****r***************t***** REACTIONS REACTION HOR. COMP. VERT. COMP. MOMENT POINT (LBS) (LBS) (IN-LBS) 16 -718.712 124.841 37632.801 17 -1576.035 -485.843 60824.019 18 -855.445 -1774.154 65450.424 19 -856.608 313.556 65508.673 STRENGTH ANALYSIS 3 A5 MEMBER END ACTIONS MEMBER LOCATION AXIAL SHEAR MOMENT NUMBER (LBS) (LBS) (IN-LBS) 1 NEG END -485.843 1576.035 60824.019 POS END 485.843 -1277.235 -35144.581 2 NEG END -485.843 1277.235 35144.581 POS END 485.843 -679.635 79.094 3 NEG END -485.843 679.635 -79.094 POS END 485.843 681.565 .000 4 NEG END -1064.405 -10.987 .000 POS END 1064.405 -19.603 693.558 5 NEG END -290.750 -16.658 -693.558 POS END 290.750 -3.735 .000 6 NEG END -177.438 -230.360 .000 POS END 177.438 -563.892 17899.215 7 NEG END 1248.175 -706.866 -17899.215 POS END -1248.175 -484.511 .000 8 NEG END 124.841 -165.288 .000 POS END -124.841 -367.712 8299.365 9 NEG END 124.841 367.712 -8299.365 POS END -124.841 -601.712 25748.989 10 NEG END 124.841 601.712 -25748.989 POS END -124.841 -718.712 37632.801 11 NEG END 313.556 -708.194 .000 POS END -313.556 708.194 -50989.987 12 NEG END 313.556 856.608 50989.987 POS END -313.556 -856.608 19251.853 13 NEG END 313.556 856.608 -19251.853 POS END -313.556 -856.608 50089.733 14 NEG END -1774.154 -706.807 .000 POS END 1774.154 706.807 -50890.096 15 NEG END -1774.154 855.445 50890.096 POS END 1774.154 -855.445 19256.394 16 NEG END -1774.154 855.445 -19256.394 POS END 1774.154 -855.445 50052.414 17 NEG END 313.556 856.608 -50089.733 POS END -313.556 -856.608 65508.673 4 18 NEG END -1774.154 855.445 -50052.414 A6 POS END 1774.154 -855.445 65450.424 19 NEG END 1628.684 .000 .000 POS END -1628.684 .000 .000 20 NEG END 63.882 .000 .000 POS END -63.882 .000 .000 21 NEG END -1498.370 .000 .000 POS END 1498.370 .000 .000 POINT DISPLACEMENTS DISPL., HORIZ. OR DISPLACEMENT, DISPLACEMENT, POINT IN DIR. OF ROLLER VERTICAL ROTATIONAL NUMBER (IN) (IN) (RADIANS) 1 .184E+01 .289E-02 -.236E-04 2 .185E+01 .622E-02 .106E-02 3 .185E+01 -.110E-02 -.236E-04 4 .184E+01 -.518E-03 -.318E-02 5 .184E+01 .202E-02 .148E-04 6 .183E+01 .416E-02 -.835E-02 7 .183E+01 -.735E-03 -.833E-02 8 .496E+00 -.242E-03 -.155E-01 9 .686E+00 .942E-03 -.182E-01 10 .527E+00 .181E-02 -.167E-01 11 .527E+00 -.319E-03 -.167E-01 12 .644E-01 -.605E-04 -.606E-02 13 .104E+00 .236E-03 -.914E-02 14 .676E-01 .516E-03 -.666E-02 15 .677E-01 -.912E-04 -.667E-02 16 .000E+00 .000E+00 .000E+00 17 .000E+00 .000E+00 .000E+00 18 .000E+00 .000E+00 .000E+00 19 .000E+00 .000E+00 000E+00 5 w A7 Computer Analog of the Building Frame O 5 6 O 17 O 4 11 14 7 O 20 21 22 (D O O 3 15 8 12 9O 11 10 O 2 13 16 9 13 1 15 18 19 14 10 12 17 19 18 16/ 711 Assumptions and Notes: 1.) The columns are fixed at the base. 2.) The truss to column connection is hinged. 3.) Circled numbers are point numbers. 4.) Uncircled numbers are member numbers. 5.) The wind load is applied to the structure per 2002 Building Code of New York State. 6.) The forces are computed by Purdue's Plane Structures Analyzer (U.S.D.A. Forest Service Paper FPL 168, 1972). This is a computerized structural analysis program. • STALL BARN AU NUMBER OF POINTS = 19 NUMBER OF MEMBERS = 22 NUMBER OF ROLLER SUPPORTS = 0 NUMBER OF PINNED OR FIRL SUPPORTS = 0 NUMBER OF FIXED SUPPORTS = 4 ALLOWABLE MEMBER STRESSES IN PSI, NORMAL LOAD DURATION MEM. USE ALLOWABLE MODULUS OF GROUP TYPE BEND COMP TENS WIDTH DEPTH ELASTICITY 1 CS 1900. 0. 0. 4.500 7.250 .150E+07 2 CS 1900. 0. 0. 3.000 7.250 .150E+07 3 CS 1900. 0. 0. 7.500 7.250 .150E+07 4 CS 1900. 0. 0. 6.000 7.250 .150E+07 5 CS 1250. 0. 0. 1.500 11.250 .150E+07 6 CS 1500. 0. 0. 1.500 7.250 .150E+07 THE LOAD DURATION FACTOR IS 1.60 POINT COORDINATES POINT X-OOORD Y-OOORD NO. (IN) (IN) 1 .000 108.000 2 72.000 72.000 3 -72.000 72.000 4 216.000 .000 5 -216.000 .000 6 72.000 .000 7 -72.000 .000 8 216.000 -72.000 9 -216.000 -72.000 10 72.000 -72.000 11 -72.000 -72.000 12 216.000 -108.000 13 -216.000 -108.000 1 4 14 72.000 -108.000 A9 15 -72.000 -108.000 16 216.000 -126.000 17 -216..000 -126.000 18 72.000 -126.000 19 72.000 -126.000 MEMBER LAYOUT MEMBER NEGATIVE END POSITIVE END MEMBER NUMBER POINT CONDITION POINT CONDITION GROUP 1 17 RIGID 13 RIGID 1 2 13 RIGID 9 RIGID 2 3 9 RIGID 5 PINNED 1 4 5 RIGID 3 RIGID 5 5 3 RIGID 1 PINNED 5 6 1 PINNED 2 RIGID 5 7 2 RIGID 4 RIGID 5 8 4 PINNED 8 RIGID 1 9 8 RIGID 12 RIGID 2 10 12 RIGID 16 RIGID 1 11 3 PINNED 7 RIGID 3 12 7 RIGID 11 RIGID 3 13 11 RIGID 15 RIGID 4 14 2 PINNED 6 RIGID 3 15 6 RIGID 10 RIGID 3 16 10 RIGID 14 RIGID 4 17 3 PINNED 2 PINNED 6 18 15 RIGID 19 PINNED 3 19 14 RIGID 18 PINNED 3 20 5 PINNED 7 PINNED 3 21 7 PINNED 6 PINNED 3 22 6 PINNED 4 PINNED 3 REACTION CONDITIONS POINT REACTION HORIZ VERT NUMBER TYPE DISPL DISPL 16 FIX .00 .00 17 FIX .00 .00 18 FIX .00 .00 19 FIX .00 .00 MEMBER PROPERTIES MEMBER LENGTH WIDTH DEPTH MODULUS OF NUMBER (IN) (IN) (IN) ELASTICITY 1 18.000 4.500 7.250 .150E+07 2 36.000 3.000 7.250 .150E+07 2 • 3 72.000 4.500 7.250 .150E+07 A10 4 160.997 1.500 11.250 .150E+07 5 80.498 1.500 11.250 .150E+07 6 80.498 1.500 11.250 .150E+07 7 160.997 1.500 11.250 .150E+07 8 72.000 4.500 7.250 .150E+07 9 36.000 3.000 7.250 .150E+07 10 18.000 4.500 7.250 .150E+07 11 72.000 7.500 7.250 .150E+07 12 72.000 7.500 7.250 .150E+07 13 36.000 6.000 7.250 .150E+07 14 72.000 7.500 7.250 .150E+07 15 72.000 7.500 7.250 .150E+07 16 36.000 6.000 7.250 .150E+07 17 144.000 1.500 7.250 .150E+07 18 18.000 7.500 7.250 .150E+07 19 18.000 7.500 7.250 .150E+07 20 144.000 7.500 7.250 .150E+07 21 144.000 7.500 7.250 .150E+07 22 144.000 7.500 7.250 .150E+07 THE STRUCTURE HAS UNIFORM LOADS AS FOLLOWS MEMBER HORIZ VERT NUMBER COMP COMP (PLI) (PLI) 1 13.300 .000 2 13.300 .000 3 13.300 .000 4 -.150 .150 5 -.150 .150 6 5.930 5.930 7 5.930 5.930 8 5.200 .000 9 5.200 .000 10 5.200 .000 ***********************r******* RESULTS r****t*****r*r*rr**t***t******r REACTIONS REACTION HOR. COMP. VERT. COMP. MOMENT POINT (LBS) (LBS) (IN-LBS) 16 -743.609 144.426 52417.189 17 -1381.305 -464.787 68469.092 18 -414.805 -1386.014 .000 19 -415.520 393.095 .000 3 All STRENGTH ANALYSIS MEMBER END ACTIONS MEMBER LOCATION AXIAL SHEAR MOMENT NUMBER (LBS) (LBS) (IN-LBS) 1 NEG END -464.787 1381.305 68469.092 POS END 464.787 -1141.905 -45760.193 2 NEG END -464.787 1141.905 45760.193 POS END 464.787 -663.105 -13269.996 3 NEG END -464.787 663.105 13269.996 POS END 464.787 294.495 .000 4 NEG END -1021.793 -8.751 .000 POS END 1021.793 -15.399 535.138 5 NEG END .-86.639 -12.685 -535.138 POS END 86.639 .610 .000 6 NEG END -51.495 -69.677 .000 POS END 51.495 -407.678 13604.280 7 NEG END 1108.657 -561.856 -13604.280 POS END -1108.657 -392.856 .000 8 NEG END 144.426 88.409 .000 POS END -144.426 -462.809 19843.880 9 NEG END 144.426 462.809 -19843.880 POS END -144.426 -650.009 39874.619 10 NEG END 144.426 650.009 -39874.619 POS END -144.426 -743.609 52417.189 11 NEG END 393.095 -727.159 .000 POS END -393.095 727.159 -52355.473 12 NEG END 393.095 415.520 52355.473 POS END -393.095 -415.520 -22438.060 13 NEG END 393.095 415.520 22438.060 POS END -393.095 -415.520 -7479.353 14 NEG END -1386.014 -725.910 .000 POS END 1386.014 725.910 -52265.485 15 NEG END -1386.014 414.805 52265.485 POS END 1386.014 -414.805 -22399.494 16 NEG END -1386.014 414.805 22399.494 POS END 1386.014 -414.805 -7466.498 17 NEG END -121.827 .000 .000 4 • POS END 121.827 .000 .000 A12 18 NEG END 393.095 415.520 7479.353 POS END -393.095 -415.520 .000 19 NEG END -1386.014 414.805 7466.498 POS END 1386.014 -414.805 .000 20 NEG END 1204.500 .000 .000 POS END -1204.500 .000 .000 21 NEG END 61.821 .000 .000 POS END -61.821 .000 .000 22 NEG END -1078.894 .000 .000 POS END 1078.894 .000 .000 POINT DISPLACEMENTS DISPL., HORIZ. OR DISPLACEMENT, DISPLACEMENT, POINT IN DIR. OF ROLLER VERTICAL ROTATIONAL NUMBER (IN) (IN) (RADIANS) 1 .130E+01 .676E-03 .215E-04 2 .130E+01 .352E-02 .101E-02 3 .130E+01 -.998E-03 -.241E-04 4 .129E+01 -.425E-03 -.261E-02 5 .129E+01 .137E-02 .993E-05 6 .129E+01 .229E-02 -.385E-02 7 .129E+01 -.651E-03 -.384E-02 8 .341E+00 -.212E-03 -.112E-01 9 .398E+00 .684E-03 -.118E-01 10 .696E+00 .107E-02 -.114E-01 11 .697E+00 -.304E-03 -.114E-01 12 .415E-01 -.531E-04 -.386E-02 13 .550E-01 .171E-03 -.477E-02 14 .243E+00 .306E-03 -.133E-01 15 .243E+00 -.868E-04 -.133E-01 16 .000E+00 .000E+00 .000E+00 17 .000E+00 .000E+00 .000E+00 18 .000E+00 .000E+00 .000E+00 19 .000E+00 .000E+00 .000E+00 5 l f I i i N D N 1 Z A > > SUFFOLK =O Nrl Dr rA -I tA-DVT CF F'cAL i H SC.RVICES APPROVAL OF CONSTRUCTED WORKS ti p ~ rCj Q Date FEB 0 5 2014 H.S. Ref. No. C 10 • O S • Oo 03 , D ~3jN{ u~i N The sewage disposal and water supply facilities m I Ij at Q;is location have been inspected andfar 3 certified by this M partment or other agencies N m Tom and iound be satisfactory. 0 a Wafter J. Hilbert, n7 r art Otficeof A.';•_3tev,a-art. cFR16.C ml IMWM HEREM SNK y iMS SUPKT Y,.p p1 ~MN• IS PREPMER MD . WS SEHMF N W ME lND EYRWf N WE ZN tll O m= ABED WKW . NA FMW54U 9EK 911NL XOi WE ttY15[QED mt1M AR S ME IqS iRAXSERM E W BF A VWD ME EWY. 1 7 Sheet Notes: D t 140'-2" J r n 7 J n r Existing -Existing Stalls Storage Existing Stalls y i Z e, g m PO i Existing Stalls Its r4,,Exist. Exist. wdr. Kit./Lndry ce Horse Showers Existing Stalls - UP Q Z J JJ ' Exist. 0 o UP Apartment 4 a Kitchen ro v 1 501 m 501-0" t 40'-2" 150.-0.. t 140'-2" 0 n ~ EXISTING FIRST FLOG FLOOR PLAN N SCALE: 1/8"=P-0" S r 0 a J a IJ m - I o I I I I Revisions: ALL ORAPoN55.5ffGIFIWPONSAM WPIESTfAEOP MWIMEO BY ME ApoltROT ARE Al ylAlL REMAIN OPEN TO BELOW OPEN TO BELO THE FAOPERtt OF TE ARLNITELi. THEY ARE TO BE ZED ONLY MIM REDI TO MI5 FNO.ELi A. ARE NOT i0 BE Y5CO ON MT DINER PROhGT 5.& MISSIONMDIISIRIBRIONTOMEEFOFFILI&"WLATORY PF.tlJIRFEATE OR FOR OTNIE PRESSOR IN WWIELTION KM ME FR CT 15 NOT TO BE ODNERE0 AS , MLILATION IN G£WLATIIXI OF The ARONIIFLT5 cON ON LAW CSFRIbNT OR OTHER R EERNEED RIBHTS ::i W 0 Exist. Hay Loft Existing Conditions Bissett Nursery CONVEYOR BELT Horse Stable 55 Cox Neck Road o~ Mattituck, New York 11952 P C) OPEN TO BELOW C~ N TO BELOW Exist. OPEN TO BELOW I Storage I LPA Architects LLP I _ I I I ARCHITECTURE PLANNING I ` I j www.I pa-p Ian s, com D I I - I I Lemmen Paul Associates, Architects LLP I I 21 Greeley Avenue Sayville, NY 11782 I I 1 I Tel' 631 589 2919 Fax: 631 589 6935 I I Ipe - plans.com UNAUTHORIZED ALTERATION Exist. BedRm. i1 I - I 1 - - NAUTHOR ALTERATION - I- ~ JI 1 OF A NI ITEM ON ON THE, OOGUMENT D I I I I I ' I II ~ SEP 1 9 2013- HEN YORK E IO~ LAN I I Issue Date: -.In SEP 0 6 2013 Project Date: JULY 2013 rEy -NT THE AS-BUILT CONDITIONS N AS NOTED V D FLOOR PLAN THESE DRAWIW55 REPRESENT THE AD W FOUND 6 DOOUMENTED AT THE PROJECT AU6U5T 19T ! AUGUST 90TH 2019 AND Hf THE PROJECT 51TE BETWEEN H 2015 AND HAVE BEEN EXISTING SECOND FLT COMPILED IDENTIFY GHAN6E5 MADE ORIGINAL DE 915N IAN6E5 MADE FROM THE Project # Drawn'. Sheet SCALE: 1/8"=F-0" 13025 WJB Job: Check: BISSETT KMP ? z Sheet Notes: o_ t 140'-2" ry, F z 0 U H c f Existing w Existing Stalls L ° Storage .E - Existing Stalls d ? l7 z 0 D m o g Il 0 Half Bath Exist. Exist. Existing Stalls alls ° Tack Rm. ~ Exist. aun r Existing Stalls - ~ B'x11' Horse Showers -10""II' ?p 19'_7~~X11'- 3UP zZ E J - y d Q Te Exist. UP EXISTING BATH < KITCHEN - Storaf;e 4 ~ T[ TO BE REMOVED a i m of a A LAT= ~I O M N t 50'-O" t 40'-2" t 50'-O" ro_y t 140'-2" K O C W EXISTING/PORPOSED DSED FIRST FLOOR PLAN 0 ~ SCALE: 1/8"=1'-0" C a 0 a a v N _ 0 d I L INF - I I O I \ Revisions: ~ l-- II- it------- T- CF OPEN TO BELOW - - J ALL ORAM"a EPELIFILATIONE AND coNFE THEREOr NRNYNEL BY THE ARWIIECi ARE ANO:NALL REN.AIx r OPEN TO BELOW THE FPOFERR OF ME ARLHnELT ~ ARE TO aE IEEO ONLY HIM RERFECT TO MI5 F 0.RLT AND ARE WTTOBEISEEMANNOTHERFROFLT %BMIENONORDISWIP IONTOMEETOFrILIALME TORY FoLI IREKN OR FOR OMER R S IN LCNNEGTIIXI WTH ME PROJECT 15 NOT To BE LONSIpLF? AE WOLILATION IN DEROGATION Or VE NR6R5L@HON LAN E PROJEHT ORY CITER To RE`ERYEp RI6NR C0FrNM Existing Conditions 0 Exist. Hu Loft Bissett Nursery CONVEYOR BELT Horse Stable G 55 Cox Neck Road Mattituck, New York 11952 a OPEN TO BELOW EN TO BELOW Exist. PEN TO BELOW StOX I I I XII'-5" I LPA Architects LLP I ARCHITECTURE PLANNING I I I I j www.I pa - p Ian s. com t I - Lemr-en Paul Associates, Architects LLP I I I 21 Greeley Avenue Sayville, NY 11782 I , I Tel: 631 589 2919 Fax: 631 569 6935 N, I ;I I Ipa - plans.corF Exist Attic Storage I I I i9'xls,_B„ I _ UNAUTHORIZED ALTERATION F ANY IYEM ON THIS OOLIIMENT G Ay II NEW YORK STATE LAW \`_'S NArvR~"p~~er I , I e Date:, OCT 1 8 2013 OCT 1 0 2013 Pr jest Date: tll UG I1LPf ~,vNlnlsllul~mto JULY 2013 b Scale: SENT THE AS-BUILT CONDITIONS AS NOTED H EXISTING/PROPOSED USED SECOND FLOOR PLAN THESE DRAWIN65 REPRESENT THE AS-ER ALISUBT IBT < AU6UST BOTH 2019 AND ND H, ' THE PROJECT SITE BETWEEN rH 2019 AND HAVE BEEN COMPILED t DOCUMENTED AT THE PROJECT COMPILED TO IDENTIFY GHAN6E5 MADE ORIGINAL DE516N HANSES MADE FROM THE Protect $ Drawn: Sheet SCALE: 1/8"=l'-0" 13025 WJB job: Check: BISSETT KMP ? z O Sheet Notes: z O u ? Existing Stalls ]Storage Existing Stalls w LEx;s d l7 Z 0 D no cn _ w K O K Existing Stalls Exist. Exist. P~dr.O Stalls KitAndry Office Horsed Existing Stalls ?O _ UP zZ E id w K 4 Exist. UP a a Apartment 4 Kitchen v, v 0 v 1501-01, m_ t 50'-0" t 40'_2° i 50'-O" i 140'-2" 2 a 0 Yl EXISTING FIRST FLO T FLOOR PLAN S SCALE: 1/8"=P-0" C v 0 a J a v IJ o o I g i~ tev s ons; OPEN TO BELOW ALL OMWIN55, =4 PONS AHp COFIE5 THEREOF fIRNIyEp aY THE APLHNFLT ARE ANp SHALL REMAIN PIE FAOFEATr A GHITELT 1HFf APE TO BE o,' ONLY M. REY4L} TO THIS (OPEN TO BELOW PROJELi ANp ARE NOi TO Bf4dD q1 AW O1HER FgpFLT ygNl%IIX10R pI51R191fI0N TO NEST pFfILA1 PEWLAiORY REWIPEMENHE OR FOR OMER RR S SIN LONNELPON WIM THE PR=T IS NOT TO BE LONSFuEa AS REIILAPON IN VERO6ATION OF ME ARLHI}ELT5 LOMtlN as LOFYRI6M OR OVER REYAV£p R16 A$ 0 Exist. Hav Loft Existing Conditions CONVEYOR BELT Bissett Nursery Horse Stable 55 Cox Neck Road D _ T 00 Mattituck, New York 11952 OPEN TO BELO) )PEN TO BELOW Exist. PEN TO BELOW I Storage I LPA Architects LLP I 1 ARCHITECTURE PLANNING I ' I www.I pa - p Ian s, cam I I Lemmen Paul Associates, Architects LLP I I 21 Greeley Avenue Sayville, NY 11782 I I I I Tel: 631 5139 2914 Fax: 631 589 6935 C Exist. j _ ITS - plans,com ; a~ t BedRm. I , 1 I I JNHIIJTHIORIZE~ ITEM ON TALTERATION II ~ I 2013 I' OF ANT ITEM ON OOLUMENT ~D A I Is A VIOLATIO ION g ryC ~ ~I I CEP 1 NEW YORK STATE L AA. 1 ~I J Issue Date: ~~'\y pTeTTE '-G~ SEP062013 - - Project Date, JULY 2013 _ Ab N THESE DRAWIN55 REPRE5ENT THE A5- -.5ENT THE A5-BUILT CONDITIONS AS NOTED 4T THE PROJECT 51TE BETWEEN EXISTING SECOND F] )ND FLOOR PLAN FOUND 6 DOCUMENTED AT THE AUGUST I5T Q DOCUMENTED AUGU5T 30TH 2015 AND HE F AND COMPILED TO IDENTIFY CHANSE5 MAG 7TH 2015 AND HAVE BEEN Project Drawn: SCALE: 1/8"=P-0" ORIGINAL DE51514 CHANII MADE FROM THE Sheet 13025 WJB Job; Check: BISSETT KMP ~Y OFFICE: CUTCHOGUE. NY. - JOB NO. 128-0712 MORTON BUILDINGS GENERAL SPECIFICATIONS i 5 204 LAMINATED COLUMNS - NO. 1 OR BETTER 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 FOOT WITH CHROMATED COPPER ARSENATE TYPE III, OXIDE TYPE, AS LISTED IN FEDERAL SPECIFICATION U~ N TT-W-571J. THE TREATED PORTION OF THE COLUMN EMBEDDED IN GROUND SHALL BE LAMINATED WITH CL I O nl wK STAINLESS STEEL NAILS. m FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG 4 FEET DEEP MIN. DEPTH BELOW GRADE AND READY- z w MIX CONCRETE OR DRY CONCRETE MIX PADS ARE POURED IN PLACE (NOTE PLANS FOR SIZE & TYPE). TWO 0N z GALVANIZED STEEL BASE ANCHORS ARE PLACED 1" FROM BOTTOM OF COLUMN OR 1/2" GALVANIZED ROD PLACED /ILL a 2 1/2" FROM BOTTOM OF COLUMN. ADDITIONAL CONCRETE MIX IS PLACED AROUND BASE OF COLUMN i THEN BACKFILLED WITH SOIL COMPACTED AT 8" INTERVALS. /C' V SPLASHBOARDS - SPLASHBOARDS ARE NO. 2 OR BETTER SOUTHERN YELLOW PINE 2"x8" S2S AND CENTER Z MATCHED, PRESSURE TREATED TO NET RETENTION OF .6 POUNDS PER CUBIC FQOT;,WITH CHROMATED COPPER ARSENATE TYPE III, OXIDE TYPE, IN ACCORDANCE WITH AMERICAN WOOD PRESERVERS' ASSOCIATION SPECIFICATION W W ON A LEVEL SITE. C2. ONE ROW IS FURNISHED FOR BUILDING Z FRAMING LUMBER - SIDE NAILERS ARE 2°x4" S4S SPF W/2"x3" STIFFENER, 2-2"x4" L-NAILERS SPACED z V APPROXIMATELY 30" O,C. OR 2"x6" NAILERS APPROXIMATELY 24" O,C. WITH ALL JOINTS STAGGERED AT ATTACHMENT w 5 Z TO COLUMNS. ROOF PURLINS ARE 2"x6" S4S NO. 2 OR BETTER ON EDGE SPACED, APPROXIMATELY 24" O.C. ALL U~ N J ~ O y- OTHER FRAMING LUMBER IS NO. 2 OR BETTER. ROOF TRUSSES PLATED RAFTERS - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZED STEEL TRUSS PLATES AS z REQUIRED AND KILN DRIED LUMBER AS SPECIFIED. IN-PLANT QUALITY CONTROL INSPECTION IS CONDUCTED Li c UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU. TRUSSES ARE DESIGNED IN ACCORDANCE WITH a BUILDING DESIGN CRITERIA CODE: BUILDING CODE OF NEW YORK STATE m ~ CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. PLATED RAFTERS ARE NO. 1 SOUTHERN CODE USE USE RESIDENTIAL HORSE BARN CONf CONSTRUCTION TYPE VB YELLOW PINE. FLOG FLOOR AREA '616-4 S0. FT, em MEAN ROOF HEIGHT 15 16 -4 BUILDING CATEGORY II TRIM -DIE-FORMED TRIM OF 0.019" MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL MEM BUILI U LI VE LIVE ROOF LOAD DESIGN 38 PSF WIND SPEED V35 120 MPH ON GABLES, RIDGES, CORNERS, BASE, WINDOWS, AND DOORS WITH SAME FINISH AS WIND WIND WIND IMPORTANCE FACTOR 1.0 Li EXPOSURE CATAGORY B H ROOFING OR SIDING PANELS. EXPC INTEF INTERNAL PRESSURE COEFFICIENT ±0.18 BUILDING DESIGN CONDITION ENCLOSED 1F ZONE 1 13.6, -23.0 PSF GUTTERS - 5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUTTER, KYNAR 500/HYLAI 5000 BUIL[ COMF COMPONENT & CLADDING ZONE 2 13.6, -45.4 PSF WIND LOADS ZONE 3 13.6, -45.4 PSF ~U FINISH TO MATCH TRIM, ON BOTH SIDES OF THE BUILDING. WIND ZONE 4 24.7. -26.9 PSF ZONE 5 24.7, -32.4 PSF N Q NOTE ADDITIONAL NOTES ON' TI THE MEAN ROOF HEIGHT IS THE AVERAGE J BUILDING HEIGHT FROM THE FINISHED 1.) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED AS PART BI GI GRADE TO THE CENTER OF THE GABLE Al AND DOES NOT EXCEED THE 18'-0" LIMIT. CZZp OF THESE DRAWINGS, S ^2 SNnw CAD CALCULATIONS V 0 Ce V Ps = 0.7 x Ce x I x Pg x Ct x Cs Ce = SNOW EXPOSURE FACTOR = 1.0 2,) ALL INTERIOR PARTITIONS AND ROOM FINISHES IF NOT INCLUDED WITH THESE DRAWINGS SHALL BE PROVIDED V c~ I I = IMPORTANCE FACTOR = 1.0 COMPLY WITH ALL CO E OF W x Pg = GROUND SNOW LOAD = 45 P.S.F. NEW YORK STATE & TOW DES o BY OWNER. STANDARD FINISHES SHALL HAVE LESS THAN 200 FLAME SPREAD RATING AS REQUIRED BY Pc O1 Ct = THERMAL FACTOR = 1,2 AS REQUIRED AND CONDI I S OF m Cs = ROOF SLOPE FACTOR = 1.0 ASTM E84 FOR ORDINARY CONDITIONS AND 25 OR LESS FOR EXITS, PASSAGEWAYS, AND CORRIDORS. P Ps= 0.7 x 1.0 x 1.0 x 45 x 1.2 x 1.0=37.8 psf SOUTHOLD TOWN ZB o a NOTE: TYPICAL LUMBER SPECK 4BER SPECIFICATIONS - 1997 NDS 6OUTHOLDTOWN P NW BOARD Q 3.) FLOOR COVERINGS JUDGED TO REPRESENT AN UNUSUAL HAZARD SHALL MEET THE SAME TESTING PROCEDURES NI TF THESE PLANS REFLECT AN ENGINEERED DESIGN (NOT A PRESCRIPTIVE DESIGN) DESCRIPTION BENDING VALUE Fb SOUTHOLD TOWN TR STE S z TF THAT SATISFY THE STRUCTURAL REQUIREMENTS OF THE BUILDING CODE OF SIZE DESCRIPTII NEW YORK STATE. 2"x4" NO.1&2 SI NO.1&2 SPF 1313 PSI N.Y.S.DEC W N AS REQUIRED FOR WALL AND CEILING FINISHES. NI 2100f MSR SPF 2100 PSI J w EARTH JAKE DESIGN DATA TABLE 2"x4" 2100f MSR 2"x6" NO.1&2 SI NO.1&2 SPF 1138 PSI a 4.) MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON SPECIFIC sPEc SPECTRAL RESPONSE COEFFCIENT 0.25 NO. 1 SYP 1650 PSI v ® St ® SHORT PERIODS(SDS) 2"x6" N. 1 SY 2%8" NOO. 1 SY NO. 1 SYP 1500 PSI Q $ JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. SPEC S 1- SPECTRAL RESPONSE COEFFCIENT 012 2 X10 NO, 1 SY NO, 1 SYP 1,300 PSI ALL CONSTRUCTION SHALL @ 1-SECOND PERIODS (SDI) 5.) KYNAR 500 IS A REGISTERED TRADEMARK OF ELF ATOCHEM NORTH AMERICA,"HYLAR @ 1- SEE 2'x12' NO, 1 SY SEISMIC USE GROUP I ALL 1950f MSR NO, 1 SYP 1250 PSI EET THE REQUIREMENTS OF HE SEISMIC DESIGN CATEGORY B 1 1/2 x16' LAMINATED VENEEF 1950f MSR SYP 1950 PSI CODES OF NEW YORK STAT 5000 IS A TRADEMARK OF AUSIMONT, USA. SEIS VATED VENEER LUMBER 2800 PSI SITE SITE CLASS D 3 1/2 x15" GLU-LAf GLU-LAM 1650 PSI CS2x6FK 10-00 BASI SEIS BASIC STRUCTURAL SYSTEM AND #2 LIGHT FRAMED WALLS 5 1 4x16 1 2~ GLU-LAS SEISMIC-RESISTING SYSTEM WITH SHEAR PANELS GLU-LAM 2400 PSI DRAWN BY: KP-873 51 4x1912 GLU-LAI• GLU-LAM 2400 PSI DO NOT PROCEED WITH DATE: 10/23/03 i ' RESF RESPONSE MODIFICATION FACTOR (R) 6.5 IE MATERIAL REQUIRED AS NOTED ON PLANS. FRA'PN,. IL SURVEY CHECKED BY: GMC ANA ANALYSIS PROCEDURE SIMPLIFIED ANALYTICAL PROCEDURE NOTE: HIGHER GRADE MATERIAL OF F0 .°,Gr,TION LOCATIO DESI DESIGN BASE SHEAR 8200 LES. HAS BEEN APPROVED, DATE: 11/17/03 occl OCCUPANCY OR REVISED DATE: 04/29/04 USE IS UNLAWFUL UNDERWRITERS CERTIFICATE REVISED DATE: I SHEET INDEX USE WITIr WITHOUT CERTIFICA" REQUIRED B7 god( REVISEDED DATE: T REVIS DATE: SF SHEET DESCRIPTION OFC OF OCCUPANCY APPROVED A NOTED DATE: L ` BY' # 1 1 OF 8 SPECIFICATIONS & SHEET INDEX I HEREBY CERTIFY THAT THE STRUCTURAL D UCTURAL DESIGN FOR FEE: -V77 8V: ~cpF`NEw"~ 2 ( ME OR UN ER MY NOTIFY BUILDING DEPARTMENT AT 2 OF 8 COLUMN PLAN & RAFTER LAYOUT THIS BUILDING WAS PREPARED BY ME OR UP 3 3 OF 8 ELEVATIONS & DECK FRAMING LAYOUT DIRECT! SUPERVISION AND TH A DUL' v1 A DULY LICE SED~ 765-1802 8AM TO 4PM FOR THE z yr.Pyp L. SL~O'Ppc Yr FOLLOWING INSPECTIONS: R' 1. FOUNDATION - TWO REQUIRED 4 4 OF 8 SECTIONS & DETAILS REGIS1iERED PROFESSIONAL NGIN R. FOR POURED CONCRETE Z' all 2. ROUGH • FRAMING 6 PLUMBING .Ib. y-nN°. -.c1er° 5 ALD L. SUTTON, P.E. 3. INSULATION cif 6 OF 8 VALLEY FRAMING LAYOUT, SECTION, & DETAILS MICHAEL L. Mc( IAEL L. McCORMICK P.E, 4. FINAL - CONSTRUCTION MUST it J 05' 03,04 REG. 57-(I9 BE COMPLETE FOR C.O. -ALL CONSTRUCTION SHALL MEET THE [!7 OF 8 SECTIONS & DETAILS RONALD L. SUT OF 8 SLIDING DIAMOND "M" DOOR DETAILS DATE:05' 03.0 RETAIN STORM WATER RUNOFF. REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR SCALE: AS NOTED 8 OF 8 WIND BORNE DEBRIS PROTECTION DETAILS RETAIN PURSU PURSUANT TO SECTION 45-100 DESIGN OR CONSTRUCTION ERRORS OF THE OF THE TOWN CODE. SHEET NO. FLQQn - 1 OF 8 F M AAW R-0 t7-41D COMPLY WI rH CHAPTER "46" AILING & CONNECTIOA FLOOD DAMAC,!- x a< = NTION Afty pE REQUIRED. ~DF'f 3,Gi~~ SOUTHOLD TOvV;4 wUE. OFFICE: CUTCHOGUE, NY. JOB NO. 128-0712 r Y b ~ 0 0 0 0 0 o o ° o m ° I I I I ~ 01 M a ,°o n n r m 52 , N r lo'-o' 1o'-o' 10'-0' 10'-0' e'-101/2" s'-m 1/2^ 10,_0. 10,_2 1/4^ 9'-7 1/2" 10'-2 1/4" 10'-0' 1 1'-0" VENTED SIDEWALL OVERHANGS • o A E U * M 1'-D" NON-VENTED ENDWALL OVERHANGS I CL " 16 L 0 487;o= 0 0 0 39'-9" 0 M 39'-9" o - o - ? - o - - o - o 0 8 m 18"0 18 m 18 m 18" 8 m 18'0 ism 18m J18 "0 1=8;=0 18"0 18;70- 8110 18 0 18 0 18 0 18 18 18 0 18 0 16 0 18"0 18% 18 0 18"0 0 18 0 18 0 18'0 2'x10' wK 0 12'x10' STALL o E o STORAGE o m w w (TYP. OF 20) F 6 Z AREA Z Z W W w i I > LV r I ' 18"0 18"0 18"0 30"0 30"0 30"0 O O x 18"m 300 18"m 300 18"0 300 18"0 30"m 18"0 30"m 18'0 30"m 30"0 18' m ~ 18' 3C 2Y-7 1/2' 18 18"o 25-7 1/2' 27'-7 1/2" ° 18"0 18"o 30"0 18''m 30"o 30"0 25'-71/2" 18"0 r V (ABOVE 3 I COLUMN PLAN LEGEND LEGEND F I F F Q F LOCATION 6 2 6 C 6 II 6 0 - 3-2"x6" LAMINATED COLUMN LOCATION • - 3-2"x6" LAMINATED STUB COLUMN LOCATI DLUMN LOCATION OO (ABOVE) / 5 0 - 3-2"x6" LAMINATED COLUMN LOCATION W, LOCATION W/2"x6"x7' SPLICE STIFFENER B 14'-11/2, I - 2-2"x6" LAMINATED STUB COLUMN LOCATI DLUMN LOCATION 4 18"0 ¦ - HEADERED TRUSS LOCATION is"o 14'-11/2" ° 18"0 BUCK WALK DOORS W/ W CLOSERS, & BRASS HINGES 12'-1 1/2" 111 I 18"m 18"0 30"0 18"0 30"0 18"m 30"0 4'm 34"0 34"0 a 18"0 30"0 30'm 30"0 30"0 30"0 30"m 12-11/2" O - (4) 3068 PMW M-92 CROSSBUCK WALK D a 30"0 18'm 18"m 16"0 18"0 18"0 LEVER LATCHES, DEADBOLTS, CLOSERS, & = O - 6068 PMW M-92 DOUBLE CROSSBUCK WAI IOSSBUCK WALK DOOR W/ W 12'x10' w DSER, & BRASS HINGES 0 0 0 12'x20' O WASH STALL o a w I LEVER LATCH, DEADBOLT, CLOSER, & BRA: 12' 20' 0 0 0 0 p - (20) 4072 METAL CLAD DUTCH DOORS W/ CH DOORS W/YOKES z O TACK ROOM / (TYP. OF 2) m FEED/ME H. ROOM ~ w k' w m m 0 z z I © - 3068 1 HR. FIRERATED WALK DOOR : DOOR w w z 0 ° ° N 6,.0 - (6) TW28412 ANDERSEN DOUBLE HUNG WII IBLE HUNG WINDOWS ((2) WINDOWS IN GABLE OF 40'x16' BUILDING) z IOUBLE HUNG WINDOWS ((1) WINDOW IN GABLE OF 40'x16' BUILDING) v/ > / 9 ISERS UP - (3) TW28412-2 ANDERSEN DOUBLE HUNG 4 OI - 10'x9'-9" SINGLE SLIDING DIAMOND "M" SI 4MOND "M" SIDE DOOR W/GLASS 7 4'-8 314" 3-10 3/4' 9 IS 34'0 18"0 18"0 18"m 18"m 18"0 18"m 18"m 16"m Qzl - (2) 12'x9' DOUBLE SLIDING DIAMOND "M° E IIAMOND "M" END DOORS W/GLASS Lil 8"m 18"0 18"m 18'0 I~•aF ZO)ta"m 18"m 18"m 18"m p 30" / 34"0 34"0 34% 34"m 34"0 AMOND "M" LOFT DOORS W/GLASS g ` In ~ U'-U" 0 O 1E 30 - 2 30"0 pi O O O _ _ 0 0!-V QQI - (2) 6'x7' DOUBLE SLIDING DIAMOND "M" LI - - - - - S20) 12'x10'x3/4" STALL MATS sERS UP C - l4) 3'-6"x3'-6" CUPOLAS W/FANS TS /FANS O z 5 40'x1 6' 11 RISERS UP I m ~ = 181'0 - 18" DIAMETER FOOTING W/ N m B" THICK READI-MIX CONCRETE PAD. =TE PAD. LOUNGE AREA PLACE A MINIMUM OF 8" READI-MIX ADI-MIX p ~ - 8-11/2' CONCRETE AROUND COLUMNS WHEN m SETTING. i WHEN 8'-1 1/2" - g 18"m Ld • -ROTATE COLUMN 9 I 20TO - 20" DIAMETER FOOTING W/ m 90' FROM STANDARD o 8" THICK READI-MIX CONCRETE PAD. !D MINIMUM PLACE A D iTE PAD. ADI-MIX cn o m ® m (ABOVE CONCRETE AROUND COLUMNS WHEN i WHEN m A/ 94"0 ;P"O 16-0 SETTING. LIP- I U7 24"'m - 24" DIAMETER FOOTING W/ jA 1 D NON-VENTED ENDWALL OVERHANGS 0 10" THICK READI-MIX CONCRETE PAD. :ETE PAD. ROUGH OPENING SCHEDULE 0 VENTED SIDEWALL OVERHANGS z0 PLACE A MINIMUM OF READI MIX 7V-O- CONCRETE AROUND COLUMNS WHHEN ADI-MIX UNIT SYMBOL WIDTH HEIGHT i WHEN FROM LEGEND 0 F SETTING. O 38-144" 81-142" U Z 0 12'-11/2' v 3D1"m - 30" DIAMETER FOOTING W/ O 38-1/4 81-1/2" a ' n'-s 0 Y-11/2 50_0" z'-11/2 s 4D'x16' SOUTH ENDWALL COLUMN LOCATION DIM'S o 12" THICK READI-MIX CONCRETE PAD. tETE PAD. a+ VERIFY VERIFY u O PLACE A MINIMUM OF 10" READI-MIX EADI-MIX Jl ~L m 74 13 16" 61 -1/4" _ J m CONCRETE AROUND COLUMNS WHEN S WHEN ® 68 1 4' 61 1/41' Z ~ Zi SETTING. 0') 0 344"0 - 34" DIAMETER FOOTING W/ •I J °j o f f n n 13" THICK READI-MIX CONCRETE PAD. IETE PAD. N N v~i PLACE A MINIMUM OF 10" READ]-MIX =ADI-MIX U w CONCRETE AROUND COLUMNS WHEN i WHEN SETTING. Q N J I to'-o' m'-o' 10'-0' 10'-0' 10'_0. 10'-0' 16-0' 10'-D' B'-101/2' 40'x140' SOUTH SIDEWALL COLUMN LOCATION DIM'S CZ V 0 0 0 0 0 0 o I V / p p p p O O O_ Wx O j I _I .I m ~ N i7 V vl b ~ Q m COLUMN PLAN 0 a 2' a' SCALE: z_ LLJ V 4' 16 16' x y JW J ui a12 7 N a a a a a a a < a a a a a ILI %fo i DRAWN BY: KP-B73 DATE: 10/23/03 CHECKED BY: O O O O O O O O O O 0 0 0 x DATE: x x % % % % % % % % IN IN IN REVISED DATE: 4/29/04 N N N N N N / \ lV N N N -10 2"x10"/ " RAFTER REVISED DATE: REVISED DATE: 2"x12" END RAFTER :AFTER REVISED DATE: 2"x6" FASCIA 7ASCIA / OF NE4y yW~ 2"x10RAFTER *,2 Ga *c O O, I gr :K FASCIA 7'x10RAFTER "'J2"x6" REV. FASCIA c RAFTER LAYOUT v4 2 8 SCALE: R F==9 4' 16' SCALE: AS NOTED 2"x12" END RAFTER R SHEET NO. 2 OF 8 2"x12" JOIST ® 16" O.C. OFFICE: CUTCHOGUE. NY. (3) 2"x12" HEADERS JOB NO. 128-0712 i • o U~ 2"x12" HEADER :R 3) 7'02" HEADERS 7-'x12" HEADER 2"x10" RIM JOIST 2' x110" RIM JOIST L '1111111 C N I O 2"x10" HEADER 2"x10" JOIST (3) 2"x12" HEADERS M (2) 2"x12" HEADERS -(2) 1 -9 2"x10" JOIST ® 16" O.C. wK m 2"x1 D" JOIST ~ z z 2"x10" JOIST ® 16" O.C. ~2"x10"/2'~x8"PLATED HEADER 3 (2) 2"x10' 3-2"x6" LAMINATED STUB COLUMN w 2°x6" STUDS O 16" O.C. 3 HEADERS 2"x6" STUDS ® 16" O.C. (NOTCH LAMINATES FOR HEADERS) O (2) 2"x10" HEADERS N a i~ 1 1/2"xi6i" LVL HEADER 11 7/8" TJI/L65 RIM JOIST 2"x6" STUDWALL ® 16" O.C, D E T DETAIL #3 C' 11 7/8" TJI/I'L65 RIM JOIST SCALE: SCALE: 1I = 1'-0" ZZ (2) 2"x8" HEADERS (NO. 1 SYP) 2' B' 11 7/8" TJIA65 JOIIST ® 16" O.C. SCALE: li 1' 4' 16' W 1 1/7'x16" LVL HEADER W Z DECK FRAMING PLAN z 46'-8„ 46'_6" 23'_4" w ZZ 23'-4' 46'- LLJ Cn 3'6"x3'6" CUPOLA o SHINGLE CAP z ~ - zzzz 444444 FIBERGLASS SHINGLE ROOF iHINGLE ROOF LLJ m ~ 5" O.G. GUTTERS 7TERS U 1"z4" CEDAR TRIM R TRIM T~ 132'-0" (ZONE 4) y 5) U 4' WIDE (ZONE 5) NORTH ELEVATION 4' WIDE (ZONE 5) 0 a~ J ^ 4~---~4-0(ZONE 2 & 3) 4'-0" WIDE Z~ ZONE 1 4' WIDE (ZONE E 2 2 & 3)~ ZONE 2-~ n ^ 3'6"x3'6' CUPOLA (ZONE 2 & 3) 3> 0 (ZONE 2 & (ZONE 2 & 3)~ (ZONE 2 & 3) SHINGLE CAP E CAP o _ x FIBERGLASS SHINGLE ROOF TINGLE ROOF x ZONE 3 Q m 12 ZONE 2 O a ZONE 3 0 ~ lee z_ _ x 5" O.G, GUTTERS 1ERS w 12" HARDIPLANK W/ a ANK W/ 1"x3" LAM BATTENS 'LANK BATTENS 1"z4" CEDAR CEOAR TRIM TRIM Q O D 4 D°od Dod 32'-0" (ZONE 4) 4'-0° 46'-0" (ZONE 4) 46'-D" (ZONE 4) 4'-0" WIDE 4' WIDE (ZONE 4' WIDE (ZONE 5) SOUTH ELEVATION 4' WIDE (ZONE 5) 4' WIDE (ZONE 5) DRAWN BY: KP-873 DATE: 10/23/03 4'-0" WIDE (ZONE 5) 4'-0" WIDE (ZONE 2 & 3) (ZONE 2 & 3) 4'-0" WIDE CHECKED BY: (ZONE 2 & 31) 3'6"x3'6" CUPOLA DATE: REVISED DATE: 4/29/04 SHINGLE CAP REVISED DATE: SHINGLE CAP T#150 DRIP EDGE Tg144 FASCIA TRIM FIBERGLASS SHINGLE ROOF FIBERGLASS SHINGLE ROOF - T#150 TA150 DRIP EDGE REVISED DATE: 1- REVISED DATE: 4 WIDE 2 ZONE 3 (ZONE 2 &3) 6 I - ZONE 2 12 _M T#'144 FASCIA TRIM ZONE 3 OFy Ne.g~0fg `t 16'-4" FINISH a 5 L: o GRADE TO 5" O.G. GUTTERS :el CENTER OF GABLE 5" O.G. GUTTERS 12" HARDIPLANK W/ 3r ' K ' HARDIPLANK W1 o NS x3" HARDIPLANK BATTENS = I 3~ 1"x3" HAR ARDIPLANK BATTENS As. 2' B. 1"x4" CEDAR TRIM g4 1"x4" CEDAR TRIM SCALE: 1' 4' 16- 32'-0" (ZONE 4) 12'-0" 12'-0" (ZONE 4) 32'-0" (ZONE 4) SCALE: AS NOTED WEST ELEVATION 4' WIDEO(ZONE 5) 4' WIDE (ZONE 5) 4' WIDE (ZONE 5) 4' WIDE (ZONE 5) EAST ELEVATION )N 4' WIDE (ZONE 5) SHEET NO. 4' WIDE (ZONE 5) 3 OF 8 OFFICE: RAFTER LOADING CHART CUTCHOGUE. NY. SHINGLE CAP JOB NO. RAFTER SPACING 10,_0„ O.C. 128-0712 LIVE LOAD 38 _PSF 12 g\e DEAD LOAD 7 PSF SADDLE CUT LINE -~6 (2) ROWS OF SELF-ADHERING WATERPROOF TOTAL LOAD 45 PSF 2"x6" RIPPED BLOCK (BEVEL CUT 45') MEMBRANE BEGINNING AT OVERHANG WITH (1) LAYER OF 15# ROOFING FELT ON THE 3REMAINDER OF THE ROOF ~o SHINGLES 2"x6" STIFFENER - Ua ~ I 1'-3" BEARING BLOCK DETAIL (EA. SIDE) e N @1/2"x5 1/2" BOLT & I (8) 20d R. S. NAILS ? 9" • o 2"x6" BEARING BLOCK (SEE DETAIL) ^ Nl (z 2"x6" PURLINS @ 19.2" 0. C. 0 3-2"x6" LAMINATED COLUMN I..L j INTERMEDIATE SADDLE DETAIL (NO. 2 SPF) 17 1/4" TO GRADE SECTION Al TO G J E w 15'-4" w Oi 3/4" COX PLYWOOD SCALE• I Ilt = V-0" 1 TO GRADE O o 17'-4 1/4" as 2"x10"/2"x8" PLATED RAFTER TO GRADE HAY LOFT LOADING: (N0. 1 SYP) TO GRADE LIVE LOAD: 80 PSF DEAD LOAD: 10 PSF V TOTAL LOAD: 90 PSF (2) 2"x4" HANDRAIL* 2"x10" JOIST 9" R-30 BLANKET INSULATION (1) 2"x12" HEADER W/(14) (2) 1/2"x5(4) 20d R.S, NAILS • W/4 MIL VAPOR RETARDER 20d R.S. NAILS PER COLUMN 2"x4" INTERMEDIATE RAIL* 3/4" T&G PLYWOOD DECKING 2"x6" BEV. PURLIN 2"x4" UPRIGHT CENTERED* • 2"x10" JOISTS 016" O.C. 9" MESH (3) 2"x12" HEADERS FASTEN OUTSIDE 2"x12" 3/4' T&G PLYWOOD DECKING BETWEEN COLUMN T#178 Al W/(12) 20d R.S. NAILS PER (COLUMN BRI[ BRIDGING 2"x4" KICKBOARD? 2"x12" JOISTS ® 16" O.C. 2"x6" BEV. FASCIA 2"x6" STIFFENER (EA. SIDE 4 5/8" GYPSUM BOARD W 5" O.G. GUTTER o OF COLUMNS W/2"x6" BLOCKS) W T#14r4o/146 e - SOFFIT 2"x12° JOISTS ® 16" O.C. SOFFIT 'F" CHANNEL O ADJ. JOIST HANGER T 2"x6" DOUBLE TOP PLATE, 2"x6" DOUBLE TOP PLATE Z 2°x4" L-NAILER 1/2" COX PLYWOOD p"x6"x12" HEADER SUPPORT 6" R-19 BATT INSULATION W/ HARDIPLANK VERTICAL SIDING BLOCK W/(5) 20d R.S. NAILS 4 MIL VAPOR RETARDER z z V 1"x3" HARDIPLANK BATTENS (14) IROWS 2"x8" T&G SPLASHBOARD w BUILDING WRAP 2"x10" TRACK GIRT 2"x6" TOP PLATE W/ ADDL 2"x4" NAILER 2"x6"x10' TR. COLUMN SUPPORTS 0 R4 ANGLE EACH SIDE OF COLUMN EXTEND 101-0" 2"x6" STUDS 0 16" O.C. 2"x6" STUDS 0 16" O,C. 9,-0,. z = mm FROM TIE/LOFT LOCATION TO 8" GRADE TO HEEL BELOW GRADE 3-2"x6' LAMINATED COLUMN STALL FRONT PIPE SECTION 10' 3-2'x6" LAMINATED COLUMN 91-~" (22) ROWS 1"x6" T&G (22) ROWS 1"x6" T&G Li a GRADE T TO O HEEL u a m (7) ROWS UNTR. 2"x8" T&G SPLASHBOARD (2) ROWS 2•'x8" T&G SPLASHBOARD (12) ROWS UNTR. 2"x8" T&G SPLASHBOARD - 2"x6" TRTD. BOTTOM PLATTE FASTENED W/ 2"x4" NAILERS @ 16" O.C.© 1/4"x2 3/4" TAPCON 0 48" O.C. (2100fb MRS SPF) 4" CONCRETE FLOOR 4" CONCRETE FLOOR AVCRETE FLOOR r , emu/ 2"x8" TREATED T&G SPLASHBOARD O5 34" 4" COMPACTED GRANULAR BASE* ~T (2) ROWS TR. 2"x8" T&G SPLASHBOARD A 4" CONCRETE FLOOF SEE THICKENED FOOTING DIETAIL 1 2"x6° TR, BASE PLATE 4" COMPACTED GRAI v1PACTEDGRANULAR BA? (1) ROW TR. 2"x8" T&G SPLASHBOARD 4'-0- U CONCRETE FLOOR NOTES SE 1.) MOD P51, 5 1/2 BAG MIX CONCRETE, 2. REINFORCING: 6x6-10x10 MON. Q" 4 -0 FA 3, SLOPE GRADE AWAY FROM OUMIING • 1' PER FOOT FOR A MINIMUM DISTANCE OF 10' PLUS ' J OVERHANG MOTH, 4.) WHEN A VAPOR RETARDER IS PROVIOEO, PLACE A 46M BASE ANCHORS 0* (4) 46M BASE ANCHORS Q 12" THICK READI-MIX CONCRETE PAD. 8" THICK READI-MIX CONCRETE PAD. PLACE A MINIMUM OF 8" READI-MIX E4/fl PLACE A MINIMUM OF LU READ[-MIX MINIMUM B MIL POLYETHYLENE VAPOR RETARDER ON TOP OF A MINIMUM A• COMPACTED GRANULAR BASE Z° AND DIRECTLY BELOW THE CONCRETE FLOOR. A 1 B'•o 3O"g ` 30"0 ' : .~I~-1 All-111 III IIEIAIC fAIWrKI CONCRETE AROUND COLUMNS WHEN I I LUINUREIL R1.111V vl--.-. y1 IIIIVV. o SETTING, 30"0 30"0H~ V) . 18 0 12?'-1 1/2- 15'-6" Wx m ~m 0 12'-1 1/2" 15'-6" 15'-6" w 12'-1 1/2" ROOM SECTION B MON B-B I- I 1/2'= 1'-0" NOTES: SIDEWALL SECTION A-• ON A-A NOTE: SCALE: 1/2"= 1'-O" NOTE: THIS SECTION IS THE SAME AS 120 M.RH. WIND SPEED VIND SPEED (V,:) W x 1.) ALL SIDEWALL COLUMNS ARE SET STANDARD DEPTH WITH SCALE• 1/2' ? IDENTIFIES ITEMS THAT ARE NOT SECTION A-A EXCEPT FOR THE 'PROVIDED BY MORTON BUILDINGS, INC. ITEMS AS NOTED. STANDARD SPLICE CUT. THE PARTS OF THE COLUMNS EXTENDING ABOVE THE TOP OF THE HEEL MUST BE TRIMMED. 120 MPH WIND SPEED (Vm Vas OR MORTON BUILDINGS' SUBCONTRACTORS J a 2.) THE CENTER ROW OF COLUMNS ARE SENT 1'6" LONGER AND AND ARE THE OWNERS RESPONSIBILITY. SET STANDARD DEPTH. THE LOWEST SPLICE CUT IS 34" FOUNDATION PLAN DIMENSION to ABOVE GRADE. 2%8" T&G BACKWALL 4-" CONCRETE FLOOR °o t .f. 2"x4" NAILERS 2"x6" BLOCKS BETNNEEN PURLINS 3 SCHEDULE " 1 J31 -•:•!•`""!~•,1•'' 4" MINIMUM COMPACTED GRANULAR ROOF STRUCTURE FASTENING 3-2"z6" LAMINATED COLUMN 1/2" CDX PLYWOOD) 3 BASE* DRAWN BY: KP-873 ~2-#4 CONTINUOUS REBARS DATE: 10/23/03 (2) 2"x6" TR. JAMBS HARDIPLANK VERTICAL SIDING W/ CHECKED BY: i 3/411 PLYWOOD TO 211x6" PURLINS NAIL W/2 3/8" R.S. COIL NAILS ® 6" O.C. ALONG PERIMETER & 12" D.C. ALONG INTERMEDIATE FRAMINIG 5/4"z6" BLOCK A 1"x3" HARDIPLANK BATTENS 2 2"x6" PURLIN CLIPS TO RAFTER (1) 1 1/211 RING SHANK NAIL IN EACH TOP TAB AND EACH SIDE TAB OF CLIPS 2"x12" FACEBOARD DATE: 6" an 2"x10'1/211x8" RAFTER TO COLUMN (EXTERIOR COLUMNS) (2) 1/21'x5 1/2' MACHINE BOLTS 2"x3" FLAT JAMB & REVISED DATE: 4/29/04 (4) 0.177" x 4" (20d) RING SHANK NAILS CUSTOM TRIM THICKEN HICKENED FOOTING DETAIL REVISED DATE: (1) 1/2'x5 1/21 MACHINE BOLTS se 2"x10"/2"x811 RAFTER TO COLUMN (INTERIOR COLUMNS) (8) 0.177" x 4" (20d) RING SHANK NAILS SCALE: 4' = 1'-0" REVISED DATE: CORNER DUTCH DOOR JAMB DETAIL #k1 REVISED DATE: SCALE, 1117 = 1'-0" ~quu*uWenne„~u C~OF W 05N WALL FRAMING FASTENING SCHEDULE CUPOLA FASTENING SCHEDULE y ~r 4 46M BASE ANCHOR TO COLUMN 0.177' x 2-1/211 STAINLESS STEEL NAILS (3) PER ANCHOR S @ STANDARD CONNECTION n CUPOLA CAP TO CUPOLA ROOF (4) 1/4" x 1" PLATED MACHINE BOLTS AND LLOCK WASHERS s 2"x811 SPLASHBOARD TO COLUMN (4) 0.177" x 4!' (20d) GALVANIZED RING SHANK NAILS ® SPLICE/ (3) 0.177" x 411 (20d) GALVANIZED RING SHANK NAILS ®STANOARD C CONNECTION tz CUPOLA ROOF TO CUPOLA SIDES PRE-FORMED CRIMPED METAL CONNECTIONS )AND (8) #9 x 1 STAINLESS STEEL RUBBER WAS RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS © 2'x411 NAILER TO COLUMN (4 0.148" x 3-1/211 (16d) RING SHANK NAILS ® SPLICE/ 3) 10.,148" x 3-1/2" (16d) RING SHANK NAILS ® STANDARD CONNECTION is CUPOLA SIDES TO CUPOLA BASE FRAME #9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS 4) PER SIDE 4) PER SIDE (16) TOTAL O 1/2" PLYWOOD TO 2"x4" NAILER NAIL W/1 3/4" R.S. COIL NAILS ® 6' D.C. ALONG PERIMETER & 1211 O.C. ALONG INTERMEDIATE FRAMING ~'Nnwmsi',~im`~ 11 CUPOLA BASE FRAME TO OSB CUPOLA SUPPORT 1-7/8 GUN NAILS ® 6" O.C. e 2"x6'1 PURLIN TO END RAFTER 0.200" x 6" (60d) RING SHANK NAILS IN PRE-DRILLED HOLE 15 OSB CUPOLA SUPPORT TO TREATED BEVELED BLOCK 0.14777-1/77 16d) RING SHANK NAILS 0 8 o.c. .c. USP RT4 CLIP TO PURLIN (4) 8d x 1 1/211 R.S. NAILS 16 TREATED:BEVELED BLOCK TO 2"x4" CUPOLA BLOCKS 1/4" x 4-1/2" LAG SCREW W/ 1/4" FLAT WYASHER AT EVERY HI-RIB (1-0" o.c. SCALE: AS NOTED ea USP RT4 CLIP TO END RAFTER (4) 8d x 1 1/2" R.S. NAILS @ 2"x4' CUPOLA BLOCKS TO FRAMING CLIPS (2 0,135" z 1-1/2" RING SHANK NAILS 1-1/2 RING SHANK NAILS IN TOP OF PURLIN SHEET NO. s SOFFIT TO WALL INSERTED IN PRE-FORMED SLOT IN SOFFIT/HI-RIB CAP to FRAMINGICUPS TO PURLINS 2) 0.135" x 1-1/2" RING SHANK NAILS IN SIDE OF PURLIN AND (2 0.135" z 1-1/2 RING 170 SOFFIT TO FASCIA T-50 MONEL STAPLES (2) PER PIECE 4 OF 8 OFFICE: CUTCHOGUE. NY. SHINGLES HEADER NAILING SCHEDULE [(2) ROWS OF SELF-ADHERING WATERPROOF JOB N0. MEMBRANE BEGINNING AT OVERHANG WITH HEADER STUB JAMB MEMBER COLUMN COLUMN 128-0712 (1) LAYER OF 15# ROOFING FELT ON THE REMAINDER OF THE ROOF EA. LVL 21 21 3/4" CDX PLYWOOD PURLIN CLIPS NOTES: PURLIN CLIPS 2"x6" PURLINS ® 19.2° O.C. 1. NUMBERS ABOVE ARE 20d R.S. NAILS REQUIRED PER CONNECTION. w Y (3 ~ 2. PRE-DRILL HEADERS AS REQUIRED 2"x10"/2"x8" PLATED RAFTER 2"x10"/2"x8" PLATED JACK RAFTER TO PREVENT SPLITTING, e N FASTENED TO UPRIGHTS W/(20) 20d R.S. NAILS 3. IF NUMBER OF NAILS REQUIRED FOR 2"x6" BLOCK HEADER TO JAMB COLUMN CONNECTION BLOCK o I IS EXCESSIVE TO CAUSE SPLITTING, - (2) 1 1/2°x16" LVL 1/2"x16" LVL HEADERS 3-2"x4" UPRIGHTS FASTENED TO THE EXCESS NAILS MAY BE INSTALLED RAFTER W/(20) 20d R.S. NAILS IN HEADER SUPPORT BLOCKING. 3-2"x6" LAMINATEI .a6" LAMINATED STUB COLUMN I..L s 0 2"x6" BLOCK z BLOCK z w 2-2"x6" UPRIGHT DECK LOADING: 0 z x LIVE LOAD: 80 PSF 7 1 A'-4 1 /4" TO GRADE 15'-4" DEAD LOAD: 10 PSF TO GRADE TOTAL LOAD: 90 PSF e /V V 1 1/2°x16" LVL HEADER FASTENED W/ EN OUTSIDE 11 7/8" TJI/L65 JOIST ® 16" O.C. -3/4" T&G PLY1 /4" T&G PLYWOOD DECKING 7 (20) 20d R.S. NAILS (3) 2"X12" HEADERS FASTEN OUTSIDE 4) 20d R.S NAIL SIMPSON IUT312 HANGER (2) 2"02" HEADERS FASTEN OUTSIDE HEADER TO COLUMN W/(14) 20d R.S N/ FASTENED TO JOIST W/(2) HEADER TO COLUMN W/ (14) 20d R.S. NAILS 3 20dx1 1/2" NAILS & TO a 2"x10" HEADER FASTENED 3/T&G PLYWOOD DECKING HEADER W/(10) 10d R.S. NAILS W/(2) ROWS 10d GUNS NAILS@ 3" O.C, BRIDGING 3/4" T&G PLYWOOD DECKING 2"x4" TOP NAILER 9 BATT INSULATION W/ 4 MIL VAPOR RETARDER W 2°x10° JOISTS ® 16" O.C. 2°x12" JOISTS ® 16" O.C. O.C. 5/8" GYPSUM BOARD Z ADJ. JOIST HANGER 5/8" GYPSUM WALLBOARD z ~ z ADJ. JOIST HANGER FRP SHEATHING w 11 7/8" TJI/L9" BATT IN ULATON W/ FASTENED W/(20) 20d R.S, NAILS 2"x4" STRIPPING ® 16" O.C. LLJ 4 MIL VAPOR RETARDER 2"x6" HEADER SUPPORT 3-2"x6" LAMINATED COLUMN W/ C 5/8" GYPSUM BOARD BLOCK W/(16) 20d R.S. NAILS (If f) _L ik 10' 2"x6"x7' SPLICE STIFFENER 8'-11 3/8" x° 2"x6"x16" HEADER SUPPORT BLOCK (2) 2"x6" STUDS (SPACED EQUALLY) GRADE TO HEEL 6" BLANKET INSULATION W/ 4 MIL VAPOR RETARDER z FASTENED W/(16) 20d R.S. NAILS FRP SHEATHING 1 1/2"xi 1/2" VERTICAL BLOCKING AT COLUMN LOCATION w 2"x4" STRIPPING W/16" O.C (12) ROWS 2"x8" T&G SPLASHBOARD 1"x6" BASE TRIM m ~ 5/8" GYPSUM BOARD 2"x4" NON-TREATED BASEBOARD T#'162 CONCRETE STOP 4' WIDE R-11 PERIMETER INSULATION 4" CONCRETE FLOOR 2"x8" TRTD. SPLASHBOARD T i (2) ROWS 2"x8" T&G SPLASHBOARD 34" 2"x6" TR. BASE PLATE 4" COMPACTED GRANULAR BASE* w 2"x4" TRTD. BLOCK 4" CONCRETE FLOOR ,RETE FLOOR r . )ACTED GRANULAR BASE* NDTE• U 2"x6" TRTD. BLOCK 4" COMPACTED GRANI THIS SECTION IS THE SAME AS SECTION A-A EXCEPT FOR THE ITEMS AS NOTED. Q" J . 18-0 CZ 0 12'-1 1/2' I 15'-6„ is'-B" _o 34 -0 Wx m ~m -6„ SIDEWALL SECTION D-D 0 a 12'-1 1/2" SECTION C-C SCALE' 1/2' = 1'-m" _z _ x N SCALE' 1/2' = V-0" NOTE: ? IDENTIFIES ITEMS THAT ARE NOT J W a JAMB COLUMN PROVIDED BY MORTON BUILDINGS, INC. J OR MORTON BUILDINGS' SUBCONTRACTORS NOTE: LAP BAR SECTION 1" ONTO COLUMN AND ARE THE OWNERS RESPONSIBILITY. Q (1) 1 1/2' • (1) 1 1/2" R.S. NAIL IN EACH TOP EACH TOP TAB OF CLIPS 2"x3" JAMB BLOCK 2"x10° GIRT W/JAMB TRIM (BEVEL EDGE AT DOOR LOCATION) DRAWN BY: KP-873 2°x6" PURLIN +6" PURLIN DATE: 10/23/03 PIPE SECTION 3-2"x6" LAMINATED COLUMN 1"x6" T&G CHECKED BY: • DATE: • • REVISED DATE: 4/29/04 60d R.S. NAIJL REVISED DATE: II II PLATED RAFTER REVISED DATE: Q. USP RT4 HURRICANE ANCHOR FASTEN TO TRUSS AND FPURLIN PLATED D S REVISED DATE: 8" DOOR HOOK 2"x4"x12" BLOCK SET 2" BACK W/ (4) 8d x 1 1/2" NAILLS FROM EDGE OF LATCH AND CENTERED (1 1/2" R.S.) 2"x4" STRIPPING ® 16" O.C. AT SLIDING DOOR LATCH LOCATION END RAFTE END RAFTER 2"x4" NAILERS ® 16" O.C. 390 CLIP NELy eky E L 2°u6" BLOCK 2"x8" T&G (1) 1 1/2' R.S. NAIL IN a QyD S • ,'PS,c EACH SIDE TAB OF CLIPS' OO * _ (BEVEL EDGES AT DOOR LOCATION) HARDIPLANK VERTICAL SIDING W/ 5/8" GYPSUM WALL BOARD 1"x3" HARDIPLANK BATTENS i 1/2" CDX PLYWOOD " ALWAYS " ALWAYS USE A TOTAL OF (B) 1 1/2" Qe eRene.+~ 4 R.S. NAII R.S. NAILS PER PURLIN STALL FRONT ELEVATION 2"x6" PURLIN TO D 1 TO END RAFTER DETAIL CONNECTION DETAIL ##2 SCALE, II/t = 1'-0" f1UC PURLIN CLIP DETAIL SCALE: AS NOTED SCALE' 1/2" = 1'-0" SCA SCALE: 1 1/2" = 1'-0" SHEET N0. 5 of 8 72"xi0"/2"x8" PLATED JACK RAFTER ( RAFTER ® 9'-6" O.C. OFFICE: CUTCHOGUE. NY. JOB NO. 128-0712 O o ~ U / I \ 3/8"x6" CARRIAGE BOLTS ® 4' O.C. AT BRACKET LOCATIONS. PLACE M EXTEND PLY) -EXTEND PLYWOOD 2'-0" BEYOND VALLEY CENTER OF THE BOLTS 1" FROM THE 2"x10" TRACK GIRT 'O _ N TOP OF THE 3"x4" BLOCK 2"x6" SHIM a 0 M / I \ CUSTOM T#71 TRACK COVER R 51M TRACK K ~m U H 3"x4" TRACK BOARD D ~ 1 1/2"x2" BLOCK z T#74 (CUSTOM T#75 BEYOND TO GRADE O o DOOR OPENING) N i+\j 2"x10"/2"x8" PLATED RAFTER ® 10'-0' O.C. CUSTOM JAMB TRIM 3-2"x6" JAMB COLUMN a \ 2-2'x3" JAMBS WITH 1"x4" BEYOND (RIPPED TO 3") SPACER v N 2'x4" FACEBOARD \ 2"x6" PURLINS ® 19.2" O.C. )OOR HEADER SECTION E-E C' SLIDING DOOR H \ \ SCAL SCALE: 1 1'-O" Z \ \ \ 3-2"x8" LAMINATED COLUMN W / \ 2"x4" NAILERS ® 16" O.C. 2"x8" TREATED LAMINATE LAMINATE 1.. 6" Z 2"x6" BEV, FASCIA 7/16" O.S.B. SHEATHING 2"x6" BEV, PURLIN 2"x4" FACEBOARD ARD 3" Z / A \ 3/4" COX PLYWOOD 2-2"x3" JAMBS WITH 1"x4" IS WITH 1"x4" WATERPROOF MEMBRANE (RIPPED TO 3") SPACER BOARD & BATTEN SIDING SPACER 3 7/8" W 5 CUSTOM JAMB TRIM CUSTOM SIDEWALL JAMB TRIM z SLIDING DOOR SIDEWALL JAMB DETAIL 'A I L m SCALE: II = 1'-0" w 21'-D" (23'-5 3/4" ® PITCH) 2"x10"/2"x8" PLATED RAFTER ®8'-O" O.C. (n cn Q Fn M LLL LL 2"x6" PURLINS ® 19.2' O.C. III 111 11 11 11 =1 3 1 2'MAX. (2) 1 1/2°x16" LVL HEADERS (2) 1 1/2": -(2) 1 1/2"x16" LVL HEADERS TREATED COLUMN STIFFENER APPLIED ON THE VALLEY FRAMING LAYOUT UPPER COLUMN RIGHT SIDE OF THE COLUMN AS VIEWED FROM 1 1 2 1 1/2" TO 2" DIAMETER THE INSIDE (SIDE WITH LOWEST SPLICE CUT) SCALE: 1/4' = 1'-D" 45' BEVEL AT TOP O 34" TO 38" TO FRONT OF TREADS ° n HANDRAIL (ENDS SHALL BE Q ° RETURNED TO WALL) d LOWER COLUMN FEED ROOM STAIR CRITERIA RI A UPPER LEVEL Zmz LOWEST SPLICE CUT- 6 -0 8 RISERS: 8 ® 6 13/16" = 4'-6 1/2" 7 TREADS 0 11" = 6'-5" NANInROII F) TAII `/2 BOARD & BATTEN SIDING LOWER LEVEL , I- y L I /1 I L V)2 7/16" O.S.B. SHEATHING NOTE: NAIL STIFFENERS TO 9 RISERS: 8 ® 6 13/16 1 ® 7 = 5'-1 1/2" 2x8 TRACK GIRT BUILDING COLUMNS 8" O.C. 8 TREADS ® 11" = 7'-4" Y I O 2x6 BLOCK 3 8"x6" CARRIAGE BOLTS ® 4' O.C. STAGGERED WITH 20d GUN INSIDE OUTSIDE NAILS. PLACE 6 ADDITIONAL Wx CUSTOM T#71 TRACK COVER AT BRACKET LOCATIONS, PLACE 6„ NAILS NEAR THE COLUMN Q m STALL LOFT TROLLEY HANGERS CENTER OF TH; BOLTS 1" FROM THE g" SPLICE. LOUNGE STAIR CRITERIA 12" d (IF LOT DOOR ,IS FRAMED LIKE TOP OF THE 3x4 BLOCK 1" d DIAMOND 'M* DOOR SHOWN 3" UPPER LEVEL B HANGER A MU BE USED) GR 11 RISERS: 11 ® 6 13/16" = 6'-2 15/16" PANEL WILL LAP HEADER I 45'BEVEL ON BOTTOM Jtoo \1 -0 qgF 10 TREADS ® 11" = 9'-2" z_ APPROX. 3/4" 3 1/8" 1/8' ~l STA'/iy LOWER LEVEL APPROX. 5/16" I NOTE FOR FOOTING DIAMETER 6 RISERS: 5 ® 6 13/16", 1 ® 7 = 3'-5 7/16' JW a AND AMOUNT OF SACKRETE OR 5 TREADS ®11" = 4'-7" J N CUSTOM ENDWALL J. 6'10" PANEL JDWALL JAMB TRIM READ]-MIX, SEE PLANS. 4'-0" 2x6 BLOCK 6'6" BASE ANCHORS 12 2x12 2"x12" JOISTS & Q TOP OF FLUSH WITH 2x4 SHOULD OOF D2x6E 67-1/2 HEAD HEADERS 68-1/4" 3-2"x8 LAMINATED COLUMN )LUMN FOOTING NONNON TE• 61 6 13/16" INSTALL GUIDE RAIL ONLY DOOR OPENING, NOT BEYOND, D, 12" RIPPED TO FIT KB" RISERS DPED TO FIT ADJ. JOIST HANGER LAG 30P GUIDE R 11_ BRACKETS 2"x4" NAILERS i® 16" O.C. F6~~ 1"x8" RISERS - WITH 5/16 x2-1 2 PLATED LAGS (3513 BACK-UP PLATES 7/16" O.S.B. SHEEATHING COLUMN SPLICE STIFFENER DETAIL DRAWN BY: KP-873 SCALE: 112' = V-0" (3) 2"x12" STRINGERS DATE: 10/23/03 (NO. 1 SYP) TO B2x6Y PLATE).. INSTALL DENDUE 2x6 BLOCK CHANNEL WITH ROLLER ON CHECKED BY: ED) 7/16" O.S.B. SHIM 3-2"x3" FLAT JAMBS HANDRAIL (BY OWNER) (ENDS SHALL RETURN -8„ DATE: STANDARD SIDE OF FGUIDEE RAILAN (TRIM T 66 IS ONLY INSTALLED THROUGH CUSTOM T#71 TRACK COVER TO WALL) 6 13/16" 2"x4" TRTD DOOR OPENING. (2) 7/16" O.S.B. SHIMS BOARD & BATTEN SIDING 2"x4" TRTD TOP OF FLOOR REVISED DATE: 4/29/04 CUSTOM T#71 TRACK COVER 2X12 JOIST CUSTOM JAMB TRIM FMB TRIM KICKER KICKER TO TOP OF DECKING REVISED DATE: 51M TRACK 3) 2x6 UPRIGHTS 2"x12" HEADER 3/4" T&G 3/4" T&G PLYWOOD DECKING REVISED DATE: 3"x4' TRACK BOARD 3 8"x6' CARRIAGE BOLTS ® 4' O.C. -2"x8" JOISTS ® 16" O.C. 81-8" AEVISED DATE: 1 1/2"x2" BLOCK AT BRACKET LOCATIONS., PLACE SLIDING DOOR ENDWALL )WALL JAMB DETAIL 12" 12" ADJ. JOIST HANGER 2"x8" JOIST' TOP OF FLOOR T#74 (CUSTOM T#75 BEYOND TENTER OF THE 413 BLOCK FROM THE SCALE: 11 = 1'-O" 6 13/16" 2"x8" JOISTS ® 16" O.C. TO BOTTOM OF JOIST 2x12 TRACK GIRT 2"x12" TREADS % 7 2"x4" STUD 2"x4° STUDWALL ®i6" O.C. ~ OF NEw}..ppy~•2P~' L @ O"F APPROX. 2x6 BLOCK TOP OF FLOOR TOP OF FLOOR 5/16' SPECIAL T#33 JAMB TRIM 34" TO 38" TO TOP OF LANDING TO TOP OF LANDING (DIFFERENT FOR EACH (DIFFERENT FOR EACH CUSTOM JAMB TRIM 3-2"x6" JAMB COLUMN 91-0. (STAIR - SEE CRITERIA) (STAIR - SEE CRITERIA) ar O 2-2"x3" JAMBS WITH 1"x4" BEYOND TO GRADE (RIPPED TO 3") SPACER 2"x4" FA CEBOARD C (3) 2"x12" STRINGERS - 2"x4" TRTD, BOTTOM PLATE 0 ~ a 0 4' NOTE: (NO. 1 SYP) 2"x4" TRTD 7„ FAST. TO C FAST. TO CONC. W/ GUILD RAIL AT GRADE IS INSTALLED SECTION c-I 1/4"x2 3/4 1/4"x2 3/4" TAPCONS AS IF THE BUILDIING HAD 1" THERMAX 777~- 77- IN THE WALLS. SCALE: 11/f = 1'-0" KICKERTRTO LOWER LEVEL UPF UPPER LEVEL SCALE: AS NOTED SHEET NO. L-SHAPED STAIR SECTIONS 6 OF 8 OFFICE: CUTCHOGUE. NY. JOB NO. 128-0712 3-2"x6" JAMB COLUMN 3-2'x6" JAMB COLUMN 3-2"x6" JAMB COLUMN 3-2%6" JAMB COLUMN I II I II I ' 4{. I II 3-2"4" UPRIGHT KYNAR HI-RIB STEEL • o 2-2"x6" UPRIGHT Ik ' 3 I I I IIII U~ I I 7{' I I (2) 2'x10' HEADERS • I SCREW EYE/LATCH HANDLE f (2) 2"x6' BLOCKS ~j 0 M SCREW EYE/LATCH HANDLE H HANDLE ] ADDL. #90 HANDLE .a I I 't I I t. ? i'1; I w~ W I DOOR HEIGHT' I I E l I m E DOOR HEIGHT LATCH HANDLE (BEYOND) 2 x I k #90 HANDLE (APPROX. 24 R5 I I [ SCREW EYE/ " DOOR HEIGHT W 6, s 48" ABOVE GRADE) E I LATCH HANDLE > 1. SCREW EYE (BEYOND) 1' I I ~ I O 0 2 l 1= 24 F a . I ADDL. #90I, 1 p I HANDLE 'V = I I E V II LATCH HANDLE (BEYOND) Z ,,,'1 I rv t'....... SCREW EYE (BEYOND) : I N N I 6- W 12 W 10, Z Z V LLJ 5; rr^^ w DIAMOND ND "M" SLIDING DOORS O LATCH HANDLE (BEYOND) = Rte-` SCREW EYE (BEYOND) 3-2'x6' LAMINATED JAMB COLUMN z L I- 4 W//~ 4' CONCRETE FLOOR ? V/^ CENTER DOOR GUIDE Sri: 4 u/ a t i G C G - a m ~ 3/13"x4' SCREW EYE* a a n. a a (NOTE: EYE HOOKS ARE SPACED 32" O.C. UP VERITICAL RAIL) JAMB COL AMB COLUMN SECTION U W N H 1 1/4" PROTRUSION (MAX.)* PLACE OF JAMB LATCH STRIKE PLATE. U *INSTALL A 3/8"x4" SCREW EYE IN PLACE OF JAMB INSTALL SCREW EYE 2-1/2" IN FROM EDGE OF INSIC IM EDGE OF INSIDE LINER FOR DOOR PANEL LAPPING JAMB 3". ADJUST ACCORDINGLY FOR 1-1/ DINGLY FOR 1-1/2" OR 3-3/4" LAP, OR IF ~o JAMB LATCH IS INSTALLED ON STALL FRONT LUMBEF 1 FRONT LUMBER (SEE 'STALL FRONT a~ DETAILS AT NDWA IN 'HORSE STALLS & ACCESS( [ILLS & ACCESSORIES' SECTION). DRILL A J 1/4" PILOT HOLE FOR THREADS DO NOT USE H) . DO NOT USE HAMMER. DRILL APRPOX. 1-1/2" DIAMETER HOLE THROUGH INSIDE LINER TO ( NSIDE LINER TO COUNTERSINK SCREW EYE INTO LINER & 2x4 FRAME (1-1/4 MAXIMUM PROTR( MAXIMUM PROTRUSION). INSTALL AT HEIGHT SHOWN BELOW. CZ~ V 0 GATE HOOK LOCATION DIMEN LOCATION DIMENSIONS V) (4 HOOKS PER DOOR, 2 PER 'ER DOOR, 2 PER PANEL) W x Q o m d a 0 64 B" HOOK 12 2'-8 1/2" NOTE: W GATE HOOK MUST BE FASTENED V) TO DOOR, NOT TO COLUMN J a INSTRUCTIONS 10 1/2- J vi 1. SCREW NUT ONTO HOOK. a02 -IN 2. SCREW HOOK INTO LATCH BODY. 2'-8 3/4" 0 CENTER CENTER DOOR GUIDE DRAWN BY: KP-873 DATE: 10/23/03 3/8" JAM NUT 10 1/4" GRADE + CHECKED BY: DATE: REVISED DATE: 4/29/04 1265 JAMB LATCH BODY REVISED DATE: DUTCH DOOR DETAILS DETAILS REVISED DATE: REVISED DATE: LATCH HANDLE DOOR GUIDE DETAILS DETAILS ~yrcr+uu~w w ,pa~pF ME 14'~s yr..O L. G . ~r ea~~ sn,~9. 0 4 NOTE• ?IDENTIFIES ITEMS THAT ARE NOT PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' SUBCONTRACTORS AND ARE THE OWNERS RESPONSIBILITY. SCALE: AS NOTED SHEET NO. 7 OF H OFFICE: CUTCHOGUE. NY. JOB NO. 128-0712 8 x 3 1/2" WOOD SCREWS FASTENED THROUGH THE WINDOW HEAD & SILL FLASHINGS INTO THE 2x4 ROUGH FRAMING. PRE-DRILL 96" WIDE x 63" TALL I" TALL 8 x 3 1/2" WOOD SCREWS FASTENED #8 x 3 1/2" WOOD SCREWS FASTENED HOLES IN WINDOW FLASHINGS TO !ACCEPT 7/16" O.S.B. PANEL* )ANEL• U p w THOU G THE WINDOW JAMB FLASHINGS THROUGH THE WINDOW JAMB FLASHINGS INTO THH E 2x4 ROUGH FRAMING. PRE-DRILL INTO THE 2x4 ROUGH FRAMING, PRE-DRILL WOOD SCREWS. SCREWS ARE NOT- REQUIRED ACCEPT IN THE JAMBS.• 57" WIDE x -57" WIDE x 63" TALL • ,M1o HOLES IN WINDOW JAMB FLASHINGS TO ACCEPT HOLES IN WINDOW JAMB FLASHINGS TO ACCEPT AC 7/16" O,S.B, PANEL* /1 w WOOD SCREWS, SCREWS ARE NOT REQUIRED WOOD SCREWS, SCREWS ARE NOT REQUIRED JIRED 7/16" O.S.B Li o IN THE HEAD OR THE SILL,* IN THE HEAD OR THE SILL. M wK m f ~z W O ° m N a V 1.. V LL 39" WIDE x 63" TALL 75" WIDE x 63" TALL 3" TALL 3 9" 9" 9' 9" 9" 9" 9" 9" 9" 9" 3 3 10.2Y 10.25" 10" 10.25" 10.25" 3 3 7/16" O.S.B. PANEL* 7/16" O.S.B. PANEL* PANEL W FINNED WINDOW ELEVATION 2x4 ROUGH FRAMING FINNED WINDOW ELEVATION /Z z V EAD FLASHING w J HEAD FLASHING Li 5 Z ?#8 x 3 1/2" WOOD SCREWS SPACED 7/16" O.S.B. PANEL, O.S.B. PANEL* 7/16 7/16" O,S.B. PANEL* FINNED AS SHOWN ABOVE FINNED WINDOW 7/16" O.S.B. PANEL* L J WINDOW 7/16" O.S.B. PANEL* r- VILL 8 x 3 1/2" WOOD SCREWS SPACED z S SHOWN ABOVE ? WINDOW =Zug FLASHING JAMB FLASHING WINDOW! IING ILL FLASHING JAMB FLASIHING W 2x4 ROUGH FRAMING AIL FINNED WINDOW SECTION FINNED WINDOW JAMB DET, AMB DETAIL 0 Q ~ FINNED WINDOW SECTION FINNED WINDOW JAMB DETAIL pD NOTE: M ?IDENIIFIES ITEMS THAT ARE NOT WINDBORNE DEBRIS PROTECTION - FINNED WINDOW WINDBORNE DEBRIS PROTECTION - FINNED WINDOW PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' SUBCONTRACTORS U AND ARE THE OWNERS RESPONSIBILITY. w U a~ J CZ 8 x 3 1/2" WOOD SCREWS FASTENED 'ENED THROUGH THE STEEL DOOR SIDE JAMB FLASHIN JAMB FLASHINGS N o INTO THE 2x4 ROUGH FRAMING, PRE-DRILL PRE-DRILL #8 x 3 1/2" WOOD SCREWS FASTENEDTHROUGH THE ALUMINUM DOOR SIDE JAMBS HOLES IN STEEL DOOR JAMB FLASHING TO ACC THING TO ACCEPT W x T REQUIRED Q 0 INTO THE 2x4 ROUGH FRAMING. PRE-DRILLHOLES IN ALUMINUM DOOR JAMB TO WOOD SCREWS. SCREWS ARE NOT REQUIRED m ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIREDIN THE HEAD OR THE SILL.* IN THE HEAD OR THE SILL.* d HEAD FLASHING a #Bz3 1/2' WOOD SCREWS FASTENED THROUGH THE CEDAR TRIM BOARDS INTO THE 2"x4" ROUGH FRAMING, PRE-DRILL HOLES IN TRIM BOARDS TO III ( III HEAD FLASH HEAD FLASHIN ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIRED IN THE HEAD OR THE SILL.* N M z_ W" x 7/16" OSB PANEL (TYPICAL)* M N N N \ J M r M --DOOR SLAB J w ?42" WIDE x 84" Tf 7/16" O.S.B. PAN MDE x 84" TALL a °o 6" O.S.B. PANEL M 7 t2 M r ~ M 1 M M M (1) 76" WIDE x 48" TALL & m DRAWN BY: KP-873 S' (1) 76" WIDE x 35" TALL N DATE: 10/23/03 M M 7/16" O.S.B. PANEL* CHECKED BY: f N \ ~ N DATE: M REVISED DATE: 4/29/04 REVISED DATE: 2" WIDE x 84" TALL 7/16" O.S,B. PANEL REVISED DATE: FIBER-STEEL ELEVATION FIBER FIBER-STEEL SECTION REVISED DATE: WINDBOURNE DEBRIS PROTECTION - DIAMOND "M" W/ CLASS ~y ow...u. , OF N 'w` 4 e~•Qy0 L SL O ~e. O• ~C JAMB DETAIL O 0~ WINDBORNE DEBRIS PROTECTION - FIBER-STEEL WALK DOOR SCALE: AS NOTED SHEET NO. 8 OF 8