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HomeMy WebLinkAbout37804-Z SupFatK�, Town of Southold Annex 2/11/2014 �4� aGy P.O.Box 1179 y 54375 Main Road oy 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: 113.-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 G 32 X 44)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 C10-05-0003 2/5/14 ELECTRICAL CERTIFICATE NO. 37804 11/25/13 PLUMBERS CERTIFICATION'DATED 9/17/13 Stephen Saunders A o ' ed ignat e TOWN OF SOUTHOLD o�suFFoc�-�oG BUILDING DEPARTMENT y TOWN CLERK'S OFFICE SOUTHOLD, NY 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 Building 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) -a; SD�A 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 C2 ""'L Authorized Signature ORIGINAL Rev. 5/8/02 i FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTME Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FU ('-°RDLETION OF THE WORK AUTHORIZED) 3 -7gD`/ PERMIT NO. 3 1 Date AUGUST 15, 2006 k/;�4 �a�bv)cl Permission is hereby granted to: JAMES J BISSETT IIII�S 1 PO BOX 386 HOLTSVILLE,NY 11742 n ^ for CONSTRUCTION OF AN ACCESSORY HORSE BARN AS APPLIED FOR JSMPNZ19�A7 -PE-@I-9 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 . f Fee $ K2, 877 . 00 43 Authorized Signature rl.-.19 ORIGINAL Rev. 5/8/02 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 1% lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses,or buildings and"pre-existing" land uses: 1. Accurate survey of property showing all property lines,streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If 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 &\ 3-7 f Filed Map. Lot: Permit No. DategfPermit. 05/06/2004 Applicant: James J. Bissett III Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: X (che one) Fee Submitted: $ 1,488.50 A pli t Sig ature Eric J. u so, sq. , At o ey for Applicant *pF SO�TyOIo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Q roper.riche rt(cD-town.southo Id.ny.us Southold,NY 11971-0959 CDUNT`I 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 Fixtures Time Clocks Disconnect Switches 21 Twist Lock Exit Fixtures 11 TVSS Other Equipment: HORSE BARN Notes: Inspector Signature: 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. Owner: The Estate of James Bissett III 55 Cox Neck Road i Mattituck, New York tEF 19 2013 Plumber: Stephen Saunders I D1 DG,DEPT. Lic. No. 2799-P -- I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. Pl ber' 'gnature State of New York County of Suffolk On this /� 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, 9tate of New York Rrra BUCKLEr Notary Public,state of Mew w'), ��. 01 BU5aa9118 Commfsmron ip�Os vembersq, 0�o/�/ 3-20 765-1802 BUILDING DEFT. INSPECTION [ FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMAR C DATE u � INSPECTOR 765-1802 BUILDING DEPT. INSPECTION [ FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING [ ] FINAL [ ] FIREPLACE 8 CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: DATE � y e INSPECTOR i D� 765-1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION 1ST KROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION ,FRAMING (fllfr� [ ] FINAL [ ] FIREPLACE 8 CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: -lfvL- 000-�� ZQ—1 � c r DATE � r � �a� INSPECTOR DE SOUryo�o l • �o -1 olycouNov, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND KINSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: a 41vr �J DATE � � T _ 6 S INSPECTOR`� ' pf SOUjyolo TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [XROUGH PLBG. �T [ ] FOUNDATION 2ND [ ] INSULATION �WM ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION REMARKS: DATE INSPECTOR l �o a OOUNi'1,��� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTI [ ] FOUNDATION 1ST [ ] RO H PLBG. [ ] FOUNDATION 2ND [ ] SULATION [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: L4 Ao DATE �� ` INSPECTOR LPA Architects, LLP ARCHITECTURE PLANNING August 30, 2013 Town of Southold Building Department Town Hall Annex - 54375 Main Road P.O. Box 1179 Southold, New York 11971 1 { Re: Horse stable SEP 1 9 2013 55 Cox Neck Road s t Mattituck f Permit # 37804 61_oc.o PT. TOV�'�'0�SGUTNOL.D 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. s evi`r A EED AP Lemmen Paul Associates,Architects, LLP • 21 Greeley Avenue• Sayville, NY 1 1782 3o.'PJi Tel: 63 1.589.2914• Fax: 631.589.6935 •www.lpa-plans.com FIELD INSPECTION REPORT DATE COMMENTS ` H FOUNDATION(1ST) 3 e ------------------------------------ FOUNDATION (2ND) t� ROUGH FRAMING& H PLUMBING Tt t-� INSULATION PER N.Y. STATE ENERGY CODE FINAL ADDITIONAL COMMENTS c. l 0 rn.. z y x H x d b y TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING-DEPARTMENT 2 9 200 Do you have or need the following,before applying? TOWN HALL a�` 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� Check Septic Form _ N.Y.S.D.E.C. Trustees Examined �,20 0�6 3-7 �oq Contact: Approved �S ,20 O Mail to: Disapproved a/c Phone: w]t ' ' T"(oo Expiration ,20 Building Inspector APPLICATION FOR BUILDING PERMIT Date b �' 20� 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. ignature of applicant or name,if a corporation) (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder 6 ��� T Name of owner of premises (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. -7-- 3.8 Plumbers License No. 7_12 n Electricians License No. 7,(0-n Other Trade's License No. /3 1. Location of land on which proposed work will be done: 5-r LDx iv eC/1- led House Number Street Hamlet County Tax Map No. 1000 Section Block 00 6 2 -Lot-0 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 ,�L b. Intended use and occupancy. A-) 3. Nature of work(check which applicable): New Building � Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost d2 , Ica 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 5�'900 s f 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 /3a ` Rear / 3 Depth Vq , Height ( y Number of Stories 9. Size of lot: Front 123 L Rear a -) ' Depth G 10. Date of Purchase . Name of Former Owner /U 11. Zone or use district in which premises are situated A g 0 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO� 13. Will lot be re-graded? YES NO ill excess fill be removed from premises? YES NO 14. Names of Owner of premises Te—L Address eP J6 Lr- Phone No. yd'f 7 Name of Architect /j, ((/rcL� Address Phone No 73 -9"W6 Name of Contractor 77'�,-'- Address Phone No. oc sos yi r-) 15 a. Is this property within 100 feet of a tidal wetlar.J or a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C..PERMITS MAY BFy REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO L-V-, * 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 being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the �(m '(-�— (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 e� day of M . i 20 tq c � v Notary/Public Signature of Applicant LINIJA J.COr"DPR Notary Public,State cif f sw York Boo.48, 2.63,su,io!tc county 6erra ExpVcr s G�� �r� s 3�., 'Jt C:1•�.. 7r / tN OF-SOLITHOLD BUILOING + ,1VI �, 1PPI,ICATIQN CIIECKY,iST .,v INa-DEPARTME 'T Do ydu 1'1 ve.or need the following,before applying? . TOWN HALL ' 0232004 Board of Health .SOUTHOLD,NY 11971 t.. - -. 3 sets of Building Plans TEL: (631) 765-1802a(� Planning Board approval FAX: (63"1) 765-9502 Survey www. northfork.net/Southold/ PERMIT N .`3 Check Septic Form N.Y.S.D.E.C. Trustees Examined ! ,20 4�4 Contact: Approved ,S ,20 D Mail to: Disapproved a/c Phone: Expiration ,20 Building Inspector APPLICATION FOR BUILDING PERMIT Date o� �' 20 6V 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. ignature of applicant or name,if a corporation)(Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician,plumber or builder Name of owner of premises ����� A Ids (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. Plumbers License No. 7'P3/J Electricians License No. 7—,0-n Other-Trade's License No. 7,-/3 1. Location of land on which proposed work will be done: House Number Street Hamlet County Tax Map No. 1000 Section Block 00 6 7 —Lot-0 Subdivision Filed Map No. Lot dame) 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy GSec���t-- b. Intended use and occupancy (,J 3. Nature of work (check which applicable): New Building �✓ Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost 60, 66'-D Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage`;`60mber, of cars aoD 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. S 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 Rear / 3 a Depth lq Height Number of Stories / 9. Size of lot: Front /f�3 Rear .� Depth. G 10. Date of Purchase Name of Former Owner /U14- 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO� 13. Will lot be re-graded? YES NO "ill excess fill be removed from premises? YES NO 14. Names of Owner of premises 0 Address ZP J6 Lr— Phone No. r/6 re- VP f 7 Name of Architect Address Phone No I/ 1'e6"6 Name of Contractor Address Hof Phone No. J%r fes Vsr--) 15 a. Is this property within 100 feet of a tidal wetlanid or a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C.-FRMITS MAY BF,REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NOi * 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) SSV4 �1 S: COUNTY OF Su �ol cad f� I j SL7l�— being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract) above named, (S)He is the yC-)/1 (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 A C2 day of Notary'/Public � Signature of Applicant J Notary Public,State of i sw York No.48'1256 ,su$fctit ci7�unty -� err ,css u ab�3, x�'ti't�z:c' "i.; Page 1.of 29 i 'FOR:"SISSETT NURSERY ..4":: f JOB#128-071`2 HOLTSVILLE, NEW YORK 11742 BUILDING"USE: Residential Horse Barns BUILDING DESCRIPTION: WIDTH..................................... BW 404t` LENGTH................................... BL 1404. OVERHANG WIDTH.................. SOW 1 ft` EAVE HEIGHT.......................... =EH := 11.5 ff ROOF SLOPE.......................... RS := 6`/12 BAY SPACING......................... BS.:= 10•ftf BUILDING CLASSIFICATION...... =BC :="II" DESIGN LOADS: ROOF LIVE LOAD....................... LL 38 psf DEAD LOAD............................... DL := 7•psf CEILING LOAD........................... 'CL O,.psf, WIND SPEED............................. V 3S := 120'mph EXPOSURE CATEGORY............. ;EC := "B ENCLOSURE CLASSIFICATION... :EnC : "ENCLOSED',' WIND IMPORTANCE FACTOR...... ;I w 10i REFERENCED STANDARDS: ASCE 7-98 jBUILDING CODE OF NEW YORK STATE77002 COLUMN CALCULATION: p.A.2E.1 p.A.3E.1 p.A.1 E.1 EH = 11.5•ft loft p.A.4E.1 112ft J 16ft J 12ft J rr NE �:�eo WIND DESIGN COEFFICIENTS: ,`�O, Y WIND DIRECTIONALITY FACTOR.................. . —Kd :- 0.85� 3-SECOND GUST SPEED POWER LAW EXPONENT..................... a = 7 5- NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z 9 = 1200t- i- MEAN ROOF HEIGHT................................................................... H = 16.5 o ��•.. . HEIGHT ABOVE GROUND LEVEL (ASCE minimum)....................... z = 300 VELOCITY PRESSURE EXPOSURE COEFFICIENT........................ K z = 0.7 ae�eeneeee VELOCITY PRESSURE... q := 0.00256•K Z'K d•V 3S2.1 W•psf q = 21.953 opsf EDGE STRIP WIDTH....... ESW = 4•ft END ZONE WIDTH.......... EZW = 8•ft GMC04/23/04 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: END ZONES P A.1 E.1 q'(GC pf.A.1 E — GC pi.IN) P A.1 E.1 = 19.928-psf P A.2E.1 q'(GC pf.A.2E — GC pi.IN) P A.M.1 =—0.226-psf P A.3E.1 q (GC pf.A.3E — GC pi.IN) P A.3E.1'_—8.89 -psf P AAE.1 q'(GC pf.A.4E — GC pi.IN) P A.4E.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 cpsf P A.2E.2 q'(GC pf.A.2E — GC pi.OUT) P A.2E.2 =—8.129 opsf P A.3E.2 q'(GC pf.A.3E — GC pi.OUT) P A.3E.2 =—16.793 opsf P AAE.2 q'(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 cpsf P A.2.1 q'(GC pf.A.2 — GC pi.IN) P A.2.1 = 1.775 opsf P A.3.1 q•(GC pf.A.3 — GC pi.IN) P A.3.1 =—5.865 opsf P A.4.1 q'(GC pf.A.4 — GC pi.IN) P A.4.1 =—4.623 opsf P A.1.2 q'(GC pf.A.1 — GC pi.OUT) P A.1.2 = 8.116 opsf 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 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 :_ (LL+ DL + CL)•BS•(122•ft + 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•inlbj ,uplift 485843-1b1 END ZONE COLUMNS P N := P - uplift Column Size = 113-2x6 Laminated Column" A = 24.75 osgin F c = 1750 opsi S = 22.69 ocuin F b = 1900 0psi Id = 21.82 PN 2 I MaI.12• /\n INTERACTION-VALUE :_ ( 61 + c l S•F b•1.6 1 - CE) INTERACTION VALUE = 1.015 SPLICE CHECK A) A s = 24.75 osgin F c.s = 1750 opsi S s = 15.13 ocuin F b s = 1650 apsi in P z Mb •12•\�/ INTERACTION VALUE := N + S s'F b.s'1.6• El INTERACTION VALUE = 1.013 Page 4 of 29 INTERIOR COLUMN DESIGN CRITERIA (Below Hayloft Height): P :_ (LL+ DL + CL)•BS•(12•ft� 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 673W mlb !M b ='W50.089 733-in1b uplift = 3111 3 556 Ib! END ZONE COLUMNS P N := P 4 uplift Column—Size = 113—2x6 Laminated Column w/(2)2x6 Laminates" A = 41.25 osgin F c = 1750 opsi S = 37.81 ocuin F b = 1900 013si Id = 19.64 p 2 Mal12•\in) INTERACTION VALUE :_ � N + c SFb1.6 1 — CE INTERACTION VALUE = 0.995 SPLICE CHECK(Mb) A s = 41.25 osgin F cis = 1750 opsi S s = 30.25 ocuin F b s = 1900 opsi I PN 12 Mb12 (-T/ INTERACTION VALUE :_ I��I + s c / S s'F b.s'1.6. 1 — c CE 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 Ma and Mb and uplift are taken from the attached listing of computer program for building frame analysis. (See A4) M-a,- 19251.853 inlb MTp 0 nlb�? upift 313 5561b! END ZONE COLUMNS P N := P + uplift Column Size = 113-2x6 Laminated Column" A = 24.75-sgin F c = 1750 cps! S = 22.69 ocuin F b = 1900 cpsi Id = 14.89 / pN `2 I Ma112•\in) INTERACTION VALUE := I I + c / S•F b•1.6. 1 - CE INTERACTION VALUE = 0.382 SPLICE CHECK(Mb) A s = 24.75 asgin F c s = 1750 opsi S s = 15.13 ocuin F b s = 1650 opsi P 2 N I in INTERACTION-VALUE :_ ( 1.6 + s c f S s-F b.s'1.6. 1 CE)J_ INTERACTION VALUE = 0.066 Page 6 of 29 PLATED RAFTER TO EXTERIOR COLUMN CONNECTION: ROOF LOAD 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•1b P = 3150•1b Center—Member—Is = "2x6" Area centermember = 8.25 osgin Bearing_Stress :_ (P — Connector Load) Bearing_Stress = 101.228 opsi Area centermember'1.15 UPLIFT UPLIFT :_ /1 eft + OWl BS P A.3E.2'(\ // UPLIFT = 1175.499•lb BDL := DL•BS•f�12ft\ + owl BDL = 49091b L\ l JJ NET UPLIFT := UPLIFT — BDL NET—UPLIFT = 685.499•1b Connector Load = 3046.4•lb PLATED RAFTER TO INTERIOR COLUMN CONNECTION: ROOF LOAD 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•lb P = 630091b Center—Member—Is = "2x6" Area centermember = 8.25 osgin (P — Connector —Load):= Load) Bearing_Stress = 402.456 opsi rea centermember'1.15 UPLIFT UPLIFT := (12•ft+ 16•ft) BS p A.3E.2' 2 UPLIFT = 2350.998.1b BDL := DL•BS•(12•ft+ 16•ft) 2 BDL = 980•lb NET UPLIFT := UPLIFT — BDL NET UPLIFT = 1370.998•1b Connector Load = 3452.8•lb Page 7 of 29 EXTERIOR COLUMN FOOTING: Allowable Soil Bearing_Pressure := 3000•0sfi P = 3150•lb Footing_Diameter = 18-in Footing_Thickness = 8-in Area act Footing_Diameter2•7c Area act = 1.767•ft2 Area reqd owa e_ of_ eanng_ ressure Area reqd = 1.05•ft2 WIND LOAD UPLIFT(Exterior Column): UPLIFT := p A.3E.2-(12ft + OW l•BS UPLIFT = 1175.4999lb / d := 4.0•ft R 9oin R 2 := d•tan(.5236) + R 1 P R2 = 3.059oft R3 := R2 — R1 Soil Volume Above Footing R oft ft V := 3 � d (R12+ R2z + R1.R2) V = 51.1759ft3 \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 Nails per Anchor 18 in BDL := DL•BS•(12 ft +OWl BDL = 490•1b // Total Weight on Footing TWF := TSW+ BDL TWF = 5607.458•lb COLUMN TO FOOTING CONNECTION: (4)Ba§e Anchois rivl(3).fi77"x2=172"E :Galvanized Threaded Nails Each NET UPLIFT := UPLIFT — BDL NET UPLIFT = 685.49901b No -of Nails Required to Resist Uplift=-3- Page 8 of 29 INTERIOR COLUMN FOOTING: 3Allowable_So'il_Bearing_Pressure 3000•psf P = 13500•1b (includes hayloft load) Footing_Diameter = 30-in Footing Thickness = 12-in Area act Footing_Diameter2•7c Area act = 4.909•ft2 Area reqd owa e_ of_ eanng_ ressure Area reqd = 4.5•ft2 WIND LOAD UPLIFT(Interior Column): UPLIFT := P A.3E.2' J r(12•ft� 16•ft)1 BS UPLIFT = 2350.998•lb d := 4.0•ft R = 15 oin R 2 := d-tan(.5236) + R 1 P R2 = 3.559oft R3 := R2 — R1 Soil Volume Above Footing 3 =R o 2.309ft V .— dCR12 + R22 3 � + R1•R2\ V = 78.251•ft3 \300 ' Total Soil Weight d = 4 oft Allowable Soil Weight := 100•pcf TSW := V•Allowable_Soil Weight TSW= 7825.138•lb (4)46M Base Anchors w/(3) 0.177"�x 2-1/2" a Building Dead Load Post Anchor Nails per Anchor (12•ft+ 16 ft) 30 in BDL := DL•BS• 2 BDL = 980•1b Total Weight on Footing TWF := TSW+ BDL TWF = 8805.138•lb COLUMN TO FOOTING CONNECTION: i(4)BaseAnchread l,Nails E177"X 2=112"' 3Galvarized Threaded Nails Each NET UPLIFT := UPLIFT — BDL NET UPLIFT = 1370.998•lb IN-6.7-1 f.-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 s acin PS;'= 192-in P g............. 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 8 TOTAL_LOAD• PSn •BS2 M max = 860•lb•ft 12•61) M max•12• in Tt S regd F b•1.15 S regd = 6.86 ocuin 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, =• 12!.6•.Ib' 1 1/2" Nail Withdrawal Value......... W 61.1 in Load Duration Factor Snow........... C Ds := 1.15 Load Duration Factor Wind........... C Du := 1.6 1 Clip up := (2•V•C Du) + (2•W1.462 in•C Du) Clip up = 674.97 olb Net suction 47.28 psf (SL+iµV ), (Table 9609.6.2.9(2) Components and Cladding) Required Purlin Spacing: 674.97•lb = 38.314 yin Net suction•2•BS Page 10 of 29 ENDWALL NAILERS: 2"x6"STUD BETWEEN STANDARD COLUMNS 3.875 ft 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 347-psf suction NS •(3.875•ft)z 12• in M max g M max = 86.84•lb•ft M max'12 (m l S red \�/ S re d = 0.245 ocuin q b•1.10.1.61.15 q 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 suction•4.125 in = 24.681 cin Page 11 of 29 HAY LOFT FLOOR SYSTEM CALCULATIONS(Over Center Aisle): LIVE TLOOR 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 Sact = 31.64 in3 M max �90•psf•1.33 g•ft.(15.5 ft)2� �= M max = 3594.741 olb•ft in M max•[12 ( l1 S req ' 1440•psi /J S req = 29.956 oin3 a.) JOIST TO HANGER CONNECTION: Hanger Load = 90•psf•1.33•ft•(S Zan) = 927.675 alb 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 cps! 1.5•m•2•in b.) HANGER TO HEADER CONNECTION: Connection is made w/(12) 1-1/2" R.S. Nails Allowable Load = (12)(137 lb/nail) = 1644 lb r Page 12 of 29 2.) HEADER (3)2"x12" Headers, No. 1 SYP Fb = 1440 psi Sa,t = 94.92 in3 F, = 565 psi W = 90•psf•(152 ft) = 697.5 oplf L(90•psf)•(15.•ft).(10.ft)2 11 M max := 8 J M max = 8718.75 olb•ft in M max f 12•( t J S req ' 1440•psi S req = 72.656 oin3 Header to column connection: Load = 90•psf•f. (15.•ft)1.10•ft = 6975 olb Load is resisted by (14)20d R.S. Nails and 17.25 sqin of bearing Allowable Load = 14•nail•201•lb (565•psi•17.25•in2� = 12560.25•lb 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): sLIVEWFLOORLOAD_W — 80psf' =DEAD FLOOR LOAD = 10-;psf TOTAL FLOOR'10AD 90 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 Sact = 21.39 in3 [90•psf•1.33•ft•(12 ft)z] M max 8 M max = 2154.6-lb•ft M max'[12 (miin l ISreq ' (1500psi / S req = 17.237-in3 a.) JOIST TO HANGER CONNECTION: Hanger Load = 90•psf•1.33•ft•(S Zan) _ 718.2-lb 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) _ 239.4opsi 1.5•m•2•in 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: (12•ft) Bearing Load = 90•psf•1.33•ft• 2 718.2 olb Bearing Stress = (718.2•Ib) = 87 055 opsi 1.5•m•5.5•in Page 14 of 29 2.) 2"x6"STUDWALL(Worst Case): 2"x6"Studs, 16"O.C., No. 2 SPF P := 90•psf•1.33•ft•(12•ft)2 P = 718.2 olb Maximum Stud Length = 8.83 ft A := 8.25•in2 F C := 1100•psi Id := 19.27 Compression Parallel to Grain Required = f c = 87.055 opsi Compression Parallel to Grain Allowed = F1 c = 770.571 cpsi 3.) EXTERIOR WALL HEADER 2"x8"/2"x10" Plated Wall Header, No. 1 SYP Fb = 1300 psi Sact = 64.65 in3 W = 90•psf•(11.�1•ft) = 504.45 oplf f(90•psf).(11.21•ft).(.10.ft)21. M max L 8 JJ M max = 6305.625 olb•ft in M max•[12 (-ff)] S req ' 1300 psi S req = 58.206 oin3 No. of Nails Required (201 lb/nail) Load = 90•psf•r(11.21•ft)1 10•ft = 5044.5 olb (5044.5 Ib)/(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.�4•ft) = 519.3 oplf - r(90•psf).(11.54•ft).(10•ft)21 M max L 8 JJ M max = 6491.25-lb•ft M max.112.\Tt-/J S req ' 1250•psi S req = 62.316 ain3 Header to column connection: Load = 90•psf. (11.54•ft)1,10•ft= 5193 olb Load is resisted by (14)20d R.JJS. 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-ft2 Area req = 6.216-fe 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-fF Page 16 of 29 BUILDING DESCRIPTION: WIDTH..................................... 8W_:= 46•ft. LENGTH................................... `BL;'—.16,ft OVERHANG WIDTH.................. 11OW:='1-ft'. EAVE HEIGHT.......................... EH 115 ft. ROOF SLOPE.......................... RS 012 BAY SPACING......................... BS := 8 ft. BUILDING CLASSIFICATION...... DESIGN LOADS: ROOF LIVE LOAD................ ...... LL - 38 psf DEAD LOAD............................... DL —7•psf CEILING LOAD........................... CL - 0 psf WIND SPEED............................. V 3S := 1,20;mph EXPOSURE CATEGORY..... ....... ENCLOSURE CLASSIFICATION... EnC "ENCLOSED" WIND IMPORTANCE FACTOR..... 'I REFERENCED STANDARDS: ASCE 7-98 BUILDING CODE OF:mNEW'YORK STATE'2002 COLUMN CALCULATION: p.A.2E.1 p.A.3E.1 p.A.1E.1 EH = 11.5•ft loft p.A.4E.1 1 12ft J 16ft 1 rr r WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR.................................................. K d := 0.85 3-SECOND GUST SPEED POWER LAW EXPONENT..................... I a = 7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... z 9 = 1200•ft MEAN ROOF HEIGHT................................................................... H = 16.5 oft HEIGHT ABOVE GROUND LEVEL (ASCE minimum)....................... z = 300ft VELOCITY PRESSURE EXPOSURE COEFFICIENT........................ K z = 0.7 VELOCITY PRESSURE... q := 0.00256•K z•K d•V 3S2.1 W•psf q = 21.953 opsf EDGE STRIP WIDTH....... ESW = 3•ft END ZONE WIDTH.......... EZW = 69ft Page 17 of 29 INTERNAL PRESSURE COEFFICIENTS: GC PUN =—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 P A.2E.1 q-(GC pf.A.2E — GC pi.IN) P A.M.1 =—0.226 opsf P A.3E.1 q-(GC pf.A.3E — GC pi.IN) P A.M.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 opsf P A.2E.2 q'(GC pf.A.2E GC pi.OUT) P A.2E.2 =—8.129 opsf P A.3E.2 q-(GC pf.A.3E — GC pi.OUT) P A.3E.2 =—16.793 opsf P AAE.2 q-(GC pf.A.4E — GC pi.OUT) P AAE.2 =—15.695 opsf INTERIOR ZONES P A.1.1 q.(GC pf.A.1 — GC PUN) P A.1.1 = 16.019 cpsf P A.2.1 q•(GC pf.A.2 GC PUN) P A.2.1 = 1.775.opsf P A.3.1 q•(GC pf.A.3 — GC PUN) P A.3.1 =—5.865 opsf P A.4.1 q-(GC pf.A.4 — GC pi.IN) P A.4.1 =—4.623 opsf P A.1.2 q.(GC pf.A.1 — GC pi.OUT) P A.1.2 = 8.116 opsf P A.2.2 q•(GC pf.A.2 — GC pi.OUT) P A.2.2 =—6.128 cpsf 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 opsf 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 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 := (LL+ DL +CL)•BS•(12ft + OW) +90•psf•( 1'2 ft) BS P = 2998.8•lb \ Columns in End Zone EZW = 6•ft Note: Moments at points Ma and Mb and uplift are taken from the attached listing of computer program for building frame analysis. (See A10) M -': V 68469 092 inl M 45760 193 init uplift 138�1305,Ib END ZONE COLUMNS P N := P - uplift Column Size = "3—2x6 Laminated Column w/2x6 stiffener" A = 33-sgin F c = 1750 opsi S = 30.25 ocuin F b = 1900 0psi Id = 21.82 / P 12 1 M a 12 (in) INTERACTION VALUE := I N +1 S•F b•1.6 1 - (;EEE) INTERACTION VALUE = 0.787 SPLICE CHECK NO A s = 33 osgin F c s = 1750 opsi S s = 22.69 ocuin F b s = 1900 opsi PN `2 Mbl12 ( n) INTERACTION-VALUE :_ ( 1 6 I + s c / S s'F b.s'1.6• 1 — E/ INTERACTION VALUE = 0.702 Page 19 of 29 PLATED RAFTER TO EXTERIOR COLUMN CONNECTION: ROOF LOAD 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 = 2189.6.1b P = 2520•lb Center—Member—Is = "2x6" Area centermember = 8.25 osgin Bearing_Stress :_ (P — Connector Load) Bearing_Stress = 34.825 opsi rea centermember'1.15 UPLIFT UPLIFT := P A.3E.2'(12 ft +OWl BS UPLIFT = 940.399•1b / BDL := DL•BS•f\12ft/ +OW� BDL =.392•lb NET UPLIFT := UPLIFT — BDL NET UPLIFT = 548.399•1b 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 = 112x6" Area centermember = 8.25 osgin Bearing_Stress :_ (P — Connector Load) Bearing_Stress = 269.65 opsi rea centermember'1.15 UPLIFT UPLIFT := (12'ft+ 16•ft) BS P A.3E.2' 2 UPLIFT = 1880.799.1b BDL := DL•BS•(12•ft+ 16•ft) 2 BDL = 784•lb NET UPLIFT := UPLIFT — BDL NET UPLIFT = 1096.799.1b Connector Load = 3452.8•lb Page 20 of 29 EXTERIOR COLUMN FOOTING: Allowable_Soil -Bearing=Pressure := 30100•p if P = 2998.8•lb Footing_Diameter = 18-in Footing_Thickness = 8-in Area act Footing_Diameter2•Tc Area act = 1.767•ft2 P 2 Area reqd owa e_ of_ earing_ ressure Area reqd = 1•ft WIND LOAD UPLIFT(Exterior Column): UPLIFT := p A.3E.2'l\ ///12ft + OWl BS UPLIFT = 940.399.1b d := 4.0•ft R1 = 9-in R 2 := d-tan(.5236) + R 1 P R2 = 3.059oft R3 := R2 — R1 Soil Volume Above Footing 0 3 = 2.309 ft V := 3•7c•d•(R12 + R22+ R1•R2� V = 51.1759ft3 \300 ' Total Soil Weight d = 4 eft Allowable_Soil Weight := 100•pcf 7d — 4-ft 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 Nails per o Anchor 18 in BDL := DL•BS•r 2 12•ft + OWl BDL = 392•1b ` // Total Weight on Footing TWF := TSW+ BDL TWF = 5509.458•1b COLUMN TO FOOTING CONNECTION: {4) Base Anchors w/(3),.177"fix 24112 ;Galvanized Threaded Nails Each NET UPLIFT := UPLIFT — BDL �� NET UPLIFT = 548.399•1b N6. o&Nails Required to:Resist Uplift r;2.f Page 21 of 29 2x6 PURLINS: Roof load 2 x 6 purlins, No.2 SPF F b := 1308.1-psi Purlin spacing............. 108 =w19:2•inI, 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 8 TOTAL_LOAD Pin •BS2 M max = 550.491b•ft 12• � (_ff lrein S re S d = 4.391 ocuin qd /M max'12•b•1.15 q 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 = 1216 Ib' 1 1/2" Nail Withdrawal Value......... W:='61 l'mj 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 N e f suctiom:= 48 7 8-psf— (WSL + PL)€ (Table 9609.6.2.9(2) Components and Cladding) Required Purlin Spacing: 674.97•I b = 46.252 min Net—suction 2 BS Page 22 of 29 SIDEWALL NAILERS: Li I ICI I I•I ICI I I,I I I,I I,I SP = 7.625•ft 2 x 4 nailers, 2100f MSR SPF F b ;= 2100•psi NAILER SPACING.................... NS F NAILER TRIBUTARY AREA.......... N =TA 10_.� .667 osgft __. NAILER WIND LOAD................... suction : 34.5 psfj suction N •(BS— 0.375 ft)z 12•(in) -ff M max g M max = 334.309-lb•ft M max'12 On S regd b 1.10 1.6 ff) S regd = 0.944 ocuin 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 suction-4. in = 25.6 oin Page 23 of 29 ENDWALL NAILERS: Section A-A A lit EA 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= 16.667-sgft NAILER WIND LOAD................... isuction D.93-psf suction. N(;S •(11.5•ft)2 12• M max g M max = 747.8749lb•ft M max•12 m S regd := b S reqd = 4.272 ocuin 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•46.1b suction•4.125 in = 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 2520 Ib 2520 Ib Sact= 128.0 in3 Mmax=20160.0 ftlb Sreq =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: t 1096.8 lb 8ft I 8ft 16 ft 548.4 lb 548.4 lb Sact= 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: 211x8"/2"xl0" Plated Rafter, No. 1 SYP, F b := 1300•psi Sact = 64.66 cuin [(38•psf•12•ft) (10•ft)2] M max 8 M max = 5700-ftlb f M max'12•(in) S req :- b•1.15) S req = 45.753 ocuin CHECK JACK RAFTER TO UPRIGHT/UPRIGHT TO TRUSS CONNECTION: Load = 38•psf•12•ft•10•ft = 4560 olb 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: ;LIVETLOOR LOAD = 80'ps'V DEAD I=LOOR; 6kiJ. - :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= 106.4oplf Required Uniform Total Load= 90•psf•1.33•ft = 119.7 oplf 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•(Span) = 835.506 olb 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: (12•ft) Bearing Load = 90•psf•1.33•ft• 2 718.2 olb (7 Bearing Stress = .—in•2•iIb) 1.5 _ 239.4 opsi n Page 27 of 29 2.) 2"x4"STUDWALL(Worst Case): 2"x4"Studs, 16"O.C., No. 2 SPF P := 90•psf� (12•ft)1.33•ft• 2 P = 718.2 alb Maximum Stud Length = 8.24 ft A := 5.25•in2 F c := 1100•psi Id := 28.25 Compression Parallel to Grain Required = f r = 136.8 opsi Compression Parallel to Grain Allowed = F1 c = 460.108 opsi 3.) EXTERIOR WALL HEADER(Worst Case @ Endwall) 1 1/2"x16" Laminated Veneer Lumber Header Fb = 2800 psi Sact = 64 in3 W = 90•psf•(15.2 ft) = 699.3 opif r(90.psf).(15.24 ft) (12•ft)2J M max := L 8 M max = 12587.4-lb•ft in 11 M max* 12•(IF/J S req 2800•psi S req _ 53.946 cin3 No. of Nails Required (201 lb/nail) Load = 90•psf•f. (1 Zft)1 10•ft = 7200 olb L .1 (Worst Case @ 10'O.C. Columns) (7200 Ib)/(201 lb/nail) = 36 nails total Page 28 of 29 J 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 = 9135.1b Area act = 3.142-ft2 Area req = 3.045 oft2 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 = 6378.7591b Area act = 2.182,ft2 Area req = 2.126-ft2 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 = 589591b Area act= 2.182 ofe Area req = 1.965-ft2 6.) INTERIOR LOAD BEARING WALL OPENING (@ Stair Walkdoor): (2)2"x8" Headers, No. 1 SYP Fb = 1500 psi Sact = 26.28 in3 W = 90•psf.(3•ft) = 270 oplf _ [(90•psf) (3•ft) (3.43 ft)2] M max 8 M max = 397.065 -lb•ft M max'[12•\in) J S req ' 1500•psi S req = 3.177 oin3 Page 29 of 29 SEISMIC DESIGN Seismc_Use_Group' SiWe Class :_ "D"E Spectral response acceleration @ short periods (SS): S:s 0.233= Spectral response acceleration @ 1-second periods (S,): S 0.072 Site coefficient(fa): F a = 1.6 Site coefficient(f„): F v = 2.4 S ms := F a'S s S ms = 0.373 S m1 ;= F v'S 1 S m1 = 0.173 (2)_SS DS 3 ms S DS = 0.249 2 S D1 3).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): Building Weight: W= 178500.1b SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS 1.2•S DS V :_—�•W V = 8190.129•1b ' �� ����� - ��N�a�� T��m�le��/��lN�N�r ����� ��) , ����/����� Jois& Allowable Uniform Load (p0 Parallel TJym Joist° Multiple Span ° Performance Plus"Web Material —_ Nailed or Glue-Nailed Floor Span OM 98 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-Beam"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 nf short span m long span ioless ~-- than O.4.use the TJ'Boomw software pmgnamo,uvntamynvrTruoJoimnspnouonxati"o. u. Values innmw`§_Ijkq���areas may uo increased 4m for repetitive member usage i,the criteria on page o.7 are met. 4. Camber(2250'radius)is available for simple span applications only.Contact your Trus Joist representative for availability. _ s. For loadirfg conditions not covered by these tables(eg.:concentrated loads),use the TJ-Beam"software program or contact your Trus Joist repre- sentativemraooimanvn. . � ' / ` /— I-JOIST 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 I-joist applications without requiring web stiffeners.The MIU features Positive ; . Angle Nailing(PAN),which minimizes splitting of the flanges while permitting IUS time-saving nailing from a better angle. s The IUT features a bend-tab which nails vertically into the I-joist's bottom :d;;n U.S.Patent flange when web stiffeners are not used,or directly into the web stiffener.This ins Pending constrains the member,helping to reduce squeaks resulting from joist movement. MATERIAL:See table page 70-72. FINISH:Galvanized 1 UPLIFT LOADS:-Models have optional triangle nail holes for additional uplift (see illustration).Properly attached web stiffeners are required. No nails • �T,, » — , •IUS—for additional uplift capacity refer to technical bulletin required! l P P Y T-OPTUPLIFTCWP. ��µ - -IUT—add two additional 10dxllh"joist nails for a total uplift load of 480 Ibs and 575 Ibs(33%and 60%increase respectively). •MIU—add four additional 10dx1l/z"joist nails for a total uplift load of 720 Ibs and 865 Ibs(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. can take the required fasteners specified in the table.See pages 66-67 for additional installation information. •IUS—fasten hanger to header.Position 1-joist into hanger and snap into place.No joist nailing required.The IUS can be installed filling round �4 ; y : header nail holes only,or filling round and triangle header nail holes for the maximum load values. •IUT—optional seat diamond hole allows pre-attachment of hanger to joist before installation. My,Y •Web stiffeners are not required with I-joists when the joist top flange is laterally supported by the sides of the hanger.[-joist manufacturersy rq g f � may require web stiffeners. «�' �'� �x OPTIONS:These hangers cannot be modified.However,these models will normally accommodate a skew of up to Y.For a sloping joist to'/z:12, tests show a 10%reduction in ultimate hanger strength.Local crushing r of the bottom flange or excessive deflection may be limiting;check with joist manufacturer for specific limitations on bearing of this type. ;, 41 CODES:BOCA,ICBO,SBCCI NER-469; City of L.A.RR25158(IUT) Typical IUS Installation MIU IUT •w. U.S.Patent ' ,' 0 z 5,555,694 y o OPTIONAL tis� N NAIL t5 y N LOCATIONS o hIN I N Z'it..f' 'x 1 G��� �: x��M.• �f': Bend tab . into the bottom flange and fasten with 10d x 1'h"nails when : web stiffeners are not ;, k, used to help reduce , - floor squeaks. MIU with correct PAN installation Typical IUT Installation 68 Facie Mount Hangers - I-Joists Allowable Loads Joist Model Web Dimensions Fasteners i .% DFISP S ecles Haader_?w '? SPF Speefes Header Size No. Stiff Ga Uplltt.aUplltt: Floor; Snow.,>Aoef Floor .Snow Roof Regd yy H B Face Joist 133 :z 160 100 115 125 100 115 125 MIU2.37/18 — 16 2y. 177 2 22-16d 2-10dly, 240 255 2925 3365 3420 2530 2910 3160 2X,x 18 HU3524130 Min ✓ 14 2X 18 2 18-16d 8-1 Odx1 960 1150 2410 2775 3015 2090 2400 2610 HU3524/30 Max ✓ 14 25 18 2 24-16d 14-1Odx1 1660 2015 3215 3700 4020 2785 3200 3480 2 x20 MIU2.37/20 — 16 2 19% 2 24-16d 2-10dx1 -+240``;255:�3190.- 3420—3420- 2760 3175 3420 MIU2.37/20 16 2 19% 2 24-16d 2-1Odx1 240 255 3190 3420 3420 2760 3175 3420 22-30 HU3524130 Min ✓ 14 2 18 2 18-16d 8-1 Odx1 960 1150 2410 2775 3015 2090 2400 2610 HU3524/30 Max 2X 18 2 24-16d 14-105x1 1680 2015 3215 3700 4020 2785 3200 3480 2y x 9y IUS2.56/9.5 — 18 25 9 2 8-10d — 75? 75 `'7895'; '1030 1'120° 775 890 970 2a 9Y, 2 8-1Odx1 2-10dx1Y2 M 835 910 625 720 780 IUT310 — 18 2y x 2, 1 9Y9 2 8-1Od 2-10dxl 245 -':255 '890 :1020 1110 770 885 960 9y-9y MIU39 .16 2a 8 2Y2 14-16d 2-1 Odx1 Y, ts240,:-:255'°=1860, '2140 22330- 1610 1850 2010 HU310 ✓ 14 2% 8�/ 2y 14-16d 6-1Odxly I72L `865'-;;:A875. 2155`--,2345=" 1625 1870 2030 2yx 11/ IUS2.56/11.88 Min — 18 2� 117 2 8-10d — 75 75 895 1030 1120 775 890 970 IUS2.56/11.88 Max 2ya 11/ 2 10-10d — 75 75 1120 1290 1400 970 1115 1215 2%, 11y, 2 10-10dxiy 2-1Odxiy 245 255 1 910 1045 1140 780 895 975 IUT312 18 2yx — 2?f6 11y, 2 10-10d 2-10dxiy 245 255 1110 1275 1390 960 1105 1200 11y,-11% MIU311 16 2X, 11y 2y 16-16d 2-10dx1y 240 255 2130 2445 2660 1840 2115 2300 HU312 ✓ 14 2% 10% 2y 16-16d 6-10dxiy 720 865 2145 2465 2680 1855 2135 2320 IUS2.56/14 Min — 18 25 14 2 12-1Od — ��'-75 < . 75 =1345 .1545 -.1680 1165 1340. 1455 IUS2.56/14 Max 2Y, 14 2 14-10d — :`•75 ``,75.,; 1570. 1805 °'1865 1360 1560 1700 2X, 13tX, 2 14-lOdxly 2-10dxly '`:245 c:.255, ''1275 1466. .-i596 1090 1255 1365 2y x 14 IUT314 18 2% 13% 2 14-1Od 2-1Odxly 245:-';;265 .a1555 17857-1940 1345 1545 1680 MIU314 16 2% 131fe 2yz 18-16d 2-10dx1y :240. :255 2395 -2755. -:2990' 2070 2380 2590 HU314 ✓ 14 2%6 12% 2y 18-16d 8-10dx1y 960' -,1150 2410 12775 :.3015- 2090 2400 2610 IUS2.56/16 Min — 18 2% 16 2 14-1Od — 75 75 1570 1805 1865 1360 1560 1700 IUS2.56/16 Max 2X 16 2 16-1Od — 75 75 1790 1865 1865 1550 1785 1865 2y x16 IUT316 18 2%„ 15-/, 2 16-10d 2-10dxiy, 245 255 1775 2040 2220 1535 1 1765 1920 MIU316 �16 2Xe 15ya 2yz 20-16d 2-10dxlX 240 255 2660 3060 3325 2300 2645 2875 HU316 ✓ 14 2%. 14y 2y 20-16d 8-10dx1y 960 1150 2680 3080 3350 2320 12670 2900 2y x18 MIU318 — 16 2Xe 17% 2yz 22-16d 2-10dxiy 240,; 255 2925 3365.,3420 2530 1 2910 3160 2y x 20 MIU320 — 16 2Xe 19% 2yz 24-16d 2-1Odx1y 240 255 3190 3420 3420 2760 3175 3420 222?26 MIU320 ✓ 16 2Xe 19% 2yx 24-i6d 2-10dxly 240 255 ..3190 3420 3420' 2760 3175 3420 2%x 2'Xe Fife 2 8-10dxl y 2-10dxl y 245 255 730 835 910 625 720 780 gY_gy IUT2.68/10 — 18 2% 9% 2 8-1Od 2-10dx1y 1 245 255 890 1020 1110 770 885 960 2yx -X, 11% 2 10-10dxly 2-10dxiy .245-,'r255.> f'910 1045 :1140 780 895 975 iiy,-11/ IUT2.68/12 — 18 2'X, 11X, 2 10-10d 2-10dxty 245', '255 1110 1275 ..1390 960 1105 1200 z 2yx 14 IUT2.68/14 — 18 2Xe 13% 2 14-10dx1 y 2-10dx1 y 245 255 1275 1465 1590 1090 1255 1365 13y 2 14-1Od 2-1Odx1y 245 255 1555 1785 1940 1345 1545 1680 z 2yx 16 MIU2.68/16 — 16 OX, 15% 2y 20-16d 2-10dxly .140 `.255 1660'.3060 3325 2300 2645 2875 0 y MIU29-2 — 16 3y 9 2yz 14-16d 2-10dx1y 240 255 1860 2140 2330 1610 1850 2010 y gy Xgy HU210-2 Min ✓ 14 3y. 8' 2Y, 14-16d 6-1Od 905 1085 1875 2155 2345 1625 1870 2030 HU210-2 Max 3y. 8' 2y, 18-16d 10.10d 1505 1810 2410 2775 3015 2090 2400 1 2610 m MIU211-2 — 16 3y 11 y, 2y 16-16d 2-10dxly 240 255 2130 2"5'1 2660. 1840 2115 2300 3x 11y-11/ HU212 2 Min ✓ 14 3 109 2 16-16d 6-1Od 905 .1085 2145 2465 2680 1855 2135 2320 HU212-2 Max 3y, 1 109 2y2 22-16d 10-10d 1505 1810 .2950 3390 .-3685 2550 2935 3190 MIU211-2 16 3y 1 11y 2y 16-16d 2-10dxiy, 240 255 2130 2445 2660 1840 2115 2300 0 3 x 14-20 HU212-2 Min ✓ 14 3Y. 109 2y, 16-16d 6-10d 905 1085 2145 2465 2680 1855 2135 2320 N HU212-2 Max 3y 10% 2Y2 22-16d 10-10d 1505 1810 2950 3390 3685 2550 12935 3190 3y,x HU3.31/9 Min ✓ 14 3 &X. 2 14-16d 6-1Od 905 `.1085 1875 2155` 2345 1625 1870 2030 9y,-9y HU3.31/9 Max 3y. 81X, 2Y2 18-16d 10-10d 1505 :1816.�2410 2775=<3015` 2090 2400 2610 3y,x HU3.31/11 Min 35 101 2 16-16d 6-1Od 905 1085 2145 2465 2680 1855 2135 2320 1ly,-11/ HU3.31/11 Max ✓ 14 101 2 22-16d 10-10d 1505 1810 2950 3390 3665 2550 2935 3190 _ - 3y,x 14 HU3.31/14 Min ✓ 14 13, 2 20-16d 8-1Od 1205`�i1445-r2680 •3080 ''3350 2320 2670 2900 HU3.31/14 Max 13 2 26-16d 12-1Od 1810 2015 7•3485 '4005+ 4355 3015 3470 3770 3y x HU3.31/14 Min ✓ 14 35 13% 2 20-i6d 8-10d 1205 1445 2680 3080 3350 2320 2670 2900 16 20 HU3.31/14 Max 33f, 13�/, 2y 26-16d 12-10d 1810 2015 3485 4005 4355 3015 3470 3770 _ 1.10d common nails or 16d sinkers(9 gauge x 3l/i)maybe used 3.Uplift loads based on Douglas Fir have been increased 33% 4.MIN nailing quantity and load values— instead of the specified 16d nails at 0.84 of the table load value. and 60%for earthquake or wind loading with no further fill all round holes;MAX nailing quantity 2.16d sinkers(9 gauge x 31/4')may be used instead of the increase allowed.Reduce by 33%and 60%for normal and load values—fill all round and = — specified 10d commons with no load reduction. loading such as in cantilever construction. triangle hales. 71 Al Computer Analog of the Building Frame O 5 6 (3 O 4 11 14 7 O 19 20 21 O (D O 3 12 15 8 9O 11 10 O 2 13 16 9 13 1 15 17 I8 14 10 12 17 19 18 16/ i 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. `4 0 - STALL BARN A 2 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 . 500r 7 . 250 . 150E+07 THE LOAD DURATION FACTOR IS 1. 60 POINT COORDINATES POINT X-COORD Y-COORD 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 _ G' 96 . 000 . 000 S C�i , -96 . 000 . 000 8 240 . 000 -82 . 000 9 11 -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 '141 96 . 000 -118 . 000 A 3 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 17 " 4 160 . 997 1 . 500 11 .250 ..150E+07 A 4 5 107 .331 1 . 500 11 .25-0 . 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+07 119 144 . 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 ******************************* RESULTS } *** 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 .5516 65508 . 673 *** STRENGTH .ANALYSIS *** 3 • A 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 A 6 k 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 ,r A 7 Computer Analog of the Building Frame O 5 6 O 17 O 4 14 7 11 O 20 21 22 4 O O 3 12 15 8 9O 11 10 O 2 13 16 9 13 1 15 18 19 14 10 12 17 19 18 16/ i 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 AS 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-COORD Y-'COORD 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 14 72 . 000 -108 . 000 A 9 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 1.6 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 l 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 ******************************* RESULTS ******************************* *** 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 1 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 v �► POS END 121. 827 . 000 . 000 Al2 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. , HORTZ. 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 i a U > � �—° � � . ss SUFFOLK OF i«AL i Fi SlRVICES �. APPROVAL OF CONSTRUCTED WORKS i rs ?ate FEB 0 5 2Q14 H.S.Ref.No. C�0 - O -S O®03 w � � > The semp disposal and water supply facilities m Z � > i at this location have been inspected and/or certified by this Department or other agencies E and found t.D be satisfactory. Taller J. Hilbert, , i Office of L°P13te"?rater F p{� tt1 COPIES OF THIS SURVEY MAP NOT BEARING CERTIFICATION INDICATED HEREON SMAL THE LAND SURVEYOR'S INKED SEAL OR O IS PREPARED AND ON HIS BEHALF TO THI EMBOSSED SEAL SHALL NOT BE CONSIDERED INSTITUTION LISTED HEREON,AND TO BE A VALID TRUE COPY. CERTIFICATIONS ARE NOT TRANSFERABLE _ Sheet Notes: 0 i 140'-2" V) Z O 57 w Existing Stalls Storage Existing Stalls Z co �1 4 Q cn _ 4, El - u Exist. Exist. Pwdr. *' Existing Stalls Office Horse Showers #Kit.,IL,,dry Existing Stalls Eol. L C:3 Q AR z Y_ 1 0X J `(D Exist. w Apartment, pup4 .„ _ - 4., Kitchen U r7 'i (U NI rV O M Q1 t 50'-0" t 2"40'- t 50'-0"CIO t 140'-2" 0 EXISTING FIRST FLOOR PLAN N o b SCALE: 1/8"=1'-0" v 0 U_ Q J _0 N td L to i N M O I I E I v I Revisions: OPEN TO BELOW ALL DRAN!N65,SPECIFICATIONS AND COPIES THEREOF FLFN15HED BY THE ARCHITECT ARE AND SHALL REMAIN c THE PROPERTY OF THE ARCHITECT. THEY ARE TO BE USED ONLY WITH RESPECT TO THIS PROJECT AND ARE OPEN TO BELOW NOT TO BE USED ON ANY OTHER PROJECT. SUBMISSION OR P15TRIWTION TO MEET OFFICIAL REGULATORY REQUIREMENTS OR FOR OTHER PURPOSES IN CONNECTION WITH THE PROJECT 15 NOT TO BE CONSTRUED AS PUBLICATION IN DER06ATION OF THE ARCHITECT'S COMMON LAN COPYR16K OR OTHER RE5ERVED RI6HT5. a Exist. Hay Loft Existing Conditions F \ Bissett NurseryCONVEYOR BELT Horse Stable -J 55 Cox Neck Road a o� Mattituck, New York 11952 OPEN TO BELOW Exist. PEN TO BELOW Sty LPA Architects LLP I I ARCH I T E C T U R E PLANNING I I I 1 www. Ipa - pIans . com -------------------------------------------------- 1 I Lemmen Paul Associates,Architects LLP I j 21 Greeley Avenue Sayville, NY 1 1782 Tel: 631 589 2914 Fax: 631 589 6935 b I Ipa-plans,com i Exist. 'I I BedRm. Y TEM ON UNAUTHORIZED ALTERATION OF ANY DOCUMENT s.✓ - u 1 1 1 E° 1 9 2013 VIOLATION NEW YORK 5TATE LAW. Issue Date: ' 1--- ---- -- — ———————— SEP 0 f 2013 Project Date: JULY 2013 1�l THESE DRAWING5 REPRESENT THE A5-5UILT GONDITION5 AS NOTED EXISTING SECOND FLOOR PLAN POUND DOCUMENTED AT THE PROJECT SITE BETWEEN AUGUST IST d AUGUST 30TH 2O13 AND HAVE BEEN Project# Drawn: Sheet SCALE: 1/8"=1'-O" COMPILED TO IDENTIFY GHANGE5 MADE FROM THE ORIGINAL DE515N 13025 WJB Job: Check: BISSETT KMP z Sheet Notes: 0 t 140'-2rill O U Q ry, 4 Existin Stalls o w g Storage < Existing Stalls -- r 0 Z_ m � o 0 0 a r AHI w � — � u o Half Bat Exist. ExistingStalls -- ; Exist. o 0 ` Tack Ptm. Exist. auii ry E Existing Stalls — 7T— Ib'X►1' Horse Showers UP z_ owC Q 1I Exist. - n =_- `fl TO BE REMOVED KITCHEN = —I== UP Stora e � M I , I , V U1 N _N LAI I l!'1 N O M N f 50'-0" t 40'-2" t 50'-0" co t 140'-2" Vl -0 0 NN EXISTING/POOPOSED FIRST FLOOR PLAN m SCALE: 1/8"=1'-0" 0 U_ Q o_ J 'D N rt7 L N N , M N ,---------------------------------------------------------------------------------------------------------------F_ I I 0 I � — I I —�— I Revisions: I OPEN TO BELOW ----- ALL DRAWIN65,SPECIFICATIONS AND COPIES HEREOF FWN15HED BY THE ARCHITEOT ARE AND SHALL REMAIN THE PROPERTY OF THE AR(F OPEN TO BELOW A NOT TO BE USED 0 NY 0 HIER PROJECT.THEYARE%EMISg ON CR D 5TRIBJTION TO MEET TO BE USED ONLY V41TH RESPECT TOFFICIAAL THSOAND JECT RE6ULATORY E REQUIREMENTS OR FOR OTHER PURP05E5 IN CONNECTION WITH HE PROJECT 15 NOT TO BE CONSTRUED AS PUBLICATION IN DER06ATION OF THE ARCHITECT'S COMMON LAW COPYRI6HT OR OTHER RESERVED RI6HTS. d Exist. Havloft Existing Conditions C - -- Bissett NurseryCONVEYOR BELT Horse Stable G 55 Cox Neck Road p Mattituck, New York 11952 OPEN TO BELOW Exist. PEN TO BELOW I StorageLPA Architects, LLP I -- I ARCHITECTURE PLANNING I I I www. Ipa - pIans . com '-------------------------------------------------- 1 ———————————————————————————————————————————————— I Lemmen Paul Associates,Architects LLP 1 21 Greeley Avenue Sayville, NY 11782 I , 1 Tel: 631 589 2914 Fax; 631 589 6935 1 �I I Ipa-plans,com -- rl I rti° Exist. Attic„Storage UNAUTHORIZED ALTERATION �aF ANY ITEM ON TH15 DOCUMENT �y 1 I r I 15 A VIOLATION OF I I =' ' NEW YORK STATE LAW. f ! IL e Date: - ----- ---------- OCT 8 2013 sDCT 10 2013 LPr ject Date: 1 In 01 1 InI D JULY 2013 Scale: N THESE DRAWINGS REPRESENT THE AS-BUILT CONDITIONS AS NOTED EXISTING/PROPOSED SECOND FLOOR PLAN FOUND DOCUMENTED AT THE PROJECT SITE BETWEEN AUGUST IST 4 AUGUST BOTH 2O13 AND HAVE BEEN Project# Dr-awn: Sheet SCALE: 1/8"=1�-O" COMPILED TO IDENTIFY CHANGES MADE FROM THE ORIGINAL DESIGN 13025 WJB job: Check: BISSETT KMP I Young & Young 3� I 400 Ostrander Avenue, Riverhead, New York: 11901 631-727-2303 ' $ s Howard W. Young, Land Surveyor Thomas C. Wolpert, Professional EngineerYg Robert C. Tast, Architect <.d Ronald E. Pfuhl, Landscape Architect . - �°f�eC1y Q . \ nog' JAIJ f-0 n�5 ; merry \ -�- / � • Of or n � a -53 o„ s Z 3 �° Ar '` o �1V o N1 ,; 9 � ' G 6 , 8V� eN 5'��� lS� lD I 8.b j • � ` / i O o0 9 i` Jill U O W�W i �d I mxJ 9 9 =a=< lijill OVIJ o � � 5W` �O• p g f' r0 ?0011 r �a 4 i i Aga -- -- .- No Siva NOTE AREA = 56.iJ ACRES VERTICAL DATUM . = N.G.V. DATUM (M.S.L. I112g) \ _ _ - - --,- -_.__. -_ . _ _T.._._.__. _ --_.____._ .__ _._.-_.._..__....._... .. . .., .......,, ..,,.-...,.•-. .. .. ,-,... __ .ti p O - _ - - _. _.__ - ._ �• - INTERIOR RO 5 d CULTIVATED NURSERY NOT SHOWN I ADWAY G \,, O - - - - - _ _ _ - -���--^-'"�"" "^"" PHOTO FIELD SURVEY.PARR UTILIZiN& OFFICE DATA, AERIAL 9N �, TEST HOLES ARE FROM SUBDIVISION MAP - "LONG MEADOW O '\ O ESTATES" PREPARED BY PECONIC SURVEYORS P.G. IN IggO. TEST HOLE #1 TEST HOLE #2 TEST HOLE #3 • 0.0' 0.0' 0.0' ` i sus �, .� TOPSOIL TOPSOIL IL °`� 5URVEYOR'5 CERTIFICATION 1.01 2.0' 4.0' LOAM LOAM o. 5AND t x A¢' (01 SANDY CLAY GRAVEL ` NE X�q SAND 6.0' CLAY GRAVEL CAN SAND `\ 9 W GRAVEL SAND "- � GRAVEL \ HOAR W. YOUNG, N.Y.5. L.S. NO. 45893 <�C� 45�3 rn v� wN V now or formerly ELANDS sT 0 o \•, NN Premium Wine Holdings LLG TEST HOLE #IT' TEST HOLE #2T SURVEY FOR°�S �W JAMES B 155ET TOPSOIL TOPSOIL G;-a 2.0" 2.0' 9 S p At Mattituck, Town of Southold LOAM N \ Suffolk County, New York LOAM ,\ \ 33�.83' 4.o" '\ x 5 8'1146'50" W County Tax Map District 1000 Section 115 Block J Lot Iq.23 i CLAY 6.0' ,�' W 5 6 46'so" w 50UNI7 >�� NU 3U I LD 11�1C� PERMIT 5UR� Y S 83°00120 r Vd 46.1 ��x BANKRIJN BANk:RUN �SN�S „ W € �€ °4350 1 4 33 AUG. 25, 2005 MAP PREPARED AUG. 14,2003 �o F6z W 50ALE: 1'=100' JOB NO. 2003-0513 s • DWG. 2003_0313_bp E = MONUMENT SI:T .� - MONUMENT FOUND A - STAKE SET A= STAKE FOUND 1. OFFICE: CUTCHOGUE, NY. MORTON BU I OLDNGS GEN ERAL ERHL SPECIFICATIONS - ----F , �f JOB N0. 128-0712 LAMINATED COLUMNS - NO. 1 OR BETTER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S COLUMNS USED IN MORTON BUILDINGS ARIE PRESSURE TREATED BELOW GRADE TO A RETENTION OF .8 POUNDS PER � m CUBIC FOOT WITH CHROMATED COPPER ARSENATE TYPE III, OXIDE TYPE, AS LISTED IN FEDERAL SPECIFICATION V �r I � M 0 TT-W-571J. THE TREATED PORTION OF THE COLUMN EMBEDDED IN GROUND SHALL BE LAMINATED WITH N I rn 0 STAINLESS STEEL NAILS. w� FOOTINGS AND ANCHORAGE - COLUMN HOLES ARE DUG 4 FEET DEEP MIN. DEPTH BELOW GRADE AND READY- w m MIX CONCRETE OR DRY CONCRETE MIX PADS ARE POURED IN PLACE (NOTE PLANS FOR SIZE & TYPE). TWO Z 0 GALVANIZED STEEL BA SE ANCHORS ARE PLACED 1 " FROM BOTTOM OF COLUMN OR 1 /2" GALVANIZED ROD PLACED O = 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. d SPLASHBOARDS - SPLASHBOARDS ARE NO. 2 OR BETTER SOUTHERN YELLOW PINE 2"x8" S2S AND CENTER ;I \ • � ,Ili .f' ��, ..'4 C I MATCHED, PRESSURE TREATED -TO NET RETENTION OF .6 POUNDS PER CUBIC FOOT,WITH CHROMATED COPPER -- ARSENATE TYPE III, OXIDE TYPE„ IN ACCORDANCE WITH AMERICAN WOOD PRESERVERS' ASSOCIATION SPECIFICATION C2. ONE ROW IS FURNISHED FOfR BUILDING ON A LEVEL SITE. W FRAMING LUMBER - SIDE NAILEIRS ARE 2"x4" S4S SPF W/2"x3" STIFFENER, 2-2"x4" L-NAILERS SPACED APPROXIMATELY 30" O.C. OR 2"x6" NAILERS APPROXIMATELY 24" O.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT Z TO COLUMNS. ROOF PURLINS ARE 2"x6" S4S NO. 2 OR BETTER ON EDGE SPACED x APPROXIMATELY 24" O.C. ALL W > OTHER FRAMING LUMBER IS NO. 2 OR BETTER. TO yf 1 ROOF TRUSSES/PLATED RAFTERS - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZED STEEL TRUSS PLATES AS z I- REQUIRED AND KILN DRIED LUMIBER AS SPECIFIED. IN-PLANT QUALITY CONTROL INSPECTION IS CONDUCTED W BUREAU. TRUSSES ARE DESIGNED IN ACCORDANCE WITH UNDER THE AUSPICES OF THE TPI INSPECTION BU E U. USSE E (n BUILDING DESIGN CRITER!l _ CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. PLATED RAFTERS ARE NO. 1 SOUTHERN CODE: BUILDING CODE OF NEW YORK STATE m USE RESIDENTIAL HORSE BARN CONSTRUCTION TYPE VB YELLOW PINE. FLOOR AREA SQ. FT. 4 TRIM - DIE-FORMED TRIM OF 0. 019" MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL BUAN ROOF HEIGRY 1 16 -14 FT. LIVE ROOF LOAD DESIGN 2 38 PS>F V ON GABLES, RIDGES, CORNERS, BASE, WINDOWS, AND DOORS WITH SAME FINISH AS WIND SPEED Vas 120 MPH WIND IMPORTANCE FACTOR 1.0 ROOFING OR SIDING PANELS. EXPOSURE CATAGORY B �- INTERNAL PRESSURE COEFFICIENT t0.18 GUTTERS - 5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUTTER, KYNAR 500/HYL.'•12 ZONE 1 13 S 5000 BUILDING DESIGN CONDITION ENCL �.6; -23.0 PSF COMPONENT & CLADDING ZONE 2 13i.6,. -45.4 PSF ° FINISH TO MATCH TRIM, ON BOTfH SIDES OF THE BUILDING. WIND LOADS ZONE 3 13i.6, -45.4 PSF ZONE 4 24.7, -26.9 PSF ZONE 5 24.7, -32.4 PSF m Lo ADDITIONAL NOTES Q NOTE: THE MEAN ROOF HEIGHT IS THE AVERAGE 1 .) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS INCORPORATED AS PART BUILDING HEIGHT FROM THE FINISHED - GRADE TO THE CENTER OF THE GABLE Z AND DOES NOT EXCEED THE 18'-0" LIMIT. OF THESE DRAWINGS. O SNOW LOAD CALCULATIONS 2.) ALL INTERIOR PARTITIONS kND ROOM FINISHES IF NOT INCLUDED WITH THESE DRAWINGS SHALL BE PROVIDED Ps = 0.7 x Ce x I x Pg x Ct x Cs Ce = SNOW EXPOSURE FACTOR = 1.0 N 0 BY OWNER. STANDARD FINISHES SHALL HAVE LESS THAN 200 FLAME SPREAD RATING AS REQUIRED BY I = IMPORTANCE FACTOR = 1.0 (COMPLY WITH ALL CO E OF Pg = GROUND SNOW LOAD = 45 P.S.F. E1W YORK STATE & TOWI 1 :)DES W o Ct = THERMAL FACTOR = 1.2 ASTM E84 FOR ORDINARY CIONDITIONS AND 25 OR LESS FOR EXITS, PASSAGEti" f_%YS, AND CORRIDORS. Cs = ROOF SLOPE FACTOR = 1.0 S �EQUlRE;O AND CONDI I JS OF m Ps = 0.7x1.0x1.0x45x1.2x1.0 = ;37.8psf SOL"HOLD TOWN ZB . a 3.) FLOOR COVERINGS JUDGED 'TO REPRESENT AN UNUSUAL HAZARD SHALL MEET THE SAME TESTING PROCEDURES THOESE PLANS REFLECT AN ENGINEERED DEIGN (NOT A PRESCRIPTIVE DESIGN) TYPICAL LUMBER SPECIFICATIONS - 1997 NDS I �OUTHOLO TOWN P Wl 3BOARD Q THAT SATISFY THE STRUCTURAL REQUIREMENTS OF THE BUILDING CODE OF SIZE DESCRIPTION BENDING VALUE Fb l SO!RHO:OTOWNTR STE S z AS REQUIRED FOR WALL AN[D CEILING FINISHES. NEW YORK STATE. 2"x4" NO.1&2 SPF 1313 PSI W - EARTHQUAKE DESIGN [DATA TABLE 2„x4„ 2100f MSR SPF 2100 PSI �- N.Y.S.�EC 4.) MORTON BUILDINGS GENERAIL SPECIFICATIONS APPLY UNLESS INDICATED DIFFERENTLY ON SPECIFIC 2„x6„ NO.1&2 SPF 1138 PSI '� Lij SPECTRAL RESPONSE COEFFCIENT 025 a JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. © SHORT PERIODS (Sps) 2 x6 N0. 1 SYP 1650 PSI J vi SPECTRAL RESPONSE COEFFCIENT 21px8" NO. 1 SYP 1500 PSI 0 C� 1-SECOND PERIODS (S ALL CONSTRUCTION SHALL p�) 0.12 2"x10" N0. 1 SYP 1300 PSI 0 5.) KYNAR 500 IS A REGISTERED TRADEMARK OF ELF ATOCHEM NORTH AMERICA, HYLAR 2 'x12" NO. 1 SYP 1250 PSI SEISMIC USE GROUP I ALL THE REC)UIREMENTS OF HE 5000 IS A TRADEMARK OF AUSIMONT, USA. SEISMIC DESIGN CATEGORY B ALL 1950f MSR SYP 1950 PSI CODES OF NEW YORK STAT 1 1 2"x16" LAMINATED VENEER LUMBER 2800 PSI SITE CLASS D 3 1 2"x15" GLU-LAM 1650 PSI CS2x6FK 10-00 y' BASIC STRUCTURAL SYSTEM AND #2 LIIGHT FRAMED WALLS 5 1 4"x16 1/2" GLU-LAM 2400 PSI DRAWN BY: KP-873 + SEISMIC-RESISTING SYSTEM WITH SHEAR PANELS RESPONSE MODIFICATION FACTOR (R) 6.5 5 1 4%19 1 2" GLU-LAM 2400 PSI /23/03 DO NOT PROCEED WITH DATE: 10 ANALYSIS PROCEDURE SIMPILIFIED ANALYTICAL PROCEDURE NOTE: HIGHER GRADE MATERIAL REQUIRED AS NOTED ON PLANS. .,"1�_ SURVEY CHECKED BY: CIVIC DESIGN BASE SHEAR 8200) LBS. OF FC' V r;ON LOCATION HAS BEEN APPROVED. DATE: 11/17/03 OCCUPANCY OR REVISED DATE: 04/29/04 USE IS UNLAWFUL UNDERVYRIITERSCERTIFICATE REVISED DATE: SHEET INDEX REVISED DATE: WITHOUT CERTIFIC�, == REQUIRED �Z �® REVISED DATE: SHEET DESCRIPTION OF OCCUPANCY APPROVED AS NOTED 1 OF 8 SPECIFICATION 'S & SHEET INDEX DATE: B.P. / HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR FEE:.-r�W, 7,7, _ BY:_ �_'^° '"cdp''r.o, 2 _OF 8 COLUMN PEAN� & RAFTER LAYOUT THIS BUILDING WAS PREPARED BY ME OR UN ER MY NOTIFY BUILDING DEPARTMENT AT �s���°f NEw o�.. 3 OF 8 ELEVATIONS DECK FRAMING LAYOUT DIRECT SUPERVISION AND TH A DULY LICE SED/ 7ss-1so2 81AM TO 4PM FOR THE qro`.•�,,oL sG����, REGISTERED PROFESSIONAL NGIN R. FOLLOWING INSPECTIONS: x * 2 A• 4 OF 8 SECTIONS �c DETAILS 1 FOR OUIRED-CON�RETEUIRED = 'O O- •a' a/ 2. 5 OF 8 SECTIONS 8c DETAILS 2. ROUGH - FRAMING & PLUMBING '��� • 'db ,n�°�. �qa RONALD L. SUTTON, P.E. 3. INSULATION 6 OF 8 VALLEY FFRAMIING LAYOUT, SECTION �c DETAILS MICHAEL L. MCCORMICK P.E. a. FINAL • CONSTRUCTION MUST » » � DATE: � °� � 03,04- BEG. S �`( I � BE COMPLETE FOR C.O. 7 OF 8 SLIDING D I A M 0)N D M DOOR DETAILS # LL CONSTRUCTION SHALL MEET THE 8 OF 8 WIND B O R'N E D E B R I'S PROTECTION DETAILS RETAIN STORM WATER RUNOFF REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR SCALE: AS NOTED PURSUANT TO SECTION 45-10C DESIGN OR CONSTRUCTION ERRORS. OF THE TOWN CODE. SHEET NO. _ n 70NTr, 1 of 8 UF r �( W .r(- 7 �1 .G' COMPLY WI ,H �:;H rFR "46" �AII_I�r'G & ",ONNECTIONS e FLOOD DAMAt_. NTION , -"fl 66 REQUIRED. SOUTHOLD TOvViv vuE. Sq10 OFFICE: CUTCHOGUE, NY. • N N N N [ N N N \ \ 0') JOB NO. 128-0712 ClO_ _O O O O O p O j I I I 1 I I I I rn I 1 Q) O) O) O O) O) M O) O .- N O iT CV M st c t0 1 00 O) c- 9'-101/2" 10'-0" 10'—o" 10'-0" 10'—o" 10'-2 1/4" 9'-71/2" 10'-21/4" 10'-0" 10'-0' 10'-0' 10'—o" 10'—o" 9'-101/2" LO A I I I E I I I I ( I 1'-0" VENTED SIDEWALL OVERHANGS (31 4 6 1'-0" NON-VENTED ENDWALL OVERHANGS n co 0L N 39,-9„ I I8 � 180 181� 180 18 18 180 18o 18o 18 � 18 18o 180 18o 180 180 180 18 � 180 18 � 18 � 18 � 18tb 18 ,D 18 � 18 � 18 12 x10 0 0 0 12'x10' STALL o 0 o E o STORAGE m w w w w w w 6 w AREA uj Iw_ H Iw ui- Iw- I \ (TYP. OF 20) 1— 1— z z z z z z z z z z z z z i w w w w w w w w w w w I z > > > > > > > > > > > bi n rr ., rr rr ,. 03: 0 r r 118 18"� 118"0 30"� 18"D 30"� 18"0 30"� 18"A 30"4� 18"� 30"� 18"0 30"Sb 3000 30"� 18 o 3�"� 18 0 30"� 18 0 30"� 18 � 30"� 18 o 30"� 18 0 1 )r� r � jo 27'-7 t/2 18"0 1 25'-7 1/2" �1 25'-71/2" 1 "0 `/ � iI (ABOVE OO COLUMN PLAN LEGEND[ E D z 6 ^ F rF / \ 6 6 0 - 3-2"x6" LAMINATED COLUMN LOCATION C ® - 3-2"x6" LAMINATED STUB COLUMN LOCATION B 3-2"x6" LAMINATED COLUMN LOCATION W/2"x6"x7' SPLICE STIFFENER_ � 2-2"x6" LAMINATED STUB COLUMN LOCATION ry 14'-1 1 2" 18"0 4 18"� 0 14'-1 1/2` ■ - HEADERED TRUSS LOCATION 61L / o r rr -' --- - - — _ ,l -' ~ -' �� - '1 12'-1 1/2" ❑Q - (4) 3068 PMW M-92 CROSSBUCK WALK DOORS W/ 12-1 1/2 30"� 30"0 rr rr .. rr ❑i " )r " ., 0 " ., " " W 18 ll 118 � 18"0 18010 30 �' 18 30 o 30 4 34 34 ? 30 18 0 30 18"o 30 18"0 30 18"0 30 �' 18"0 I LEVER LATCHES, DEADBOLTS, CLOSERS, & BRASS HINGES 12 x10 Q' - 6068 PMW M-92 DOUBLE CROSSBUCK WALK DOOR W/ W 12'x20' � WASH STALL ``' 12' 20' o 0 o I N LEVER LATCH, DEADBOLT, CLOSER, & BRASS HINGES TACK ROOM 0 0 FEED/MECH. ROOM w w w 0 - (20) 4072 METAL CLAD DUTCH DOORS W/YOKES �_ z z z / (TYP. OF 2) J J o0 J 1- 1— f- w w w 0 0 0 0 8"0 0 z z z ® - 3068 1 HR. FIRERATED WALK DOOR ' I > > > / > � � 1 I m - (6) TW28412 ANDERSEN DOUBLE HUNG WINDOWS ((2) WINDOWS IN GABLE OF 40' 16' BUILDING) z 4'-8 3/4"' 3�03/4- �' " / " 9 ISERS UP " 4 ® - (3) TW28412-2 ANDERSEN DOUBLE HUNG WINDOWS ((1) WINDOW IN GABLE OF 40'x16' BUILDING) 18"0 18 m 18 o 18 ( )18 0 18"0 18"0 18 0 Q 30 34 o 34 34 0 34 34TM 1. 11 18 0 18 0 18 05 18"0 18"0 18"0 18"0 18 O - 10'x9'-9" SINGLE SLIDING DIAMOND "M" SIDE DOOR W/GLASS `i 0'-0" Lo LO O ❑p pp 0'-0' OO - (2) 12'x9' DOUBLE SLIDING DIAMOND "M" END DOORS W/GLASSO 30,10 — — — — — — — ® - (2) 6'x7' DOUBLE SLIDING DIAMOND "M" LOFT DOORS W/GLASS U� N • 2 11 RISERS UP — ( ) / N 20 12'x10'x3 4" STALL MATS ~ \ 5 - (4) 3'-6"x3'-6" CUPOLAS W/FANS _'' 40'x16' H I 18"0 - 18" DIAMETER FOOTING W/ z LOUNGE AREA 8" THICK READI-MIX CONCRETE PAD. D w PLACE A MINIMUM OF 8" READI-MIX e 8'-1 1/2" - 5 I 18 ' ' „I0 - 8-1 1/2" CONCRETE AROUND COLUMNS WHEN ~ N ❑ • SETTING. \ * - ROTATE COLUMN a 20"0 - 20" DIAMETER FOOTING W LJJ _0 90• FROM STANDARD p 8 THICK READI-MIX CONCRETE PAD. ' PLACE A MINIMUM OF 8" READI-MIX cn " ® rr to m ® m (ABOVE) to ® rr I ^ t > 11 CONCRETE AROUND COLUMNS WHEN m 16 -0 6 -O n/ L*— — p 0 16 -0 SETTING. ILL 24 � - 24� DIAMETER FOOTING W/ ROUGH OPENING N G 1 -0 NON-VENTED ENDWALL 0)VERHANGS r) �UG E SCHEDULE 10 THICK READI-MIX CONCRETE PAD. UNIT SYMBOL PLACE A MINIMUM OF 8 READI-MIX WI Z DTH HEIGHT 11 VENTED SIDEWALL OVERHA114GS o CONCRETE AROUND COLUMNS WHEN FROM LEGEND 0 1= SETTING. 38-1 4 81-1 2 V a 50'-0" 12'-1 1/2" '-0 1t'-6' '-0 12'-1 1/2" < 30"0 - 30" DIAMETER FOOTING W/ - - ❑ 38-1 4 81-1 2 0 40 x16 SOUTH ENDWALL COLUMN LOCATION DIMS 0 12" THICK READI-MIX CONCRETE PAD. ® VERIFY VERIFY W —I PLACE A MINIMUM OF 10" READI-MIX 74 13 16" 61 1 4" z CONCRETE AROUND COLUMNS WHEN ® 68 1 4" 61 1 4" b b N N J SETTING. J 1 ' i 0 34"0 - 34" DIAMETER FOOTING W/ o v O i i i 13" THICK READI-MIY CONCRETE PAD. r' N N Ln a PLACE A MINIMUM OF 10" READI-MIX V w CONCRETE AROUND COLUMNS WHEN SETTING. LO LO Q � , r r r r r r r . r . . r . r . r . 9-110 1/2" 10-0 10-0 10-o to'-o" 10-o" 10-0 10'-0' 10'-0" 10-o" 10-0 10-0 10-0 9-10 1/2r 40'x140' SOUTH SIDEWALL COLUMN LOCATION DIM'S z 0 [ [ R [ [ t [ • • [ [ • • • p N N N N N N N N N N N N N \ \ \ \ \ \ \ \ \ \ \ \ 0-) O O O_ (2 O_ (2 N 0 �-. O) N (O f 00 O) O F, � LJJ Q m COLUMN PLAN 0 2' 8' SCALE: / z 1' 4' 16' _ N w d vi 0 Of flf Of 0 w w LIJ11 w w 11 w I I w LL11 I w w w w I I w w w w w w IL w w w tL w w w a a a a a a a a a a a a a cy- cy- w cyf. W Of zud DRAWN BY: KP-873 s s s DATE: 10/23/03 CHECKED BY: s s s s s s s - s s 0 0 0 0 0 0 0 0 0 0 0 _o DATE: X X X X X X X X X X X X N N N N N N / \ N N N N N N REVISED DATE: 4/29/04 REVISED DATE: 2"x10"/ RAFTER REVISED DATE: 2"x12" END RAFTER REVISED DATE: 2"x6" FASCIA .},,aa�5nye eeasrer,�i 1777771714 OF; NFhysr '� 2"x10"/ RAFTER ����•�,O ,(SG O,P., �® Q -A ,k � r •0 2 x10"/ RAFTER 2"x6" BEV. FASCIA � ` • ACA ,. RAFTER LAYOUT �yr ' • • •tea' R�t�s11 9— 2r 8) SCALE: 1 4' 16' SCALE: AS NOTED 2"x12" END RAFTER SHEET NO. 2 OF 8 2"x12" JOIST @ 16" O.C. OFFICE: /7(3) 2"x12" HEADERS CUTCHOGUE, NY, JOB NO. 128-0712 Lo lot 2"x12" HEADER (3) 2"x12" HEADERS 2"x12" HEADER I 2'x10" RIM JOIST 2"x10" RIM JOIST • ED N 1 rn 0 2"x10" HEADER (2) 2"x12" HEADERS (2) 2"x10" JOIST (3) 2"x12" HEADERS M w m 2"x10" JOIST © 16" O.C. 2"x10" JOIST @ 16" O.C. 2"x10" JOIST m 2"x10"/2"x8" PLATED HEADER 3 (2) 2"x10' �. ,� Z 3-2"x6" LAMINATED STUB COLUMN w 2 x6 STUDS @ 16 O.C. 3 HEADERS 2 x6 STUDS @ 16 O.C. (NOTCH LAMINATES FOR HEADERS) O o (2) 2"x10" HEADERSr)oo oe- a 1 1/2"x16" LVL HEADER 11 7/8" TJIA65 RIM JOIST 2"x6" STUDWALL © 16" O.C. D E TA I L #3 S C� LI-1 LL 11 7/8" TJI/L65 RIM JOIST _SCALE: i If2' = 1'-0" 2p 81 11 7/8" TJI/L65 JOIST © 16" O.C. (2) 2"x8" HEADERS (NO. 1 SYP) ..� SCALE: 1' 4' 16' 1 1/2"'x16" LVL HEADER W DECK FRAMING PLAN Z 23'-4" 46'-8" 46'-8` 23'-4" w L 3'6"x3'6" CUPOLA cl:� 0 .11 SHINGLE C",P Z ` .. . . . . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FIBERGLASS SHINGLE ROOF F— , LLJ rloo / n rrt W 5" O.G. GUTTERS U 1"x4" CEDAR TRIMmull 11 11 11 11 W 132'-0" (ZO!NE 4) 4' WIDE (ZONE 5) NORTH T ELEVATION 4' WIDE (ZONE 5) rNlo Lo � to to ZONE 1 4'-0" 4'-C)" WIDE (ZONE 2 & 3) � o z 4 -0 4'-0" WIDE it (ZONE 2 & 3) ZONE 2 3'6"x3'6" CUPOLA (ZONE 2 & 3) 0 (ZONE 2 & 3) 4'-000 4 -0 (ZONE 2 & 3) t4 SHINGLE CAP CD V o . . . . . . . . . . GLASS SHINGLE ROOF W i x 12 _ ZONE 3 Q m s a ZONE 3 Q W = o. 5" O.G. GUTTERS w a ® ® ® 1 HARDIPLANK W/ 1"x3" HARDIPLANK BATTENS � N 1 x4" 0 CEDAR TRIM a ®oa �a Boa 46'-0" (ZONE 4) 32'-0" (ZONE 4) 4'-0" 46'-0" (ZONE 4) 4' 0" WIDE 4'-0" WIDE (ZONE 5) 4'-O" WIDE 4' WIDE (ZONE 5) S 0 U TH E L E OVA TI 0 N \�4' WIDE (ZONE 5) \�4' WIDE (ZONE 5) DRAWN BY: KP-873 (ZONE 2 & 3) (ZONE 2 & 3) DATE: 10/23/03 4'-0" WIDE 18'-0' 18'-0" CHECKED BY: (ZONE 2 & 3) 3'6"x3'6" CUPOLA DATE: T#150 DRIP EDGE SHINGLE CAP REVISED DATE: 4/29/04 T 144 FASCIA TRIM SHINGLE CAP REVISED DATE: # FIBERGLASS SHINGLE ROOF 12 FIBERGLASS SHINGLE ROOF REVISED DATE: 4'-0" WIDE ZONE 3 #1 50 DRIP EDGE T (ZONE 2 &3) 6 — t2 REVISED DATE: ZONE 2 6 T#144 FASCIA TRIM ZONE 3 16'-4" FINISH •• ��OF NFyy« �►asa:�3ua�r�rr GRADE TO CENTER OF GABLE 5" O.G. GUTTERS 117 �` ••�P�' 12" HARDIPLANK W/ 5" O.G. GUTTERS r O 1"x3" HARDIPLANK BATTENS 12 HARDIPLANK W/ .. •n! 1"x3" HARDIPLANK BATTENSs 1"x4" CEDAR TRIM ' 8' 1"x4" CEDAR TRIM 2 SCALE: O(� °roxpr$�ao `° , Ul 1' 4' 16' 32 —0 (ZONE 4) 12'-0" 12'-0" (ZONE 4) 32'-0" (ZONE 4) WEST ELEVATION \�4' WIDEO(ZONE 5) 4 WIDE (ZONE 5) 4' WIDE ZONE 5 4' WIDE ZONE 5 EAST E L E VA TI 0 N ' SCALE: AS NOTED 4' WIDE (ZONE 5) ( ) ( ) 4 WIDE (ZONE 5) SHEET N0. 3 of 8 SHINGLE CAP RAFTER LOADING CHART OFFICE: CUTCHOGUE, NY. RAFTER SPACING 10'—O„ O.C. JOB NO. 12 LIVE LOAD 38 PSF 128-0712 SADDLE GUT LINE — 16 (2) ROWS OF SELF-ADHERING WATERPROOF 8 8., DEAD LOAD 7 PSF (BEVEL CUT 45') MEMBRANE BEGINNING AT OVERHANG WITH TOTAL LOAD 45 PSF 2"x6" RIPPED BLOCK (1) LAYER OF 15¢# ROOFING FELT ON THE 3 REMAINDER OF THE ROOF ul 1'-3" BEARING BLOCK DETAIL SHINGLES � o 2"x6" STIFFENER V � (EA. SIDE) 1 5 1/2"x5 1/2" M. BOLT & N - - - (8) 20d R.S. NAILS I 2"x6" BEARING BLOCK 1 9' 0 cn (SEE DETAIL) \2 1/8„ M INTERMEDIATE SADDLE DETAIL 02 xs PURLINS( O. 2 SPF) of 3-2"x6" LAMINATED COLUMN �m m 17'— - 1 PLYWOOD TOG 1/4" EM z 0 3/4 CDXSECTION AlA 1 15 -4 TO GRADE W ,. SCALE: 110' = 1'-0" TO GRADE o 17 -4 1/4 O 9 2"x10"/2"x8"' PLATED RAFTER 15'-4" TO GRADE HAY LOFT LOADING: (N0. 1 SYP) � a TO GRADE LIVE LOAD: 80 PSF DEAD LOAD: 10 PSF TOTAL LOAD: 90 PSF (2) 2"x4" HANDRAIL 2"x10" JOIST (2) 1/2"x5 1/2" M. BOLTS & (4) 20d R.S. NAILS 9 R-30 BLANKET INSULATION (1) 2"x12" HEADER W/(14) 2"x6" BEV. PURLIN 20d R.S. NAILS PER COLUMN o W/4 MIL VAPOR RETARDER 9" MESH- 2"x4" INTERMEDIATE RAIL* 3/4" T&G PLYWOOD DECKING T##178� (3) 2%12" HEADERS FASTEN OUTSIDE 2%12" 3/4" T&G PLYWOOD DECKING 2"x4" UPRIGHT CENTERED♦ ° 2"x10" JOISTS ® 16" O.C. 2"x6" BEV. FASCIA Al W/(12) 20d R.S. NAILS PER COLUMN BETWEEN COLUMN 2%6" STIFFENER (EA. SIDE 4 BRIDGING 5" O.G. GUTTER ° 2"x4" KICKBOARD♦ I 2"x12" JOISTS © 16" O.C. T##144/T 146— _ 0.0011 OF COLUMNS W/2%6" BLOCKS) 5/8 GYPSUM BOARD uj 10 SOFFIT 2%12" JOISTS © 16" O.C. 29#x6" DOUBLE TOP PLATE 2"x6" DOUBLE TOP PLATE W SOFFIT "F" CHANNEL 2"x4" L-NAILER 1/2" CDX PLYWOOD Q ADJ. JOIST HANGER HARDIPLANK VERTICAL SIDING 2"x6"x12" HEADER SUPPORT / _ BLOCK W/(5) 20d R.S. NAILS 6" R-19 BATT INSULATION W 1%3" HARDIPLANK BATTENS 4 MIL VAPOR RETARDER z BUILDING WRAP (14) ROWS 2"x8" T&G SPLASHBOARD w 2 x10 TRACK GIRT 2%6" TOP PLATE W/ ADDL 2 x4 NAILER ' R4 ANGLE 2"x6"x10' TR. COLUMN SUPPORTS n EACH SIDE OF COLUMN EXTEND FROM TIE LOFT LOCATION TO 8 9'-0" o / 10'-0" 2%6" STUDS ® 16" O.C. 2%6" STUDS ® 16" O.C. _ BELOW GRADE :: GRADE TO HEEL :;:I:>:.:.:... 3-2%6" LAMINATED COLUMN z STALL FRONT PIPE SECTION lot—0 GRADE TO„HEEL 3-2"x6" LAMINATED COLUMN-------_., 9�—��� (22) ROWS 1"W' T&G (22) ROWS 1 x6 T&G LLJ (7) ROWS UNTR. 2"x8" T&G SPLASHBOARD Q (12) ROWS UNTR. 2%8" T&G SPLASHBOARD - -• (2) ROWS 2%8" T&G SPLASHBOARD 2 x4 NAILERS @ 16 O.C. „ �� �� 2 x6 TRTD. BOTTOM PLATE FASTENED W/ (2100fb MRS SPF) 1/4"x2 3/4" TAPCON @ 48" O.C. 4" CONCRETE FLOOR N " CONCRETE FLOOR �2„x8" TREATED T&G SPLASHBOARD O 34 • a .: . '` a ; : : •; . 4.•: .n. „ i W 4 CONCRETE FLOOR (2) ROWS TR. 2 x8 T&G SPLASHBOARDto COMPACTED GRANULAR BASE* SEE THICKENED FOOTING DETAIL " — x6 TR BASE PLATE (1) ROW TR. 2%8" T&G SPLASHBOARD 4 COMPACTED GRANULAR BASE* 4 -0 „ CONCRETE FLOOR NOTES O 4'—O„ 1. 3500 , 5 1/2 BAG MIX CONCRETE. 2. REINFORCPSI 1O ING: 6x6-10x10 WWM. 3. SLOPE GRADE AWAY FROM BUILDING ® 1" PER �i to FOOT FOR A MINIMUM DISTANCE OF 10' PLUS OVERHANG WIDTH. •t •. ' •.. J (4) 46M BASE ANCHORS 4.) WHEN A VAPOR RETARDER IS PROVIDED. PLACE A (4) 46M BASE ANCHORS Q MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER ON 12" THICK READI—MIX CONCRETE PAD. TOP OF A MINIMUM 4" COMPACTED GRANULAR BASE p ' z 8 THICK READI-MIX CONCRETE PAD. " AND DIRECTLY BELOW THE CONCRETE FLOOR. „ " F- 4' ' PLACE A MINIMUM OF 8" READI—MIX ,:•• ••• t PLACE A MINIMUM OF 10 READI—MIX L.-Y] 18 � 30 D oCONCRETE AROUND COLUMNS WHEN CONCRETE AROUND COLUMNS WHENSETTING. SETTING. I- 2 18"0 J 30"� 301"0 V f 1 O 12'-1 1/2" 15'-6" x Qo m 12'-1 1/2" 15'-6" 12'-1 1/2" 0 ROOM SECTION B - B 1.)TALL SIDEWALL COLUMNS ARE SET STANDARD DEPTH WITH S I D E WA L L SECTION A— A NOTE: THIS E'SECTION IS THE SAME AS SCALE: 112" = 1'—O" Q SCALE: 1�2 = 1 —0 ♦ IDENTIFIES ITEMS THAT ARE NOT SECTION A—A EXCEPT FOR THE 120 M.P.H. WIND SPEED (V3s 1 1 _ STANDARD SPLICE CUT. THE PARTS OF THE COLUMNS „ ) Li z_ EXTENDING ABOVE THE TOP OF THE HEEL (MUST BE TRIMMED. PROVIDED BY MORTON BUILDINGS, INC. ITEMS AS NOTED. 2.) THE CENTER ROW OF COLUMNS ARE SENT 1'6" LONGER AND 120 M.P.H. WIND SPEED (V3s) SET STANDARD DEPTH. THE LOWEST SPLICE CUT IS 34" OR MORTON BUILDINGS' SUBCONTRACTORS ABOVE GRADE. AND ARE THE OWNERS RESPONSIBILITY. a FOUNDATION PLAN DIMENSION vi O 2"x8" T&G BACKWALL r- 4" CONCRETE FLOOR 2"x4" NAILERS ROOF STRUCTURE FASTENING SCHEDULE 2"x6" BLOCKS BETWEEN PURLINS " 3;; 3 3-2"x6" LAMINATED COLUMN 1/2" CDX PLYWOOD 4 MINIMUM COMPACTED GRANULAR BASE♦ DRAWN BY: KP-873 Q 3/4" PLYWOOD 1.0 2"x6" PURLINS NAIL W/2 3/8" R.S. COIL NAILS @ 6" O.C. ALONG PERIMETER & 12" O.C. ALONG INTERMEDIATE FRAMING (2) 2"x6" TR. JAMBS \# I 2—##4 CONTINUOUS REBARS, DATE: 10/23/03 2%6" PURLIN CLIPS TO RAFTER (1) 1 1/2" RING SHANK NAIL IN EACH TOP TAB AND EACH SIDE TAB OF CLIPS #\ HARDIPLANK VERTICAL SIDING W/ 5/4 x6 BLOCK 1"x3" HARDIPLANK BATTENS 3�� CHECKED BY: „ " (2) 1/2"x5 1/2" MACHINE BOLTS „ 3A 2 x10 /2 x8 RAFTER TO COLUMN (E)KTERIOR COLUMNS) 4 0.177" x 4" 20d RING SHANK NAILS ,2 x12 FACEBOARD 6„ DATE: ( ) ( ) 2 x3 FLAT JAMB & 36 2"x10"/2"x8" RAFTER TO COLUMN (INTERIOR COLUMNS) (8 0.17'7 5 x (/4" 20d)MACHINE R RING BOLTS LHANK NAILS CUSTOM TRIM ( ) THICKENED FOOTING DETAIL REVISED DATE:REVISED DATE: 4/29/04 1 CORNER DUTCH DOOR JAMB DETAIL #1 SCALE: 3/4' = l'—O" REVISED DATE: SCALE: 11 jr = 1'-0" REVISED DATE: WALL FRAMING FASTENING SCHEDULE "c;,�weu ra.*;aa�Q.aa,Pe 0 O0 r EVV Y�= CUPOLA FASTENING SCHEDULE A,1 ' °.��d� Q 46M BASE ANCHOR TO COLUMN 0.177" x 2-1/2" STAINLESS STEEL NAILS (3) PER ANCHOR r o ' S •.�* �• 5 2%8" SPLASHBOARD TO COLUMN (4) 0.177" x 4" (20d) GALVANIZED RING SHANK NAILS @ SPLICE/ (3) 0.177" x 4" (20d) GALVANIZED RING SHANK NAILS ® STANDARD CONNECTION 11 CUPOLA CAP TO CUPOLA ROOF (4) 1/4" x 1" PLATED MACHINE BOLTS AND LOCK WASHERS ' _ Lf Os 2"x4" NAILER TO COLUMN (4) 0.148" x 3-1/2" (16d) RING SHANK NAILS ® SPLICE/ (3) 0.148" x 3-1/2" (16d) RING SHANK NAILS STANDARD CONNECTION O CUPOLA ROOF TO CUPOLA SIDES PRE—FORMED CRIMPED METAL CONNECTIONS AND (8) ##9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS �,• Q 1/2" PLYWOOD TO 2"x4" NAILER NAIL W/1 3/4" R.S. COIL NAILS ® 6" O.C. ALONG PERIMETER & 12" O.C. ALONG INTERMEDIATE FRAMING 13 CUPOLA SIDES TO CUPOLA BASE FRAME ##9 x 1" STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS (4) PER SIDE (16) TOTAL °� •.p:' 2%6" PURLIN TO END RAFTER 0.200" x 6" (60d) RING SHANK NAILS IN PRE—DRILLED HOLE 1a CUPOLA BASE FRAME TO OSB CUPOLA SUPPORT 1-7/8" GUN NAILS © 6" o.c. aA USP RT4 CLIP TO PURLIN (4) 8d x 1 1/2" R.S. NAILS 15 OSB CUPOLA SUPPORT TO TREATED BEVELED BLOCK 0.148" x 3-1/2" (16d) RING SHANK NAILS @ 8" o.c. 86 USP RT4 CLIP TO END RAFTER (4) 8d x 1 1/2" R.S. NAILS 1s TREATED BEVELED BLOCK TO 2"x4" CUPOLA BLOCKS 1/4" x 4-1/2" LAG SCREW W/ 1/4" FLAT WASHER AT EVERY HI—RIB (1'-0" o.c.) s SOFFIT TO WALL INSERTED IN PRE—FORMED SLOT IN SOFFIT/HI—RIB CAP 17 2"x4" CUJPOLA BLOCKS TO FRAMING CLIPS (2) 0.135" x 1-1/2" RING SHANK NAILS SCALE: AS NOTED 10 SOFFIT TO FASCIA T-50 MONEL STAPLES (2) PER PIECE 1a FRAMING CLIPS TO PURLINS (2) 0.135" x 1-1/2" RING SHANK NAILS IN SIDE OF PURLIN AND (2) 0.135" x 1-1/2" RING SHANK NAILS IN TOP OF PURLIN SHEET N0. 4 of 8 91_6 OFFICE: SHINGLES CUTCHOGUE, NY. (2) ROWS OF SELF-ADHERING WATERPROOF HEADER NAILING SCHEDULE JOB N0. MEMBRANE BEGINNING AT OVERHANG WITH HEADER STUB JAMB 128-0712 (1) LAYER OF 15¢# ROOFING FELT ON THE MEMBER COLUMN COLUMN REMAINDER OF THE ROOF 3/4" CDX PLYWOOD EA. LVL 21 21 PURLIN CLIPS o .• • LO 2"x6" PURLINS @ 19.2" O.C. NOTES: ABOVE ARE 20d R.S. NAILS o PURLIN CLIPS V REQUIRED PER CONNECTION. I 2"x10"/2"x8" PLATED RAFTER co 2 x10 /2 x8 PLATED JACK RAFTER 2. PRE-DRILL HEADERS AS REQUIRED • FASTENED TO UPRIGHTS W/(20) 20d R.S. NAILS TO PREVENT SPLITTING. 3. IF NUMBER OF NAILS REQUIRED FOR I HEADER TO JAMB COLUMN CONNECTION 2 x6 BLOCK 0 i IS EXCESSIVE TO CAUSE SPLITTING, -- 3-2%4" UPRIGHTS FASTENED TO THE EXCESS NAILS MAY BE INSTALLED (2) 1 1/2"x16" LVL HEADERS RAFTER W/(20) 20d R.S. NAILS IN HEADER SUPPORT BLOCKING. w c 3-2"x6" LAMINATED STUB COLUMN 2%6" BLOCK Z w 2-2"x6" UPRIGHT O z 0 ' 17'-4 1/4" DECK LOADING: � a TO GRADE LIVE LOAD: 80 PSF 15 -4 TO GRADE DEAD LOAD: 10 PSF TOTAL LOAD: 90 PSF V o 1 1/2"x16" LVL HEADER FASTENED W/ (20) 20d R.S. NAILS (3) 2"X12" HEADERS FASTEN OUTSIDE o 11 7/8" TJI/L65 JOIST 16" O.C. 3/4" T&G PLYWOOD DECKING SIMPSON IUT312 HANGER (2) 2%12" HEADERS FASTEN OUTSIDE HEADER TO COLUMN W/(14) 20d R.S NAIL FASTENED TO JOIST W/(2) HEADER TO COLUMN W/ (14) 20d R.S. NAILS 20dx1 1/2" NAILS & TO o 3/4" T&G PLYWOOD DECKING HEADER W/(10) 10d R.S. NAILS 2 x10 HEADER FASTENED BRIDGING 3/4" T&G PLYWOOD DECKING o W/(2) ROWS 10d GUNS NAILS@ 3" O.C. _1_._1\__2"x4" TOP NAILER 9" BATT INSULATION W/ 4 MIL VAPOR RETARDER W 2%10" JOISTS © 16" O.C. 2%12" JOISTS ® 16" O.C. 5/8" GYPSUM BOARD Z ADJ. JOIST HANGER ADJ. JOIST HANGER FRP SHEATHING 5/8" GYPSUM WALLBOARD >_ Z 11 7/8" TJI/L65 JOIST @ 16" O.C. 2"x10"/2"x8" PLATED HEADER Lj QIR f JQ �a 5 9" BATT INSULATION W/ FASTENED W/(20) 20d R.S. NAILS 2"x4" STRIPPING ® 16" O.C. 4 MIL VAPOR RETARDER W 5 2 x6 HEADER SUPPORT J 5/8" GYPSUM BOARD BLOCK W/(16) 20d R.S. NAILS 3-2"x6" LAMINATED COLUMN W/ (n cn 10'-0" 2"x6"x7' SPLICE STIFFENER � u< 2"x6"x16" HEADER SUPPORT BLOCK (2) 2%6" STUDS (SPACED EQUALLY) .. 8'-11 3/8" FASTENED W/(16) 20d R.S. NAILS GRADE TO HEEL 6 BLANKET INSULATION W/ 4 MIL VAPOR RETARDER Z `" FRP SHEATHING ~ "` ' 1 1/2"x1 1/2" VERTICAL BLOCKING gLi 2"x4" STRIPPING W/16" O.0 —O AT COLUMN LOCATION (12) ROWS 2%8" T&G SPLASHBOARD 1%6" BASE TRIM 5/8 GYPSUM BOARD mi ry 2%4" NON-TREATED BASEBOARD T##162 CONCRETE STOP 4' WIDE R-11 PERIMETER INSULATION 4" CONCRETE FLOOR 2"x8" TRTD. SPLASHBOARD a 2 ROWS 2 x8 T&G SPLASHBOARD 1/ " 2"x6" TR. BASE PLATE W ��2%4" TRTD. BLOCK 4 COMPACTED GRANULAR BASE* 4 CONCRETE FLOOR 777777", — i. 4 41 0 2"x6" TRTD, BLOCK 4" COMPACTED GRANULAR BASE* NOTE: U THIS SECTION IS THE SAME AS SECTION A-A EXCEPT FOR THE . ITEMS AS NOTED. � ,n r- `•r co •.N o 2 4•. ,P 9.. .. .? O 34"� 34"0 12'-1 1/2" 15'-6" o r- WX 0m m SIDEWALL SECTION D D 0 SCALE:112" = 1'-0" W z Z SECTION C- C - NOTE: w SCALE: 1/2" = 1'-0" ♦ IDENTIFIES ITENVIS THAT ARE NOT a JAMB COLUMN PROVIDED BY A4C)RTON BUILDINGS, INC. vi NOTE: LAP BAR SECTION 1" ONTO COLUMN OR MORTON BUILDINGS' SUBCONTRACTORS ov AND ARE THE 01WNERS RESPONSIBILITY. * (1) 1 1/2" R.S. NAIL IN EACH TOP TAB OF CLIPS 2 x3 JAMB BLOCK 2"x10" GIRT W/JAMB TRIM ' (BEVEL EDGE AT DOOR LOCATION) 2%6" PURLIN DRAWN BY: KP-873 DATE: 10/23/03 PIPE SECTION ° o 3-2%6" LAMINATED COLUMN 1%6" T&G CHECKED BY: ° DATE: ° o ° ° REVISED DATE: 4/29/04 60d R.S. NAIL ° REVISED DATE: II QQ ®© USP RT4 HURRICANE ANCHOR REVISED DATE: 8" DOOR HOOK FASTEN TO TRUSS AND PURLIN PLATED RAFTER REVISED DATE: 2%4%12" BLOCK SET 2" BACK W/ (4) 8d x 1 1/2" NAILS FROM EDGE OF LATCH AND CENTERED (1 1/2" R.S.) AT SLIDING DOOR LATCH LOCATION 2"x4" STRIPPING 16" O.C. END RAFTER 2%4" NAILERS ® 16" O.C. 39Q CLIP � �OF�hIERHjirO Y �� 2%8" T&G (BEVEL EDGES AT DOOR LOCATION) 2"x6" BLOCK y �r • •p S • •� y° (1) 1 1/2" R.S. NAIL IN - qv HARDIPLANK VERTICAL SIDING W/ 5/8" GYPSUM WALL BOARD EACH SIDE TAB OF CLIPS* O •p 1"x3" HARDIPLANK BATTENS 1/2" CDX PLYWOOD * ALWAYS USE A TOTAL OF (8) 1 1/2" dry a�, 3 C7 R.S. NAILS PER PURLIN 4. • 2" x6 " PURLIN TO END RAFTER DETAIL CONNECTION DETAIL #2 STALL FRONT ELEVATION SCALE. 11p - 1I-011 SCALE: 1/2" = 1'-O" PURLIN CLIP DETAIL SCALE: AS NOTED SCALE: 1 1/2" = 1'-0" SHEET NO. 5 OF 8 OFFICE: 2 x10 /2 x8 PLATED JACK RAFTER @ 9 -6 O.C. _ CUTCHOGUE. NY. JOB N0. _. 128-0712 _ • m o / I 3/8"x6" CARRIAGE BOLTS @ 4' O.C. V AT BRACKET LOCATIONS. PLACE • r� EXTEND PLYWOOD 2 -0 BEYOND VALLEY CENTER OF THE BOLTS 1" FROM THE — 2"x10" TRACK GIRT co TOP OF THE 3%4" BLOCK - I 2"x6" SHIM rn v CUSTOM T#71 TRACK COVER •�� \ 51 M TRACK I I Ld m u 3 x4 TRACK BOARD 1 1/2"x2" BLOCK g'_g" w o ® / \ T#74 (CUSTOM T#75 BEYOND TO GRADE zo DOOR OPENING) 0 _ 3-2 x6 JAMB COLUMN n/ a ~ 2"x10"/2"x8" PLATED RAFTER @ 10'-0" O.C. CUSTOM JAMB TRIM L� N `� 2-2"x3" JAMBS WITH 1%4" BEYOND `j / \ (RIPPED TO 3") SPACER C4 2"x4" FACEBOARD 2%6" PURLINS @ 19.2" O.C. SLIDING DOOR HEADER SECTION E- E SCALE: 1 " = 1'-O" 3-2"x8" LAMINATED COLUMN \� \ W / / // // \\. \ \ \. 2x4 NAILERS @ 16 O.C. 2x8 TREATED LAMINATE \ Lij \ 2"x6" BEV. FASCIA 7/16" O.S.B. SHEATHING 1„ 6" 2"x6" BEV. PURLIN 2"x4" FACEBOARD 3" � z 3/4 CDX PLYWOOD ry 7P LLJ / \ 2-2"x3" JAMBS WITH 1%4" J WATERPROOF MEMBRANE BOARD & BATTEN SIDING (RIPPED TO 3") SPACER 3 7'/8" U� N J {AW CUSTOM JAMB TRIM CUSTOM SIDEWALL JAMB TRIM 0 SLIDING DOOR SIDEWALL JAMB DETAIL w SCALE: I1jr = 1'-O" (23'-5 3/4"0'@ P:TCH) 2"x10"/2"x:8" PLATED RAFTER @ 8'-0" O.C. (n afi m 2"x6" PUR1INS @ 19.2" O.C.I I , , M 11111 IF III IFT-N III H 3 1/2" MAX. W (2) 1 1/2"x16" LVL HEADERS (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„ TO 2„ DIAMETER THE INSIDE (SIDE WITH LOWEST SPLICE CUT) SCALE: 1/4" = 1'-0" 45° BEVEL AT TiOP 34" TO 38" TO FRONT OF TREADS ry LO Q m HANDRAIL (ENDS SHALL BE co FEED ROOM STAIR CRITERIA RETURNED TO WALL) J LOWER COLUMN FEED UPPER LEVEL o LOWEST SPLICE OUT 8 RISERS: 8 @ 6 13/16" = 4'-6 1/2" o 6'-0" 7 TREADS @ 11" = 6'-5" HANDRAIL DETAIL _ BOARD & BATTEN SIDING NOTE: NAIL STIFFENERS TO 90WER LEVEL RISERS: 8 @ 6 13/16", 1 @ 7 = 5'-1 1/2" V 7/'16" O.S.B. SHEATIHING 2x8 TRACK GIRT BUILDING COLUMNS 8" O.C. 8 TREADS @ 11" = 7'-4" W '-' 2x6 BILOCK STAGGERED WITH 20d GUN x CUSTOM T 71 TRACK C(OVER 3/8%6" CARRIAGE BOLTS @ 4' O.C. INSIDE OUTSIDE NAILS. PLACE 6 ADDITIONAL m # AT BRACKET LOCATIONS. PLACE NAILS NEAR THE COLUMN STALL/LOFT TROLLEY HANIGERS CENTER OF THE BOLTS 1" FROM THE 6„ 12" (IF LO T DOOR ,IS, FRAMED LIKE TOP OF THE 3 x4 BLOCK 1 SPLICE. LOUNGE STAIR CRITERIA DIAMOND M DOOR SHOWN - a BELON STANDARD II UPPER LEVEL HANDERS MUST BE USED) 3 p s „ GRq 11 RISERS: 11 @ 6 13/16 = 6'-2 15/16 0 PANEL WILL LAP HEADER I 45° BEVEL ON BOTTIOM \1 ,0 IFS 10 TREADS @ 11" = 9'-2" ? APPROX. 3/4" I 3 1/8" TR/N LOWER LEVEL APPROX. 5,/16" I NOTE: FOR FOOTING DIANAETER G 6 RISERS: 5 @ 6 13/16°, 1 @ 7 = 3'-5 1/16" J a AND AMOUNT OF SACK:RETE OR 4'-0�� 5 TREADS @ 11 = 4'-7" vi 610 PANEL I CUSTOM ENDWALL JAMB TRIM READI-MIX, SEE PLANS. o 2x6,BILOCK 6'6" 1 12" 2%12" JOISTS & '- TOP OF 2x4 SHOULD BE BASE ANCHORS FLUSH WITH TOP OF 2x6 I 6 7-1/2 6'8-1/4" 3-2"x6" LAMINATED COLUMN FOOTIING . N 0 TE: / INSTALL GUIDE RAIL ONLY AT I 1"x8" RISERS 61316" DOOR OPENING, NOT BEYOND. 12 RIPPED TO FIT ADJ. JOIST HANGER LAG 30B C,UIDE R/ BRACKETS 2"x4" NAILERS @ 16" O.C. WITH 5LAGS (/16 x2-1/2 PLATED I 7/16" O.S.B. SHEATHING COLUMN .SPLICE STIFFENER DETAIL 11" DRAWN BY: KP-873 & BOLTS C BACK-UP NOT BE USED E DUE SCALE: 1/2' = 1'-0" (3) 2 x12 STRINGERS DATE: 10/23/03 TO 2x6 PLATE). INSTALL END 2x6 BLOCK (NO. 1 SYP) CHECKED BY: CHANNEL WITH ROLLER ON T 66 HANDRAIL (BY OWNER) OPPOSITE SIDE OF PANEL THAN „ 3-2 x3 FLAT JAMBS Q STANDARD SINCE GUIDE RAIL (TRIM ED) 7/16 O.S.B. SHIM (ENDS SHALL RETURN 9'-800 DATE: IS ONLY INSTALLED N THROUGH CUSTOM T#71 TRACK COVER TO WALL) 6 13/16" 2%4" TRTD TOP OF' FLOOR REVISED DATE: 4/29/04 (2) 7/16 O.S.B. SHIMS BOARD & BATTEN SIDING:y I CUSTOM T#71 TRACK COVER 2X12 JOIST CUSTOM JAMB TRIM KICKER TO TOP OF DECKING REVISED DATE: 2"x12" HEADER 3/4" T&G PLYWOOD DECKING REVISED DATE: 51 M TRACK 3) 2x6 UPRIGHTS 2"x8" JOISTS @ 16" D.C. 3"x4" TRACK BOARD 3/8"x6" CARRIAGE BOLTS @ 4' O.C. „ ADJ. JOIST HANGER 8,-8„ REVISED DATE: 1 1/2"x2" BLOCK AT BRACKET LOCATIONS.,� PLACE SLIDING DOOR ENDWALL JAMB DETAIL 12 12 ,� ,� TOP OF FLOOR CENTER OF THE BOLTS 1 FROM THE " 2x8 JOISTS @ 16 O.C. TO BOTTOM OF JOIST T#74 (CUSTOM T#75 BEYOND I TOP OF THE 3 x4 BLOCK SCALE: I1�2. = 1'-O" .� 6 13/16 2x12 TRACK GIRT 2 x12 TREADS APPROX. „ „ ,� �� tV z4, /16° 2x6 BLOCK TOP OF FLOOR TOP OF FLOOR 2x4 STUDWALL @ 16 O.C. � ��"�"� pF MF�'��0 5� SPECIAL T#33 JAMB TRIM 34" TO 38" TO TOP OF LANDING TO TOP OF LANDING . 'Qy L S ' CUSTOM JAMB TRIM 3-2"x6" JAMB COLUMN 9'-O" O (DIFFERENT FOR EACH (DIFFERENT FOR EACH 2-2"x3" JAMBS WITH 1"x4" BEYOND TO GRADE (STAIR - SEE CRITERIA) (STAIR - SEE CRITERIA) (RIPPED TO 3 ) SPACER" �� • ' f� • J 5Tf• . 2"x4" FACEBOARD (3) 2%12" STRINGERS 2 x4 TRTD. BOTTOM PLATE ps- F. NOTE: 7„ (N0. 1 SYP) FAST. TO CONC. W/ GUILD RAIL AT GRADE IS INSTALLED I — 1/ x2 3/4 TAPCONS AS IF THE BUIL.DIING HAD 1" THERMAX 7,77, '• ' ' :• IN THE WALLS. SCALE: I IL2 = 1'-O" 2x4 TRTD KICKER LOWER LEVEL SCALE: A UPPER LEVEL S NOTED L- SH APED STAIR SECTIONS SHEET N0. 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"x6" JAMB COLUMN I II III II II I z - ::. ::::. :::::::::.:::. :.::::::::.:::::::::::.: ::..:::::.:: :...... :::::. ........................................:.... . I - ... . f: ::::::::.:: :::.: :::::.: :.::::.::::. ::::::::::. ::.:::::::. ::::::.:. :::::::: : ::::::. ............... ............................................... . 3 2 x6 UPRIGHT to - .......................................................::::::::: ... ....................................................................... ................................ ................................................. . I n • k...... .... .. I I:. ::::::.: :::::::. .: ::. :::. :::::':::::::.: :::'::.: :. ::::::::::: ::::::::. :::. :::::. :.: ::.:::: :::'::::':::'::::'':::::;':;::f :::::.: N :::::::::.::::. :::::. :: : ::::. :::::::::::::: KYNAR HI-RIB STEEL n n 0 R 2-2 x6 UPRIGHT I ::':: ::::;:: :':::::::::':::::::: ::::::::'::'::::':::::::'................:'::'::::: ......................... ...................................... I ..: : SCIREW EYE LATCH HANDLE :;: :k: I � (2) 2 x10 HEADERS • �::::.... / I I:::::'::: ..:'::':: I I " N p Z (2) 2 x6 BLOCKS I I a ......*.............. ................ 0 ....... :•:::�:�:•: I f :::::. :: I 7 �:�:� SCREW EYE LATCH HANDLE �:�::�: ;�:��:� � :�:�:�.`�: I �, I I:�:�:::.�::.�:::.�::::::::::::::::.:::•:;•: ;':;'::;•:. ..... ....:: ............... I r7 CN ADDL. 90 HANDLE : :: :I. I �' / ::::: #. : : : ::I: w W J J D00 R HEIGHT o 0 I DOOR HEIGHT :::;;::# I z = 0 HANDLE APPROX. :'::::::24 I I:;:; :: I I. : :: ::::::�.: 9 LATCH HANDLE BEYOND U R W Y ( ) �•��� SCE E E �� ::•. . :::::::: „ �- / .'��:�:�: �:�:�:�:�: DOOR HEIGHT :�: w 48 ABOVE GRADE) J z :...LATCH HANDLE:: SCREW EYE BEYOND :::::: : :'::::::'::... ........................ .........................................:':: :::. I I:: :: . ....... I ) :: :: : �:: ::::. ::................................................................... 0:..::::::::::::::::::::::::::. ..... ........... ........ .. :::...... :::::::. :':::::::::::: ............:::::. :::::.: :::::::'::::::.: . ::::: ::. ::::. : _ ::::::::::::::. .:.:............................................................ ':::::::1: I W.......... :. :::: :::::::::. ::::::::::::.'.'.'::::::. :. :::::::::::::::. :::::::. :. ::::::. :::. I ::: :::::.: W ......... ......... 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":::::::.:: ::::.;:: I I k::::: :::::.. :::.:........ ....... ..... ::::::'. ::. ::::::. k.:•::.�: "•�::::•: ::•:;•.:. •:. ::::k :':;�:;� .:::�: :�.:': ' :�: . ......... ........ . ........ .... ...... ....... I _ ..... LATCH HANDLE BEYOND — f....... :::::: I k::. : : :i:: I (BEYOND) .....:::: ::.: :::::.:: ::::.: :::. ::::::::::. ;::::.: ::::::: z I :::::::':::::':::: ....... :::. :. :. .:............... SCREW EYE BEYOND .......... I I :::::::::'::':; N I I :.:.: : :......:::: ::. ::::::'. ::::::: .L_ .................................................................... ........... I F'.....:.......: ......:'::::':::......... :::. ::::....: .....:::::':::::::......................:'. ................................... .................. ................... . ...... z 0.0f N I ..ri:i•.�::•r:•:.:ii•:ii4:iiiii•:�::ii•:i•r::�i:i:^:�i:�•r:•i::•rc-::i•i:i•r::iiii•:iiii( ::i•r:ii•r}rr :•isr::::::•:•:•�i•:i•i:•:i sii•:i•r:iiii•:rr:•i :•�:{•r:iii•rr:c:•r: ... 6 W 12' W 10, z � z ry w » w 5 DIAMOND M» SLIDING DOORS o LATCH HANDLE (BEYOND) _ N SCREW EYE (BEYOND) - z • 3-2"x6" LAMINATED JAMB COLUMN E— W 4" CONCRETE FLOOR ♦ U) J',-; CENTER DOOR GUIDE 3/8"x4" SCREW EYE* (NOTE: EYE HOOKS ARE ° ° a m SPACED 32" O.C. UP ° VERITICAL RAIL) : . N JAMB COLUMN SECTION W N 1 1/4" PROTRUSION (MAX.)* *INSTALL A 3/8"x4" SCREW EYE IN PLACE OF JAMB LATCH STRIKE PLATE. U INSTALL SCREW EYE 2-1/2" IN FROM EDGE OF INSIDE LINER FOR DOOR PANEL LAPPING JAMB 3". ADJUST ACCORDINGLY FOR 1-1/2" OR 3-3/4" LAP, OR IF 0 JAMB LATCH IS INSTALLED ON STALL FRONT LUMBER (SEE 'STALL FRONT LLo o DETAILS AT ENDWALL IN 'HORSE STALLS & ACCESSORIES' SECTION). DRILL A �O 1/4" PILOT HOLE FOR THREADS -- DO NOT USE HAMMER. DRILL APRPDX. 1-1/2" DIAMETER HOLE THROUGH INSIDE LINER TO COUNTERSINK SCREW EYE z INTO LINER & 2x4 FRAME (1-1/4" MAXIMUM PROTRUSION). INSTALL AT HEIGHT Z 0 SHOWN BELOW. V) 0 GATE HOOK LOCATION DIMENSIONS (4 HOOKS PER DOOR, 2 PER PANEL) W X Q m O a 1264 8" HOOK 2'-8 1/2" 0 NOTE: W GATE HOOK MUST BE FASTENED co TO DOOR, NOT TO COLUMN ww INSTRUCTIONS " � vi 1. SCREW NUT ONTO HOOK. 10 1/2 0 2. SCREW HOOK INTO LATCH BODY. 0 2'-8 3/4" CENTER DOOR GUIDE r DRAWN BY: KP-873 3/8" JAM NUT DATE: 10/23/03 • • GRADE 10 1/4" CHECKED BY: • DATE: 1265 JAMB LATCH BODY REVISED DATE: 4/29/04 REVISED DATE: DUTCH DOOR DETAILS REVISED DATE: REVISED DATE: LATCH HANDLE DOOR GUIDE DETAILS 4, of NE NOTE:. 5n1�'• ��*; O 4' ♦IDENTIFIES ITEMS THAT ARE NOT S�a�;`.;e+*'8' PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' SUBCONTRACTORS AND ARE THE OWNERS RESPONSIBILITY. SCALE: AS NOTED SHEET NO. 7 of 8 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 • o 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♦ V THROUGH THE WINDOW JAMB FLASHINGS THROUGH THE WINDOW JAMB FLASHINGS WOOD SCREWS. SCREWS ARE NOT REQUIRED INTO THE 2x4 ROUGH FRAMING. PRE-DRILL INTO THE 2x4 ROUGH FRAMING. PRE-DRILL IN THE JAMBS.♦ 57" WIDE x 63" TALL • "o HOLES IN WINDOW JAMB FLASHINGS TO ACCEPT HOLES IN WINDOW JAMB FLASHINGS TO ACCEPT 7/16" O.S.B. PANEL ♦ co WOOD SCREWS. SCREWS ARE NOT REQUIRED WOOD SCREWS. SCREWS ARE NOT REQUIRED rn IN THE HEAD OR THE SILL. ♦ IN THE HEAD OR THE SILL. xx W Z rn IVrn W o O OX o, a, � a on, ma' a, K RIM I v Mgig rloo .. „ 3 9" 9" 9" 9" 9" 9" 9" 9" 9" 9" 3 3 10.25" 10.25" 10" 10.25" 10.25" 3 39 WIDE x 63 TALL 75 WIDE x 63 TALL 7/16" O.S.B. PANEL* 7/16" Q.S.B. PANEL — FINNED WINDOW ELEVATION 2x4 ROUGH FRAMING FINNED WINDOW ELEVATION z Lj EAD FLASHING EAD FLASHING � 5 ♦ #8 x 3 1/2 WOOD SCREWS SPACED 7/16" O.S.B. PANEL♦ 7/16" O.S.B. PANEL* AS SHOWN ABOVE FINNED ry o FINNED WINDOW _ WINDOW 7/16 O.S.B. PANEL ♦ 7/16 O.S.B. PANEL* z #8 x 3 1/2" WOOD SCREWS SPACED WINDOW AS SHOWN ABOVE ♦ WINDOW JAMB FLASHING ILL FLASHING JAMB FLASHING SILL FLASHING Lij 2x4 ROUGH FRAMING cn x FINNED WINDOW JAMB DETAIL FINNED WINDOW SECTION FINNED WINDOW JAMB DETAIL FINNED WINDOW SECTION m NOTE: WINDBORNE DEBRIS PROTECTION - FINNED WINDOW *IDENTIFIES ITEMS THAT ARE: NOT WINDBORNE DEBRIS PROTECTION - FINNED WINDOW �- PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' SUBCONTRACTORS AND ARE THE OWNERS RESPO)NSIBILITY. ul W o Lo ^ m J Z O O 8 x 3 1/2" WOOD SCREWS FASTENED THROUGH THE STEEL DOOR SIDE JAMB FLASHINGS N O INTO THE 2x4 ROUGH FRAMING. PRE-DRILL -- #8 x 3 1/2" WOOD SCREWS FASTENED THROUGH THE ALUMINUM DOOR SIDE JAMBS HOLES IN STEEL DOOR JAMB FLASHING TO ACCEPT W x INTO THE 2x4 ROUGH FRAWING. PRE-DRILLHOLES IN ALUMINUM DOOR JAMB TO WOOD SCREWS. SCREWS ARE NOT REQUIRED Q m I ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIREDIN THE HEAD OR THE SILL. ♦ N THE HEAD OR THE SILL. `HEAD FLASHING � a iI Ii ii ii 8x3 1/2" WOOD SCREWS FASTENED THROUGH THE CEDAR TRIM BOARDS i INTO THE 2"x4" ROUGH FRAMING. PRE-DRILL HOLES IN TRIM BOARDS TO i i !; HEAD FLASHIN ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIRED IN THE HEAD OR THE SILL.* y > > 7/16" OSB PANEL (TYPICAL)♦ M M I I I ! N !� w - a ro j i I J '2 <, !! I ! ---DOOR SLAB N 1! E! ♦42" WIDE x 84" TALL o { Q to 7/16 O.S.B. PANEL M 1�2 II ii `I it II•-- 50` xx � II 4I y f (1) 76" WIDE x 48" TALL & 3: I !i I I DRAWN BY: KP-873 RCNk' (1) 76" WIDE x 35" TALL „ I i I i I i DATE: 10/23/03 � 7/16" O.S.B. PANEL* M if71 !I '? I �� I� I i CHECKED BY: I N \ i!' Ei Ii i "' I! li ii !i DATE: if 6 I I =I REVISED DATE: 4/29/04 __4 ,._ REVISED DATE: 2" WIDE x 84" TALL REVISED DATE: 7/16" O.S.B. PANEL WINDBOURNE DEBRIS PROTECTION - DIAMOND "M" W/ CLASS FIBER—STEEL ELEVATION FIBER—STEEL SECTION REVISED DATE: oF.N `•Q,�,, M. L & - O q.--- 0• JAMB DETAIL <`��ep�• � ��`" a WINDBORNE DEBRIS PROTECTION - FIBER-STEEL WALK DOOR SCALE: AS NOTED SHEET NO. 8 of 8