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HomeMy WebLinkAbout41265-Z o�Og11PPOl,�Cp� Town of Southold 3/10/2017 3� y� P.O.Box 1179 l 53095 Main Rd Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 38852 Date: 3/10/2017 THIS CERTIFIES that the building ACCESSORY Location of Property: 3225 Grand Ave,Mattituck SCTM#: 473889 Sec/Block/Lot: 107.4-9 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 12/29/2016 pursuant to which Building Permit No. 41265 dated 1/3/2017 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 CARPORT AS APPLIED FOR The certificate is issued to Sfikas,Vasilios&Dina of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED omrSignature �So�fot TOWN OF SOUTHOLD ��o �caay BUILDING DEPARTMENT TOWN CLERK'S OFFICE . y 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#: 41,265 Date: 1/3/2017 Permission is hereby granted to: Sfikas, Vasilios & Dina 21-18 29th St Astoria, NY 11105 To: construct an accessory carport as applied for. At premises located at: 3225 Grand Ave, Mattituck SCTM # 473889 Sec/Block/Lot# 107.-1-9 Pursuant to application dated 12/29/2016 and approved by the Building Inspector. To expire on 7/5/2018. Fees: ACCESSORY $330.40 CO -ACCESSORY BUILDING $50.00 $380.40 Building Inspector 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 a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$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. /d6New Construction: " Old or Pre-existing Building: (check one) Location of Property: cl rT"��i /1/ t1gOe'No. vStreet Hamlet Owner or Owners of Property: Y�}��`fQ J/!r / Suffolk County Tax Map No 1000, Section Block Lot Subdivision Filed Map. Lot: Permit No. L(IA(46 Date of Permit. Applicant: Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ Applicant Signature �y �pE SOUK, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 -INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL,(ROUGH) [ ] ELECTRICAL (FIN REMARKS: Ate. i K V o (o V- DATE $� INSPECTOR y � ��OF SOUlyo TOWN OF SOUTHOLD BUILDING DEPT. 765-1602 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ]�XSULATION f [ ] FRAMING /STRAPPING [ FINALCl,0- '('- [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: + CaKKA4bA-9=;, 0 K DATE 3 3 INSPECTOR F FIELD INSPECTION REPORT DATE COMMENTS FOUNDATION (1ST) y --------------------------------- FOUNDATION -------------------------------FOUNDATION (2ND) O . C�1 B ROUGH FRAMING& y PLUMBING INSULATION PER N.Y. STATE ENERGY CODE 3 3 ! rear ! C� '�vtJS (K wkY FINAL ADDITIONAL COMMENTS O z v � � O z y� H x d H TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 Survey SoutholdTown.NorthFork.net PERMIT NO. r �� Check Septic Form N.Y.S.D.E.C. Trustees C.O.Application D U V 1� Flood Permit Examined ,20 �,J Single&Separate n D Storm-Water Assessment Form DEC 2 9 2016 Contact: & /?A Approved ,20 Mail to: y Disapproved a/c r BUMDING DE1P7. �/� P h '�41 Ak Phone: Expiration ,20 7nn &n,Buil APPLICATION FOR BUILDING PERMIT Date U/4) , 20/0 INSTRUCTIONS a. This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 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. (Signature of applicant or name,if a corporation) (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder 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. Plumbers License No. Electricians License No. Other Trade's License No. 1. L cation of land o which oposed work will be do e: / House Number Street Hamlet County Tax Map No. 1000 Section Block Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy b. Intended use and occupancy 3. Nature of work(check which applicable):New Buil 'ng ! d Addition Alteration Repair Removal Demolition Ether Work . (Description) 4. Estimated Cost �`"'"i na r`', ee: f P..4�.....�a..r°� D o'be paid on filing this application) 5. If dwelling, number of dwelling units ?°, ; ; Number of dwelling MiO on each floor If garage, number of cars �' " U 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. g , j r.c.�.3.°t.E .i C..f tE b.t� t ,'n�i r 7. Dimensions of existing structures if any: Front Read` 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 Depth Height Number of Stories 9. Size of lot: Front Rear Depth 10. Date of Purchase Name of Former Owner 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re-graded? YES NO Will excess fill be removed from premises? YES NO 14. Names of Owner of premises Address Phone No. Name of Architect Address Phone No Name of Contractor Address Phone No. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES ` NO V1 * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C. PERMITS MAY 7REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO * IF YES, PROVIDE A COPY. STATE OF'NEW YORK) SS: COUNTY OFSu FP6I k) +/ V a s i l i U 5 ac i �l as being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the a vy a<r (Contractor,Agent, Corporate Officer, etc.) of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this a17b day of j 20 (, TRACEY L. DWYEBv Notary Public NOTARY PUBLIC,STATE OF NEW YORK Signature o pplicant NO.01 DW6306900 QUALIFIED IN SUFFOLK COUNTY COMMISSION EXPIRES JUNE 30,2&lb 1010 Scott A. Russell 0©S111FQ.,j-00 STO]KNMA IER, SUPERVISOR CAD 0I�v][A\NA�G�]E1\\4[]EN`]F w SOUTHOLD TOWN HALL-P.O.Box 1179 � 53095 Main Road-SOUTHOLD,NEW YORK 11971 y�0 Town of So u th o l d CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET TO BE COMPLETED BY THE APPLICANT) -- !----------------DOES---T ;fIS_._7PRO—J EC"_HNOLVE—A-NY--OF—I HIS --FOLLOV�ING----- Yes No/. (CHECK ALL THAT APPLY) ®❑ A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. ; ❑ B. Excavation or filling involving more than 200 cubic yards of material - within any parcel or any contiguous area. ❑ C. Site preparation on slopes which exceed 10 feet vertical rise to 100 feet of horizontal distance. ❑ D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. ❑ E. Site preparation within the one-hundred-year floodplain as depicted on FIRM Map of any watercourse. 3 ® F. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. " If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building DepartmenLwithyouur Building Permit Application. APPLICANT (Property Owner,Design Professional,Agent.Contractor,Other) S. .M. 67 110 0 Date DuBtrut NAME: �� J 9 w.�i, Section Block Lot i rj°'"°•� ,,� !!�� �jA I-OR BUILDING D t AI?."1:�l T I,SL: 0NL i' Contact Informatiom '��/' G% Vd F,Ko...\.n0. Reviewed By: - - - - - - - - - — — — — — — — — Date.A4r� l�/l0 Property Address / Location of Construction Work: — — — — — — — — — — — — — — — — — Approved for proce5�ing Building Permit Stormwater Management Control Plan Not Required — — — — — — — — — — — — — — — ❑ Stormwater Management Control Piao iD Required. (Forward to Engineering Department for Review.) FORM " SMCP-TOS MAY 2014 G Town Hall Annex � ��`� Telephone(631-1802 54375 Main Road 1 -< {= Fax(631) 734-9502 CD P_ O. Box 1179 z ,� Southold, NY 11971-0959 BUILDING DEPARTMENT NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TIMBER CONSTRUCTION Date-- Owner.- Location ate:Owner:Location of Property: /I ��� Please take notice that the (check applicable line): New-residential structure Addition to existing residential structure Rehabilitation to an existing residential structure to be constructed or performed at the.sublect prgperty ki Qnce above will Utilize (check applicable line): Truss type construction (TT) Pre-engineered wood construction.(PW) Timber construction (TC} in the following iocation(s) (check applicable line): Floor framing, including girders and beams (F) Roof framing (R) Floor and roof framing (FR) Signature: Mame (person submitting this form): " Capacity(check applicable line): Owner Owner representative TrussResRegl5_docx Fffeafive 1!1!2015 6" DIAMETER - ------------ ----- --- -- -- - - - - - - - ------ ------- ---------- - ----- ---------- -REFLECTIVE-RED - LL ROMAN[ALPHANUMERIC -P; N—lONit- - - — — ....- — _ _ ------3ESIGFI-AT-lvit-CiF LOTvSTic:iCTic iii (PMS) 9187 _ TYPE BASED ON SECTIONI 602 OF THE BUILDIN 6 CODE OF NEW YORK STATE 2" MIN- REFLECTIVE WHITE 1/2" STROKE ----- .. .._ .._ ::-D�src�r�i��oi�i-�ri�'-sresiirdt�•`•• ._ _._._...:-----=------- ----- "'-- - -- COMP0NENTSTHAT-AREOF . TRUSS CONSTRUCTION "F" FLOOR FRAMING,(NCLUDINCs -- GIRDERSsAD BEAMS "R" ROOF FRAMING' "F-R" FLOOR AND ROOF ERAidllt TRUSS IDB\fflRQql-0N SIG N, %Ic ar�rrslals EMMD LE TRUSS IDI=NijFlCAfflON SIGN! DATE:0020WNEW YORK STATE DEPARTMENT 'OF STATE -�- �:� :•� DIVISION OF CODE ENFORCEMENT - AND ADMINISTRATION 27fdEN�IIF,'?��iCE c: j 1 2 3 4 5 6 7 8 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF VERSATUBE BUILDING SYSTEMS ANY REPRODUCTION IN PAPT OR WHOLE WITHOUT �_••���.at_ THE WRITTEN PERMISSION OF VERSATUBE BUILDING SYSTEMS IS PROHIBITED �sl o SHEET METAL NOT SHOWN / BE12410-3V-3H_105403 r SOLID ENCLOSURE ' °`�.�' > ROOF HAT CHANNEL: A (4) RUNS PER SIDE AT 44 3/4" 1co uj A � � _ ON CENTER SPACING c c) _'; `^�'a' LU t11 'fI �y SIDE HAT CHANNEL: �� ' `'`" (4) RUNS PER SIDE AT 35 3/4" ON CENTER SPACING i' 24' X 10 FRAME DEC ] 2 2015 6 PLACES (4) INTERIOR FRAMES USE REINFORCEMENT B BRACKETS AT BOTTOM B TPYE 7 TRUSS BRACE FOR 24' X 10'STRUCTURES 4 PLACES C C DESIGN CRITERIA / STRUCTURE SIZE: 24' X 24'2"X 10' ON CENTER SPACING: 5/4' FE124101 18X10-3H 105403 SHEET METAL: 29GA, 80KS1, STEEL ENCLOSURE WITH 18' X 10' DOOR--/ OCCUPANCY GROUP: U WIND LOAD: 140MPH, EXPOSURE(C) WIND IMPORTANCE FACTOR: I GROUND SNOW LOAD: 25PSF SEISMIC CATEGORY: B CODE COMPLIANCE: IBC 2015 D NOTE TO BUILDING DEPARTMENT OFFICIAL: PROJECT: VERSATUBE BUILDING D THESE DRAWINGS AND/OR CALCULATIONS ARE VALID ONLY FOR STRUCTURES MANUFACTURED TITLE: 24' X 24'2"X 10'SUMMIT, 18'X 10' DOOR IS VERSATUBE BUILDING SYSTEMS.VERIFICATION IS RECOMMENDED PRIOR TO BUILDING DWG NO: VB72424100504118X10-R_105403 P1 APPROVAL. Ver, bW ©VERSATUBE BUILDING SYSTEMS 2016 BUILDING SYSTEMS DRAWN BY: A. STRICKER ®ATE: 12/9/2016 1 2 1 3 4 5 _ 6 7 8 ' 1 2 3 4 5 6 7 8 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF VERSATUBE BUILDING SYSTEMS ANY REPRODUCTION IN PART OR WHOLE WITHOUT MATERIALS THE WRITTEN PERMISSION OFVERSATUBE BUILDING SYSTEMS IS PRCHIMED BASE RAILS,HEIGHT EXTENSIONS: 2"X 3"15 GA 1018 STEEL,60 KSI,ASTM A500-B �Q w I I 4'-0" SIDE POSTS, RAFTERS,PEAKS, DOOR HEADERS,DOOR JAMBS- 2" AMBS �✓ r 2"X 3"14 GA 1018 STEEL,60 KSI,ASTM A500-B %; <..Q 4 , 'p � A /' r 1' .' b4 i t t A f END WALL VERTICALS&BASE RAILS,COLLAR TIE, KNEE BRACES: �� �; 2"SQ 15 GA 1010 STEEL,50 KSI,ASTM A500-A rsy1 _f` ;''?t" w NAILER TUBES, tP t,;1,�:_,•vs;,�„9 1 1/2"X 1 1/2"18 GA, 1010 STEEL,50 KSI,ASTM A500-A � � 0641 FO-1�,,. WEB BRACES. "• �� °~w 1"SQ 16 GA 1010 STEEL,50 KSI,ASTM A500-A -$ r4 � ,T � dW N HAT NEL 3•r �IT'e�1� 24'-2" 18 GA, ONO STEEL,50 KSI,ASTM A500-A -y BRACKETS. (✓ 1 � �� BK-30, BK-31, BK-60,BK-61: 14GA,50 KSI STEEL,ASTM A500-A BK-10,BK-20, BK-65. 12GA,50 KSI STEEL,ASTM A500-A B SHEET METAL. 29 GA.80 KSI STEEL B ALLOWABLE WIND PRESSURE LOAD ON 3'CENTERS.66 PSF ALLOWABLE GRAVITY LOAD ON 4'CENTERS 28 PSF PANELS ARE CLASS(A) FIRE RATED 5-0"TYP. ANCHOR ONCE PER VERTICAL SIDE POST 44 3/4" TYP. c � c 10'-0" 10'-0" u- Lj 18'-0" 35 3/4" 24'-0" TYP. D NOTE TO BUILDING DEPARTMENT OFFICIAL: PROJECT: VERSATUBE BUILDING D THESE DRAWINGS AND/OR CALCULATIONS ARE VALID ONLY FOR STRUCTURES MANUFACTURED TITLE: 24'X 247'X 10'SUMMIT, 18' X 10' DOOR VERSATUBE BUILDING SYSTEMS.VERIFICATION IS r(VersaTubt:.m IS RECOMMENDED PRIORTO BUILDING APPROVAL. ®WG NO: VB72424100504118X10—R_105403 P2 ©VERSATUBE BUILDING SYSTEMS 2016 I3 U I L D I N G SYSTEMS DR,gWN BY: A.STRICKER DATE:12/12/2016 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 8 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF VERSATUBE BUILDING SYSTEMS ANY REPRODUCTION 114 PART OR WHOLE WITHOUT THE WRITTEN PERMISS10N OF VERSATUBE BUILDING ;COLLAR TIE BOTTOM CHORD RAFTER i0 PEAK DETAIL .r� I r; CONNECTION DETAIL !' r�T r� SYSTEMS IS PROHIBITED SIDE POST TO RAFTER DETAIL; (' c.1 cr- Lu ilJ ITT pt ,`P -� @ SN f3 '1 A �-E s sIo 24 SCl�S-PER-FRAME DEC 12 2015 B B 2x3-P.-24-3/12,RAFTEP.,2 PLACES / 2Y3 PK,PF41, /2x 3-SP-R,fl SIDE P051 2 PL AC S 1 C F� 1 C II �Y I 2r3-11E-2,2'HE1Gt1I Ext,2 PLACES ++ 'F 13 ;r BASE RAIL TO SIDE POST OR HEIGHT EXTENSION DETAIL 24' D `~�`L1 D NOTE TO BUILDING DEPARTMENT OFFICIAL PROJECT: VERSATUBE ROOF WALL SECTION THESE DRAWINGS AND/OR CALCULATIONS ARE VALID ONLY FOR STRUCTURES MANUFACTURED BY VERSATUBE BUILDING TITLE: 24'x 10',2"x 3"FRAME,3 12 PITCH, SYSTEMS VERIFICATION IS RECOMMENDED PRIOR TO BUILDING APPROVAL NWDWGO: 24X10 RWSrf V�e r s aT u 1. 0 VERSATUBE BUILDING SYSTEMS 2016 BUILDING SYSTEM DRAWN BY: A. STRICKER DATE: 12/9/2016 1 2 3 4 5 6 7 8 1 2 3 4 5 6 7 �� $ THE INFORMATION CONTAINED IIJ THIS DRAWING IS THE SOLE PROPERTY OF VERSATUBE BUILDING SYSTEMS ANY REPPODUCTION IN PART OR WHOLE WITHOUT THE WRBTEN PERMISSION OF VERSATUBE BUILDItJG SYSTEMS IS PROHIBITED APPROX. 144 FRAMING SCREWS (24) PANCAKE SCREWS 2)ANC-.5X7, CONCRETE WEDGE ANCHORS ' ,•�`' '° 1)SQUARE BIT Aa'Sr'• !'t;'Ftirgy;� z Af '�1f•� yin.•. .N�.�.�•� �U BK-20 FLAT BRACKET 2sq-2037 2"SQX20.375" ON INSIDE OF BUILDING 2 PLACES 4 PLACES 5-10 5/8" rj jj TYP BK-30 SINGLE PURLIN BRACKET 12 PLACES (2) PANCAKE SCREWS B 2x3-HE-6 PER BK-30 B 2x3-7200 6' EXTENSION 2'-10 3/8" 2"X3"X72" 1 SWAGE TYP. 2 PLACES 1.5"SQ02975 X29 75' 6 PLACES 10'-0" 10'-0" BK-10 ANGLE BRACKET 2x3-10725 8 PLACES 2"X3"X 107.25" C 2 PLACES C 2x3-L L CONNECTOR 2 PLACES 3'-0" 18'-0" 2sq-2400 2"SQX24" 24'-0" 2 PLACES D NOTE TO BUILDING DEPARTMENT OFFICIAL: PROJECT: VERSATUBE FRONT ENCLOSURE D THESE DRAWINGS AND/OR CALCULATIONS ARE VALID ONLY FOR STRUCTURES MANUFACTURED TITLE: 24'X 10' FRONT ENCLOSURE, 18'X 10' OPENING, GIRTS BY VERSATUBE BUILDING SYSTEMS.VERIFICATION IS IS RECOMMENDED PRIOR TO BUILDING APPROVAL. rVeersaTubeoDWGNO: FE124101 18X10-3H_105403 OVERSATUBE BUILDING SYSTEMS 2016 BUILDING SYSTEM DRAWN BY: N. ALDERMAN DATE: 11/28/161 1 1 2 1 3 1 4 T 5 1 -6- 7 1 8 8 7 6 5 4 3 2 1 THE RIMRMATIOII CONTAKEO RI THIS DRAWING IS THE SOLE PROPERTY OF ,,..... VERSATUBEBURDINGSYSTEMS ANY REPRODUCTION N PART OR VMOLE WITHOUT ME WRITTEN PERMISSION OF VERSA TUBE BUILDING SYSTEMS IS PROHIBITED �'�•^w 132) FRAMING SCREWSE- 12)PANCAKESCREWS 3 ANC-.5X7,CONCRETE WEDGE ANCHORS co 1 SQUARE BIT BK-20 FLAT BRACKET ij D ON INSIDE OF BUILDING 4.— 3 PLACES 2sq-6750 a �• �I,' -`^, £x 2"SQx67.5" � , "l`G' -{;: 2s4975 BK-31 DOUBLE p 'a`Ci4iGJ-i 2"SQX49.75" PURLIN BRACKET ,�UF SSO, 2 PLACES 9 PLACES DEC 1 201b 1 5sq-06875 1.5"SQx68.75" BK-30 SINGLE 12 PLACES PURLIN BRACKET 6 PLACES (2) PAN SCREWS PER BK-30 10' 35 3/4" TYP. 8 B 69" 37 7/8" TYP BK-10 ANGLE BRACKET 2 PLACES 2sq-V-08175 2sq-5900 'N\\ 2sq-T 2sq-4900 2"SQx81.75" 2'SQx59" T-CONNECTOR 2"SQx49" SWAGED 1 END 2 PLACES 3 PLACES 2 PLACES 3 PLACES 24' A UNLESS OTHERWISE SPECKED A IMEPAIIOCNES A ER'RIGHFS "°'~^"°^• °°^'E VERSATUBE BUILDING SYSTEMS NOTE TO BUILDING DEPARTMENT OFFICIAL: „o,rs p,°,^N AI—E, ° R THESE DRAWINGS AND/OR CALCULATIONS ARE VALID ONLY FOR YX ^ I D-0 24'X 11/28/16 STRUCTURES MANUFACTURED BY VERSATUBE BUILDING SYSTEMS. XXX,.X% _ °„R 24'X 10'BACK ENCLOSURE, VERIFICATION IS RECOMMENDED PRIOR TO BUILDING APPROVAL. vrTu 6H,HL _ ° 3 VERTICALS,GIRTS ©VERSATUBE BUILDING SYSTEMS 2016 MTh' GALVANIZED ° E li �” II M G a x E IW DO NOT SCALE DRAWNG e ° °BE12410-3V-3H_10540 1 2 3 4 5 6 7 8 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF VERSATUBE BUILDING SYSTEMS ;COLLAR TIE BOTTOMS CHORD ANY REPRODUCTION IN PART OR WHOLE WITHOUTTHE WRITTEN PERMISSION OF VERSATUBE BUILDING RAFTER TO PEAK DETAILCONNECTION DETAIL SYSTEMS IS PROHIBITED 1 SIDE POST TO RAFTER DETAIL, WEB/KNEE BRACE DETAIL ui COLLAR TIE BRACKET DETAIL V 135 SCRffWS__'ER FRAME ee DEC 12 2915 eeo ooe I sq-WEB-4 600,46"CENTER Is WEB-2837,2.8 3/8' OUTER WEB BRACE B WEB BRACE,2 PLACES 3 2 PLACES B 2x -3!1'2, y' / ?x3-Pk FF,1K RAFTER,R,2 2 P!P.ACf-S BK-60 COLLAR IIF BRACKET BK-61 COL LAR HE BRACKET\ \ •r� N�2scT-7450,2'SQ X 74 c „\2sq c,111 l 1/2",2 PLACES CENTER.STRINGER y 1 j o 2x3-)P-8 8'SIDE I 2sq-WEB-96/5,96 3/4" !/POST,2 PI ACES KNEE BRACE 2 PLAUS 10' ' !I C i BK-65 WEB BRACKET,9 C j PLACE 2x.3-HE-2 2'HEIGHT BK-BPR-24 RFINF ° EXT,2 PLACES BRACKET,4 PLACLS BASE RAIL TO SIDE POST OR HEIGHT EXTENSION DETAIL 11� REINFORCEMENT BRACKET 2d DETAIL E t D D ( �,, NOTE TO BUILDING DEPARTMENT OFFICIAL PROJECT: VERSATUBE ROOF WALL SECTION THESE DRAWINGS AND/OR CALCULATIONS ARE VALID ONLY FOR STRUCTURES MANUFACTURED BY VERSATUBE BUILDING TITLE: 24'x 10',2"x 3" FRAME,3 12 PITCH,TYPE 7R TRUSS BRACE SYSTEMS VERIFICATION IS RECOMMENDED PRIOR TO BUILDING APPROVAL ®TING NO: 24X10 RWS TB7R rrvl ��e�rsaTubl.... ©VERSATUBE BUILDING SYSTEMS 2016 13 U I L 0 1 N G S Y S T E MTM DRAWN BY: A. STRICKER DATE: 12/9/2016 1 2 3 4 5 6 7 8 8 7 6 5 4 3 2 I THE IHFORMA11ON COIITAMED III THE DRAWIIIG IS THE SOLE PROPERTY OF •+' "P VERSAMBE BUILDRIG SYSTEMS AtIY REFRODUCTIOH IN PAPT OR WHOLE WITHOUT .''+ THE WRITTEN FERtN590H OF VERSATUBE BUILDP IO SYSTEMS IS PPOHIBRED e J S yl BUTT CONTINUING BK-20 � }� kATTACH HAT CHANNEL ATTACH WITH USE 4 SCREWS AT (b) #12 X 1" THESE JOINTS SELF-DRILLING; ' D SCREWS CONNECTS c '�"' '" W o LE BRACKET, 55 c7 F'��" r' " `'� ITH 6 #12X 1" VERTICAL TO ?( ) RAFTERSr"NG SCREWS (d) HEADER HAT CHANNEL PURLIN OR GIRT CENTER ENDS OF HAT CHANNEL ON FRAME. VERTICAL POST ATTACH TOP AND BOTTOM FRANGE WITH #12 X 1" SELF-DRILLING SCREWS ' BK-10 ANGLE BRACKET, BK-20 FLAT BRACKET, p l 1 i3 END WALL HEADER TO VERTICAL HAT CHANNEL PURLIN OR GIRT TO FRAME VERTICAL POST TO RAFTER 1 1/2"HIGH, 18GA #12X 1" HEX HEAD BASE RAIL SELF-DRILLING SIDE POST SCREW,6 PLACES SIDE POST #12 X 3/4" (1) REQUIRED PER o- HEX HEAD FLANGE SELF-DRILLING SCREW,4 PLACES 1 1/2"SQUARE PURLIN/GIRT BK-10 ANGLE BRACKET, a ATTACH WITH (6) #12X 1" kBK-30 SELF-DRILLING SCREWS END WALL 1 1/2"SQUARE 1 SCREWS ONBASE RAILPURLIN/GIRT THIS SIDE #10 X 7/8"SQUARE DRIVE1 SCREWS ON BOTTOMPANCAKE HEAD, 1 SCREWS ON BOTTOM DOUSELF-DRILLING SCREW DOUBLE (2) REQUIRED GLE BRACKET BRACKET BK-10 ANGLE BRACKET, SINGLE PURLIN BRACKET DOUBLE PURLIN BRACKET END WALL RAIL TO SIDE POST AND BASE RAIL A A PROJECT: VERSATUBE DETAIL PAGE TITLE: CONNECTION DETAILS r saTu bei DWG NO: ASSEMBLY DETAILS 2X3 BUILDING SYSTEMS DRAWN BY: A STRICKER DATE: 5/21/12 8 7 6 5 4 3 2 I THE IIIFORMAi10N COIIiq PIED RI THIS DRAWPIG IS THE SOLE PROPERTY OF VERSATUBEBUILDRIGSYSTEMS AI4Y REPRODUCRN OIN PART OR WHOLE WITHOUT STAMPe� . INE WRIRDI PEPMISSIOH OF VERSANBEBURDRIGSYSTEMS IS PROHIBITED RECEIVER END RAFTER � �,� " -• :, OF SIDE POST HEIGHT EXTENSION SIDE POST ��+ F '~�+! (OR SIDE POST) �{ ;Tr fi=t D #12 X 3/4" #12 x 3/4" t r, l G� t " I.;t,, T y I � D SELF-DRILLING SELF-DRILLING c7 a s, ,x�;�,n L+_I #12 X 3/4" SCREWS SCREW m M; 1,;• '-sp cis SELF—DRILLING 2 PLACES 4 PLACES • SCREWS , <01. SIDE SIDE POST TO RAFTER DETAIL �, 0641.;0.1 pGv BASE RAIL PIN HEIGHT EXTENSION PEAK \• � . RAFTER #12x3/4" SELF-DRILLING SCREW CENTER TIE SWAGED �� � 12 tT�C c 4 PLACES 2'SQ CUT LENGTH BOTH ENDS :J J c BASE RAIL TO HEIGHT HEIGHT EXTENSION TO RAW TUBE EXT EXTENSION DETAIL SIDE POST DETAIL RAFTER TO PEAK DETAIL 00 RAFTER ®� ® (6)SCREWS IN COLLAR e e ® END OF COLLAR TIE TIE SWAGE JOINT ® ® ® COLLAR TIE CONNECTION DETAIL 12 X 3/4"SELF-DRILLING B e ® SCREWS. 16 PLACES #12 x 3/4" B SELF-DRILLING BK-60 OR 61 COLLAR TIE BRACKET SCREWS 6 PLACES WEB/KNEE BRACE DETAIL BK-10 ANGLE BRACKET COLLAR TIE BRACKET DETAIL a ATTACH BK-65 BRACE BRACKET TO RAFTER,PEAK, s DOOR HEADER EAVE CORNER OR COLLAR TIE WITH(3) #12 X 3/4" 2' X 3"X 15GA GABLE END 2"SQ VERTICAL SUPPORT SELF-DRILLING SCREWS FASTEN THE FLATTENED AND EAVE SIDE DOOR HEADER PIERCED END OF WEB(ANGLE) BRACES TO BRACKET WALK DOOR DETAIL WITH 3/8"X 1 1/4"HEX BOLT,3/8"SPLIT LOCK WASHER HEADER TUBE OR AND HEX NUT. WINDOW PANE #12 X 3/4" NOTE:DO NOT TIGHTEN BOLT JOINT UNTIL BRACKETS ARE VERTICAL POST TO VERTICAL HEX HEAD ALL IN PLACE. 2"X TX 15GA POST SELF-DRILLING BK_10 A A SCREW,6 PLACES ANGLE BRACKET PROJECT: VERSATUBE ASSEMBLY DETAIL BOTH SIDES TITLE: CONNECTION DETAILS 2"x3"HEADER (rv%�e rsau "' DING NO: ASSEMBLY DETAILS 2X3 P2 BUILDING SYSTETUIS DRAWN BY: A STRICKER DATE: 10/15/12 8 7 6 5 4 3 2 I THE RIFORMARON CONTARIED PI THIS ORASvING IS THE SOLE PROFEPTY OF VERS AT1.18EBURDINGSISTE1,15 AIV REPRODUCTTOII It'PAR'OP"HOLE w"OV' CLOSURE STRIPS / IN( v ME MI'TEN PERMISSIONI OFVERSATUBEBUILDRICSYSTEOAS IS PROHIBRED /' t Py. ROOF METAL RIDGE CAP t FOR 12'BUILDING 6'-5" C FOR 14'BULDNG 7'-5" 3/4" FOR 20'BUILDING 10'-7" r� ✓r ",` CL FOR 24'BUILDING 12'-7" a D D FOR 30'BUILDING 15'-9" 1� ' :—, FOR 18'BUILDING 9'-7" T11 4 3, '' l; UJ <� s I no. CLOSURE STRIPS S 01^r_C,k"IC11-1 gip 2"OVERHANG ..1.2 EAVE TRIM ROOF PURLIN 3" HAT CHANNEL USE#12 X 1"SELF-DRILLING SCREWS C SHITH EETSMETALc�WASHERS TO FASTEN C TO ROOF AND DES OF 3/4" 14 040 3/12 PITCH BUILDING SIDE METAL RIO 1/2" TO BE 1"LONGER THAN \ SCREW PATTERNS THE EAVE HEIGHT OF THE BUILDING 8', 10',OR 12'OR... Intermediate Root Purlins and All Siding T/`T 1111—'-- 3" Eavaa and Endlaps-Roo(Purlins SIDE GIRT B SHEETING LEDGE HAT CHANNEL B (SLAB MAY NOT INCLUDE LEDGE) STAMP 2" LCONCRETE SLAB/FOOTING 1 1/2" 4" If -3" 1 A UNLESS O'HER-E SPECIFIED v A DMENSiONS ARE RT RICHES Ro„o,.,"„RATE R..,T VERSATUBE BUILDING SYSTEMS TOLERANCES ARE ' <x ' I - - RSTRICKER 9/12/13 FRONT DETAIL SHOWING Yxx-`� - CRECIER ROOF AND SIDE METAL, fr �-S-- aTu b e H— RIDGE CAP AND EAVE TRIM VeN��'��e )SING HAT CHANNFI FOOTING DIMENSIONS PER PLAN B U I L D I N G S Y S T E ern' °" GALVANIZED "° B Rw ' DO NOT SCALE DRA4VRIG "`°°° V�BHC SHEET METAL DETAIL 8 7 6 5 4 3 2 1 THE INFORMATION CONTAIIIED IN THIS DRAWING IS THE SOLE PROPERTY OF VERSATUBE BUBDRIGSYSTEMS ANY REPRODUCTION IN PART OR WHOLE WITHOUT THE WRITTEN PERMISSION OFVERSAWBEBUILONG SYSTEMS IS PROHIBITED INSTALLATION.USING HAMMER DRILL ANDA 1/2"CONCRETE DRILL WEDGE ANCHOR DETAIL "V BIT,DRILL A HOLE INTO THE CONCRETE 570 5 1/2"DEEP.PLACE THE Pj .�T < .a F• FLAT WASHER ON THE BOLT AND INSTALL THE NUT UNTIL ABOUT 2j' e� �+ D THREADS ARE EXPOSED ABOVE THE NUT.TAP THE ANCHOR THROUGH , �; ,. �, r o THE BASE RAIL INTO THE HOLE UNTIL THE WASHER TOUCHES THE TOP % ; F'��' OF THE BASE RAIL NOW,TIGHTEN THE NUT TO SET THE ANCHOR DO NOT OVER TIGHTEN AND CRUSH THE TUBE + ' i i...°"kvl ui HEX NUT \ �� 0f— iii)- ' FLAT WASHER�e� SS1✓r.' BASE RAIL DEC 1 2 2015 c BASE RAIL 5 1 1.50 1/2"X T WEDGE ANCHOR BOLT 1 1/2" L c LOCATED 5"FROM EACH POST 4 4.00 1 1/2" 2.r III --------------------------- --- - ------ -------------------- 1 1/2" If OPTIONAL 4 1/2" 1 50 CONCRETE2550LEDGE SHEETING 4 1/2" OPTIONAL SHEETING g" 3 1/2"MIN LEDGE 1 1/2"X 1 1/2" 4 1/2" B 12" B Orr #4 REBAR, CONT 6 12" 2 PLA SIDE VIEW END VIEW A UNLESS OT IS ARE IN SPECIFIEDITCHES oo rror nrn,runNTY uro"TE TOLERANCES CE ARE"!^'CHAS AP°oV^19 °^E VERSATUBE BUILDING SYSTEMS TO CER�At5C E5µRE ANCHOR HOLD DOWN FORCE 2,425 xx. M . N °s TRICKER 4/26/12 POWERS WEDGE ANCHOR xxx.XYT FOR HAT CHANNEL (POWERS FASTENERS, INC.) ESR-2818 °n""` — Ell. BUILDINGS DETAIL 1/2"X T' Q U 1 R ® T N G SYSTEM Tr'1 "B° WEDGE ANCHOP.DEFAIL 2 DO NOT SCALE DRAWING °1°O HC POWEPS tJ0 INSP NOTE i B 7 6 5 4 3 2 I THE INFORMATION CONTAINED IN THIS DRAWING 5 THE SOLE PROPERTY OF .••+^__`• VERSATUBE BUILDING SYSTEMS ANY REPRODUCTION N PARI OR WHOLE WITHOUT THE WRITTEN PERMISSIOIJ OF VERSAMBEBUILDIIGSYSTEI.S 5 PROHIBITED 9' �•.,i. ,�r a REQUIRED FOUNDATION/SLAB SIZE FOR VERTICALLY SHEETED ` T LENGTH OF BUILDING GARAGES WITH HAT CHANNEL SIDE WALL GIRTS FRAME PLUS 3" !/ t�' ` NOTE. ALL VERSATUBE FULLY ENCLOSED GARAGES ARE / { 'nt D 2"LONGER THAN ADVERTISED, ` D F-------------------------------------1T f'' h ;(�n Lll DIMENSIONS ARE OUTSIDE TO OUTSIDE OF SLAB. O THE SLAB OUT TO OUT DIMENSIONS MUST BE 6"WIDER 2 40Z=;'L<<y I z AND 3"LONGER THAN THE BUILDING SIZE. I I I I —i Ln I EXAMPLE: m — 20'W X 40'-2"L X ITH BUILDING WOULD HAVE A SLABCL Lu DIMENSION OF 20'-6'W X 40'-5"L. •��'_ES s = Q FOR FURTHER QUESTIONS OR CONCERNS ABOUT BUILDING OR j I 0 LE SLAB LENGTH,CONTACT A PRODUCT&DESIGN ENGINEER 3 AT VERSATUBE TOLL FREE AT 1-800-900-7222 I i _ --------- -----� GENERAL NOTES' DEC 12 X015 c 1 MAXIMUM ALLOWABLE SOIL BEARING PRESSURE IS AS FOLLOWS- 1000 PSF MINIMUM OWNER TO VERIFY THAT SOIL IS STABLE AND COMPACTED TO A MINIMUM OF 90% 1' 1 1/2" RELATIVE OPTIMUM VALUE SHEETING LEDGE 2.MAXIMUM SIZE AGGREGATE SHALL BE AS FOLLOWS' 1"DIA. 3 MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS.2500 PSI 4 PLACE REINFORCEMENTS AT MID THICKNESS FOR SLABS ON THE GROUND TYPICAL SECTION VIEW 5 ALL SPLICES IN CONTINUOUS REINFORCEMENT OR REINFORCING AS USED B IN WALLS,FOOTINGS,ETC.SHALL HAVE A MINIMUM LAP OF 40 DIAMETERS B 6/6/10/10 WWF SPLICES IN ADJACENT BARS SHALL NOT BE LESS THAN 4'-0"APART. MID DEPTH VERTICAL WALL BARS SHALL BE SPLICED AT OR NEAR FLOOR LINES.BARS SHEETING LEDGE MAY BE WIRED TOGETHER AT SPLICES OR LAPS EXCEPT FOR TOP REINF.OF BEAM 411 1 1/2" (OPTIONAL) AND SLABS,OR WHERE SPECIFICALLY DETAILED TO BE SEPARATED �f— 1 1/2" 6.CONCRETE SHALL NOT BE DROPPED THROUGH REINF STEEL AS IN WALLS 7 DETAIL OF THICKENED EDGE SO AS TO CAUSE SEGREGATION OF AGGREGATES IN SUCH CASE,HOPPERS AND TI /x DE FOOTING SECTION OF SLAB VERTICAL CHUTES OR TRUNKS SHALL BE USED CHUTES OR TRUNKS SHALL BE OF VARIABLE LENGTHS SO THAT FREE UNCONFINED FALL OF CONCRETE SHALL NOT WITH SHEETING LEDGE. EXCEED FIVE(5) FEET AND SUFFICIENT NUMBER SHALL BE USED TO INSURE THE CONCRETE BEING LEVEL AT ALL TIMES. 12"MINGRADE2OR TO FROST LINE A IF REQUIRED BY LOCAL UNLESS OTHEPWSE SFECI'ED A CODE DIMLNSIOIR APE IJ—HESo llol M,11„,1,.„,o,l. VERSATUBE BUILDING SYSTEMS TOLERANCES ARE 611 011: of oME �STRICKER 12/13/12 MONOSLAB FOUNDATION Mx—xo FOR VB BUILDINGS WITH �— 12" � i TM ubea„ c HAT CHANNEL ON SIDES AND EV 4 #4 REBAR 2 PLACES "A..UT 2,500 PSI CONCRETE . E,1� VERSATUBE GIRTS ON FRONT&BACK ([-V'�eIBUILDINIG SYSTEM DO IJOT SCALE DPAWIIIG CADft GF t - r 1 CALCULATIONS a PP SIE AS N01 ED k,,juLaD AIS;CY OR DATE t-3 I� B.P. �s FOR: UoE IS UNLAWFUL EFEE: E- BY: WITHOUT CERTIFICATE NOTIFY BUILDING DEPARTMENT AT 765-1802 8 AM TO 4 PM FOR THE OF OCCUPANCY FOLLOWING INSPECTIONS: 1. FOUNDATION - TWO REQUIRED FOR POURED CONCRETE BILL SFIS RETAIN STORM WATER RUNOFF 2. ROUGH - FRAMING & PLUMBING PURSUANT TO CHAPTER 236 3. INSULATION 3225 AVENUE OF THE TOWN CODE. 4. FINAL - CONSTRUCTION MUST BE COMPLETE FOR C.O. �ATTITUCK' NY. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW 249X249299XI W GARAGE YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS. DATE: C DF--S OF — CODES �'y�- .- S-17 1 � &TOWN CODES December 13, 2016 AS REQUIRE; A!4 � � n•P^1n'ii7Rh :ISTEES STEPHEN P. MASLAN, P.E. STEPHEN P. MASLAN & COMPANY 8011 PASEO KANSAS CITY, MO. 64131 aH;LL � S? i f :` I~ kt, ro uj iTl 064109-1 S J10/-�A/. DEC 121 ���� - s VERSATUBE BUILDING SYSTEM BILLY-SFIKAS 24' X 24'-2"X 10' @5'OC BAY SPACE= 5 LOADS LOAD BAY SPACE UNIF. LOAD DL= 2 5 10 PLF LL= 21 5 105 PLF USL= 25 5 125 PLF WL= 140 MPH Vult BAY EXP. # IBC LOADS RESULTANT ROOF WINDWARD 5 121 26 C 157 VERT. 164 DIA ROOF LEEWARD 5 1.21 186 113 VERT ROOF WINDWARD 5 1.21 7.4:3, 45 HORIZ WALL WINDWARD 5 1.21 26 157 HORIZ SEISMIC R= 3.5 Sms= 0.153 ' V= 8 Ss=.O 1E-0 ,11 Sds= 0.102 Fa=1 0 W= 223 r POST DESIGN P=0.897 A= 0.80241 fa= 1.12 M= 0.428 Sx=!0.6809 fb= 7.54 L= 2 Ca= N/A Fa= 33.5 R= 1.1026 Fy= 60 F'ex= 338 62 Cc==] I/r= 21.77 fa/Fa + fb/36* 1-fa/F'ex = 0.24 <1 USE 2X3X14GA 160 KSI STEEL POST DESIGN- REINFORCED MEMBERS (1 &24) P= 0.913 A=.1.3270 fa= 0.69 M=.1 473 Sx=11.1480 fb= 15.40 L= 2 Ca=N/A Fa= 33.5 R=,1.1026 Fy= 60 F'ex= 338 62 Cc=,97..7 I/r= 21 77 fa/Fa + fb/36* 1-fa/F'ex = 0.45 <1 USE 2X3X14GA 60 KSI STEEL WITH BK- BPR18 RAFTER DESIGN P= 3.652 A='0.8024 ; fa= 4.55 M='0.498 Sx= 0.6809 fb= 8.78 L=,2 Ca=0.558 Fa= 33.5 R= 1.1026 1 Fy=.60 F'ex= 338 62 Cc== I/r= 21.77 fa/Fa + fb/36* 1-fa/F'ex = 0.38 <1 USE 2X3X14GA 160 KSI STEEL CHORD TIE Pt=;3.175 7, M=.O 023 Ft= 5.72 Fb= 0 80 Ft+Fb /30= 0 18 <1 I USE 2" SQ 15 GA 50 KSI TRUSS BRACE P=2 175 A 0.5550 fa= 5.72 M=j0.023 Sx=iO 3445 fb= 0.80 L=:2 Ca= 0.543 r Fa= 27.15 R=10.7879 Fy=.50 _ F'ex= 165.92 Cc=`107 I/r= 30.46 fa/Fa + fb/30* 1-fa/F'ex = 0.238 <1 USE 2X2X15GA 150 KSI STEEL WEB BRACE P= 0.736 A=10.2431 fa= 3 03 M= 0.000 Sx= 0.0712 fb= 0.00 L=;3.83 Ca='N/A Fa= 10 37 R=10.3826 Fy= 50 F'ex= 0.00 Cc= 107 I/r= 120.23 fa/Fa = 0.292 <1 USE 1X1X16GA 150 KSI STEEL WEB BRACE P= 0.935 A= 0.2431 fa= 3.85 M= 0.000 Sx= 0.0712 fb= 0.00 L='2.36 Ca=10 404 L - Fa= 20.20 R= 0.3826 `; Fy=;50 F'ex= 0.00 Cc= 107 I/r= 74.15 fa/Fa = 0.190 <1 USE 1X1X16GA 50 KSI STEEL KNEE BRACE P= 1.809 A= 0.5550 e fa= 3.26 M=,0.000 Sx=,0.3445 fb= 0 00 L= 8.06 a Ca= N/A Fa= 9 87 R= 0.7879 Fy= 50 F'ex= 0.00 Cc= 107 I/r= 122.79 fa/Fa = 0.330 <1 USE 2X2X15GA 150 KSI STEEL VERSATUBE BUILDING SYSTEMS BILLY SFIKAS 24'X 24'-2"X 10' @5'OC FOUNDATION DESIGN BAY SPACE= 5 FT SLAB THICKNESS = 4 INCHES SUPPORT REACTIONS LOAD DL+SELF WEIGHT= —2222-3"# LL= 1240 # WL= -1745 # DL+ SELF WEIGHT+ LL= 1463 # 0.6(DL+SELF WEIGHT)+( 6*WL)= -1181 CHECK SHEAR CONCRETE STRENGTH= 3500 PSI ALLOWABLE SHEAR(F'c) = F'c= 2 500= 118.32 PSI SHEAR AREA= 5xl2x4= 240 SQUARE INCHES ACTUAL SHEAR(f c) = 6 PSI USE 4"THICK SLAB CHECK UPLIFT WEIGHT OF SLAB & FOOTING= ((4/12) X 150 X 5 X 5)+150*1*5*1=2000.0 #> 1181#OK 4" SLAB PLUS CONTINUOUS FOOTING WILL HOLD BUILDING DOWN. INSTALL 12"WIDE FOOTING TO FROST DEPTH USING#4 BARS @12" ON CENTER HORIZONTAL AND 6X6-10/10 WWF IN SLAB STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult *** INITIALIZING DATA *** Job Description: BILLY SFILKAS - MITTITUCK, NY Frame Description: 241X241 -2"X10 ° @510C 21LL 140MPH Vult Structure Parameters Analysis Options Members . . . . . . . . . . . 48 Linear Elastic Analysis Joints . . . . . . . . . . . . 42 Imperial Units Springs . . . . . . . . . . . 0 Bandwidth Optimization Sections . . . . . . . . . . 4 Load Case 1 specified as self-weight Materials . . . . . . . . . 2 Load Cases . . . . . . . . 5 Load Combinations 6 User Name : STEPHEN MASLAN STEPHEN P. MASLAN 8011 PASEO KANSAS CITY, MO. - P-FRAME 1. 06 (c) Copyright 1982 - 1990 Softek Services Ltd. Head Office : 2034 West 12t1i Avenue, Suite 2 Vancouver, B.C . V6J 2G2 Canada Phone : (604) 732-3763 Fax: (604) 732-8467 Softek assumes no responsibility for the accuracy, validity or applicability of the results of P-FRAME. P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :13 pm Page 1 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 241X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult *** JOINT DATA *** Joint X - coord. Y - coord. X - Degree Y - Degree Z - Degree Number (feet) (feet) of Freedom of Freedom of Freedom 1 0 0 0 0 0 2 0 2 . 25 1 1 1 3 0 4 . 25 1 1 1 4 0 6 . 25 1 1 1 5 0 9 . 3177 1 1 1 6 . 1875 9 . 8542 1 1 1 7 . 6615 10 . 1667 1 1 1 8 1 .3021 10 .3229 1 1 1 9 1 . 9427 10 :4844 1 1 1 10 3 . 8802 10 . 9688 1 1 1 11 5 . 8229 11 .4531 1 1 1 12 `7 .4604 11 . 8427 1 1 1 13 9 . 7031 12 .4271 1 1 1 14 11. 7865 12 . 9479 1 1 1 15 12 13 1 1 1 16 12 . 2135 12 . 9479 1 , 1 1 17 14 . 2969 12 .4271 1 1 1 18 16 . 5396 11 . 8427 1 1 1 19 18. 1771 11 .4531 1 1 1 20 20 .1198 10 . 9688 1 1 1 21 22 . 0573 10 .4844 1 1 1 22 22 . 6979 10 . 3229 1 1 1 23 23 . 3385 10 . 1667 1 1 1 24 23 . 8125 9 . 8542 1 1 1 25 24 9 . 3177 1 1 1 26 24 6 . 25 1 1 1 27 24 4 . 25 1 1 1 28 24 2 . 25 1 '1 1 29 24 0 -0 0 0 30 20 . 5 10 . 3229 1 1 1 31 3 . 5 10 . 3229 1 1 1 32 5 . 5 10 . 3229 1 1 1 33 7 . 5 10 . 3229 1 1 1 34 9 . 5 10 . 3229 1 1 1 35 11 . 5 10 .3229 1 1 1 36 12 10 . 3229 1 1 1 37 12 . 5 10 .3229 1 1 1 38 14 . 5 10 . 3229 1 1 1 39 16 . 5 10 . 3229 1 1 1 40 18 . 5 10 . 3229 1 1 1 41 0 8 1 1 1 42 24 8 1 1 1 Note: Degree of Freedom: 0=restrained 1=free j=coupled to joint ' j ' P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :13 -pm Page 2 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult *** SECTION PROPERTY DATA *** Sec X-sectional Mom. Inertia Shear Area Section Mod Plastic Moment No. Area (in2) (in4) (int) (in3) Capacity (K-ft) 1 . 8024 1 . 021 . 8024 . 6809 0 2 . 2431 . 03559 . 2431 . 0712 0 3 . 555 . 3445 . 555 . 3445 0 4 1 . 327 1 . 769 1 . 327 1 . 148 0 Sec. Database No. Code Name 1 211X3 " 14 GA 60 KSI RAFTER/POST 2 1" SQ 16 GA 50 KSI TIE 3 2" SQ 15 GA 50 KSI COLLAR 4 2X3 14 GA 60 KSI W/BRACKET Notes : 1 . Non-zero Cross-sectional Area and Moment of Inertia are mandatory. 2 . For non-zero Shear Area, shear stresses are calculated. 3 . For non-zero Shear Area and Shear Modulus, secondary deflections due to shear are included (linear elastic analysis only) . 4 . For non-zero Elastic Section Modulus (S) , stresses are calculated. 5 . Non-zero Plastic Moment Capacity is ,mandatory for plastic analysis . -------------------------------------------------------------------------------- *** MATERIAL PROPERTY DATA *** Material Youngmod Shearmod Density Coeff Exp Fy Yield Number (ksi) (ksi) (K/ft3) (/F*1.E-6) (ksi) 1 30000 12000 .49 6 . 5 60 2 30000 12000 .49 6 . 5 50 Notes : 1 . Elastic Modulus (Young' s Modulus) is mandatory. 2 . For non-zero Shear Modulus and Shear Area, secondary deflections due to shear are included (linear elastic analysis only) . 3 . Non-zero density is required if self-weight is specified and member weight is to be considered (linear elastic and plastic analysis) . 4 . Non-zero Thermal Coefficient of Expansion is required for thermal loads . (linear elastic and plastic analysis) . 5 . Non-zero Yield Stress is mandatory for plastic analysis . P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :13 pm Page 3 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult *** MEMBER CONNECTIVITY DATA *** Member Lower Greater Section Material Lower Greater Attribute Length Number Joint Joint Number Number End Type End Type Type (ft) 1 1 2 4 1 1 1 1 2 . 25 2 2 3 1 1 1 1 1 2 . 3 3 4 1 1 1 1 1 2 . 4 5 6 1 1 1 1 1 . 5683 5 6 7 1 1 1 1 1 . 5677 6 7 8 1 1 1 1 1 . 6594 7 9 10 1 1 1 1 1 1 . 9971 8 10 11 1 1 1 1 1 2 . 0022 9 11 12 1 1 1 1 1 1 . 6832 10 12 13 1 1 1 1 1 2 . 3176 11 13 14 1 1 1 1 1 2 . 1475 12 14 15 1 1 1 1 1 . 2198 13 15 16 1 1 1 1 1 . 2198 '14 16 17 1 1 1 1 1 2 . 1475 15 17 18 1 1 1 1 1 2 . 3176 16 18 19 1 1 1 1 1 1 . 6832 17 19 20 1 1 1 1 1 2 . 0022 18 20 21 1 1 1 1 1 1 . 9971 19 22 23 1 1 1 1 1 . 6594 20 23 24 1 1 1 1 1 . 5677 21 24 25 1 1 1 1 1 . 5683 22 26 27 1 1 1 1 1 2 . 23 27 28 1 1 1 1 1 2 . 24 28 29 4 1 1 1 1 2 . 25 25 8 31 3 2 0 1 1 2 . 1979 26 31 32 3 2 1 1 1 2 . 27 32 33 3 2 1 1 1 2 . 28 33 34 3 2 1 1 1 2 . 29 34 35 3 2 1 1 1 2 . 30 35 36 3 2 1 1 1 . 5 31 36 37 3 2 1 1 1 . 5 32 37 38 3 2 1 1 1 2 . 33 38 39 3 2 1 1 1 2 . 34 39 40 3 2 1 1 1 2 . 35 30 40 3 2 1 1 1 2 . 36 22 30 3 2 0 1 1 2 . 1979 37 8 9 1 1 1 1 1 . 6606 38 21 22 1 1 1 1 1 . 6606 39 4 41 1 1 1 1 1 1 . 75' 40 5 41 1 1 1 1 1 1 . 3177 41 26 42 1 1 1 1 1 1 . 75 42 25 42 1 1 1 1 1 1 . 3177 43 15 34 2 2 0 0 1 3 . 6629 44 15 38 2 2 0 0 1 3 . 6629 45 12 34 2 2 0 0 1 2 . 5436 46 18 38 2 2 0 0 1 2 . 5436 47 2 8 3 2 0 0 1 8 . 1772 48 22 28 3 2 0 0 1 8 . 1772 P-FRAME Linear Elastic analysis results Str No. 94 S'T'EPHEN MASLAN 13 Dec 16 1 : 13 pm Page 4 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2 "X10 ' @5 ' OC 21LL 140MPH Vult Notes : 1 . Member End Types : 1=fixed (rigid connection) 0=pinned (pinned connection) . 2 . Attribute Type 0 indicates that the member has been deleted. P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 : 13 pm Page 5 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2 "X10 ' @5 'OC 21LL 140MPH Vult *** LOAD INITIALIZING DATA *** load # loaded # support # loaded describe case joints settlemnts members load case 1 0 0 0 SELF WEIGHT 2 0 0 30 DEAD LOAD 2 PSF 3 0 0 30 LIVE LOAD 21 PSF 4 0 0 28 WIND LOAD 140MPH Vult 5 0 0 8 UNBALANCED SNOW LOAD Note : Load Case 1 specified as self-weight . Joint and Member load data for Load Case 1 is ignored. Self-weight is automatically calulated. ---------------------------------------- ---------------------------------------- *** MEMBER LOAD DATA *** load case 2 - member distributed loads Rec Mem Sloped UDL Prod . UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 1 18 0 - . 01 0 0 0 0 2 17 0 - . 01 0 0 0 0 3 16 0 - . 01 0 0 0 0 4 15 0 - . 01 0 0 0 0 5 14 0 - . 01 0 0 0 0 6 11 0 - . 01 0 0 0 0 7 10 0 - . 01 0 0 0 0 8 9 0 - . 01 0 0 0 0 9 8 0 - . 01 0 0 0 0 10 7 0 - . 01 0 0 0 0 11 13 0 - . 01 0 0 0 0 12 12 0 - . 01 0 0 0 0 13 6 0 - . 01 0 0 0 0 14 19 0 - . 01 0 0 0 0 15 5 0 - . 01 0 0 0 0 16 20 0 - . 01 0 0 0 0 29 37 0 - . 01 0 0 0 0 30 38 0 - . 01 0 0 0 0 load case 3 - member distributed loads Rec Mem Sloped UDL Prod . UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 1 6 0 - . 105 0 0 0 0 2 7 0 - . 105 0 0 0 0 3 8 0 - . 105 0 0 0 0 4 9 0 - . 105 0 0 0 0 5 10 0 - . 105 0 0 0 0 6 11 0 - . 105 0 0 0 0 7 12 0 - . 105 0 0 0 0 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 : 13 pm Page 6 • STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 241X24 ' -2 "X10 ' @5 ' OC 21LL 140MPH Vult load case 3 - member distributed loads Rec Mem Sloped UDL Proj . UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 8 13 0 - . 105 0 0 0 0 9 14 0 - . 105 0 0 0 0 10 15 0 - . 105 0 0 0 0 11 16 0 - . 105 0 0 0 0 12 17 0 - . 105 0 0 0 0 13 18 0 - . 105 0 0 0 0 14 19 0 - . 105 0 0 0 0 15 5 0 - . 105 0 0 0 0 16 20 0 - . 105 0 0 0 0 29 37 0 - . 105 0 0 0 0 30 38 0 - . 105 0 0 0 0 load case 4 - member distributed loads Rec Mem Sloped UDL Prod . UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/f t parll K/ft @ GJ Change (F) 1 6 0 0 . 164 0 0 0 2 7 0 0 . 164 0 0 0 3 8 0 0 . 164 0 0 0 4 9 0 0 . 164 0 0 0 5 10 0 0 . 164 0 0 0 6 11 0 0 . 164 0 0 0 7 12 0 0 . 164 0 0 0 8 13 0 . 113 0 0 0 0 9 14 0 . 113 0 0 0 0 10 15 0 . 113 0 0 0 0 11 16 0 . 113 0 0 0 0 12 17 0 . 113 0 0 0 0 13 18 0 . 113 0 0 �O 0 14 19 0 . 113 0 0 0 0 16 3 0 0 - . 157 0 0 0 17 1 0 0 - . 157 0 0 0 18 2 0 0 - . 157 0 0 0 21 20 0 . 113 0 0 0 0 23 4 0 0 - . 157 0 0 0 24 5 0 0 . 164 0 0 0 25 38 0 . 113 0 0 0 0 26 37 0 0 . 164 0 0 0 27 40 0 0 . 157 0 0 0 28 39 0 0 - . 157 0 0 0 load case 5 - member distributed loads Rec Mem Sloped UDL Proj . UDL Local UDL Local UDL Triangular Thermal No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 1 13 0 . 125 0 0 0 0 2 14 0 . 125 0 0 0 0 3 15 0 . 125 0 0 0 0 4 16 0 . 125 0 0 0 0 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 : 13 pm Page 7 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 241X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult load case 5 - member distributed loads Rec Mem Sloped UDL Proj . UDL Local UDL Local UDL Triangular Thermal_ No. No. K/ft slope K/ft horiz k/ft perp K/ft parll K/ft @ GJ Change (F) 5 17 0 . 125 0 0 0 0 6 18 0 . 125 0 0 0 0 7 19 0 . 125 0 0 0 0 8 38 0 . 125 0 0 0 0 Notes : A) For Fully Distributed loads and Point Loads : - Sloped UDL, Projected UDL & Point Lds act in the global coordinate system. - Local Perpendicular, Local Parallel , Triangular Loads act in the local member coordinate system. - Triangular Loads are 0 at the lower joint with the magnitude specified at the greater joint . B) For Partial load orientation: 1 = Global X projected ld, 2 = Global Y projected ld, 3 = Global X lateral ld 4 = Global Y gravity ld, 5 = Local y Perp ld, 6 = local x tangential ld ---------------------------------------- ---------------------------------------- *** LOAD COMBINATION DATA *** Load Load Comb Load Comb Load Comb Load Comb Load Comb Load Comb Comb Case Fact Case Fact Case Fact Case Fact Case Fact Case Fact 1 1 1 2 1 3 1 2 1 . 6 2 . 6 4 . 6 3 1 1 2 1 3 . 75 4 .45 4 1 1 2 1 4 . 6 5 1 1 2 1 5 1 6 1 1 2 1 5 .75 4 .45 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :13 pm Page 8 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 241X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult *** SUPPORT REACTIONS *** Load Case Results Joint Load X-Reaction Y-Reaction Z-Reaction Number Case (kips) (kips) (K-ft) 1 1 . 012 . 105 - . 022 2 . 022 . 118 - . 041 3 .235 1 . 240 - .432 4 -1 .322 -1 . 745 2 . 518 5 - . 138 - . 354 .497 29 1 - . 012 . 105 . 022 2 - . 022 . 118 . 041 3 - .235 1 .240 .432 4 .291 -1 .497 - . 560 5 . 138 -1 . 064 - . 011 Load Combination Results Joint Load X-Reaction Y-Reaction Z-Reaction Number Combination (kips) (kips) (K-ft) 1 1 .269 1 .464 - .495 2 - . 773 - . 913 1 .473 3 - . 385 . 368 . 746 4 - . 759 - . 824 1 .447 5 - . 104 - . 130 .434 6 - . 664 - . 827 1 .443 29- 1 - . 269 1 .464 .495 2 . 154 - . 764 - . 298 3 - . 079 .480 . 135 4 . 140 - . 675 - .273 5 . 104 - . 840 . 052 6 . 200 -1 .248 - . 197 Notes : 1 . Positive X-reactions act in the positive global X direction. 2 . Positive Y-reactions act in the positive global Y direction. 3 . Positive Z-reactions act counter-clockwise . P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 : 14 pm Page 1 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult *** MEMBER FORCES *** Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 1 1 1 .464 - . 269 - .495 -1 .454 . 269 - . 110 2 - . 913 . 773 1 .473 . 919 - . 561 . 028 3 .368 . 385 . 746 - . 358 - . 226 - . 059 4 - . 824 . 759 1 .447 . 834 - . 547 . 022 5 - . 130 . 104 .434 . 140 - . 104 - . 200 6 - . 827 . 664 1 .443 . 837 - . 505 - . 127 2 1 - . 333 . 018 . 110 . 338 - . 018 - . 074 2 . 828 .278 - . 028 - . 824 - . 090 . 396 3 . 375 . 222 . 059 - . 370 - . 080 .243 4 . 820 . 279 - . 022 - . 814 - . 091 .392 5 . 275 . 036 . 200 - . 269 - . 036 - . 129 6 . 831 . 235 . 127 - . 825 - . 094 . 202 3 1 - . 338 . 018 . 074 . 344 - . 018 - . 038 2 . 824 . 090 - . 396 - . 821 . 099 . 387 3 . 370 . 080 - . 243 - . 364 . 061 .263 4 . 814 . 091 - . 392 - . 809 . 098 . 385 5 . 269 . 036 .129 - . 264 - . 036 - . 058 6 . 825 . 094 - . 202 - . 820 . 048 .248 4 1 - . 338 - . 099 - . 017 .340 . 100 - . 039 2 . 898 - . 097 . 358 - . 897 . 150 - .428 3 .428 - . 145 .256 - . 426 . 185 - . 350 4 . 883 - . 101 . 357 - . 881 . 155 - .430 5 . 229 . 118 - . 052 - . 228 - . 117 . 119 6 . 853 . 018 . 230 - . 852 . 022 - . 231 5 1 - . 210 - . 285 . 039 . 241 . 332 - . 214 2 . 805 .425 .428 - . 803 - .478 - . 172 3 .451 . 111 .350 - .427 - . 117 - .285 4 . 795 .411 .430 - . 791 - .462 - . 182 5 . 110 . 232 - . 119 - . 106 - . 226 . 249 6 . 691 .499 .231 - . 687 - . 536 . 062 6 1 - . 115 - . 394 .214 . 132 .467 - .498 2 . 595 . 720 . 172 - . 594 - . 780 . 322 3 . 363 . 254 . 285 - . 349 - . 245 - . 121 4 . 589 . 702 . 182 - . 587 - . 759 .299 5 . 024 . 249 - . 249 - . 022 - . 241 . 410 6 . 467 . 736 - . 062 - .465 - . 777 . 561 7 1 3 . 633 . 330 . 261 -3 . 577 - . 108 . 176 2 -2 . 303 - . 250 - . 140 2 . 306 . 068 - . 179 3 . 906 . 052 . 085 - . 863 - . 027 - . 006 4 -2 . 119 - . 236 - . 127 2 . 125 . 063 - .171 5 = . 590 - . 065 - . 371 . 596 . 089 .217 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1014 pm Page 1 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 241X24 ' -2"X10 ' @5 'OC 21LL 140MPH Vult Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 6 -2 . 261 - . 244 - . 389 2 . 267 . 121 . 025 8 1 3 . 577 . 111 - . 176 -3 . 522 . 111 . 175 2 -2 . 306 - . 070 . 179 2 .310 - . 113 - . 136 3 . 863 . 028 . 006 - . 820 - . 003 . 025 4 -2 . 124 - . 065 . 171 2 . 131 - . 108 - . 128 5 - . 596 - . 089 - . 217 . 602 . 113 . 014 6 -2 . 267 - . 122 - . 025 2 . 273 - . 002 - . 095 9 1 3 . 523 - . 07-4 - . 175 -3 .478 . 261 - . 107 2 -2 . 311 . 088 . 136 2 . 314 - . 241 . 141 3 . 819 . 012 - :025 - . 785 . 010 . 027 4 -2 . 132 . 085 . 128 2 . 136 - . 230 . 138 5 - . 601 - . 120 - . 014 . 606 . 140 - .205 6 -2 . 273 - . 023 . 095 2 .278 - . 081 - . 046 10 1 3 . 025 . 221 . 107 -2 . 958 . 034 . 110 2 -1 . 912 - . 205 - . 141 .1 . 916 - . 007 - . 088 3 . 756 . 008 - . 027 - . 704 . 020 . 014 4 -1 . 754 - . 195 - . 138 1 . 762 - . 005 - . 083 5 - . 787 . 094 . 205 . 795 - . 067 - . 018 6 -2 . 103 - . 087 . 046 2 . 111 - . 056 - . 082 11 1 2 . 958 - . 005 - . 110 -2 . 899 .243 - .157 2 -1 . 916 - . 012 . 088 1 . 920 - . 184 . 096 3 . 704 - . 013 - . 014 - . 658 . 039 - . 042 4 -1 . 762 - . 013 . 083 1 . 768 - . 173 . 088 5 - . 795 . 059 . 018 . 802 - . 033 . 081 6 -2 . 111 . 035 . 082 2 . 118 - . 168 . 136 12 1 2. 900 - . 227 . 157 -2 . 894 . 251 - . 209 2 -1 . 921 . 173 - . 096 1 . 922 - - . 193 . 136 3 . 658 - . 036 . 042 - . 653 . 038 - . 050 4 -1 . 769 . 163 - . 088 1 . 770 - . 182 . 126 5 - . 802 . 028 - . 081 .. 802 - . 026 . 086 6 -2 . 119 . 156 - . 136 2 . 119 - . 169 . 172 13 1 2 . 894 .251 . 209 -2 . 900 - .227 - . 157 2 -1 . 765 - . 138 - . 136 1 . 768 . 126 . 107 3 . 771 . 079 . 050 - . 773 - . 071 - . 034 4 -1 . 613 - . 127 - . 126 1 . 615 . 116 . 100 5 -1 .431 - . 185 - . 086 1 .436 . 161 . 048 6 -2 .473 - . 248 - . 172 2 .479 .220 .120 14 1 2 . 899 . 243 . 157 -2 . 958 - . 005 . 110 2 -1 . 767 - . 135 - . 107 1 . 797 . 014 - . 054 3 . 773 . 075 . 034 - . 793 . 007 . 040 4 -1 . 615 - . 125 - . 100 1 . 643 . 013 - . 049 5 -1 .435 - . 169 - . 048 1 .492 - . 057 - . 072 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :14 pm Page 2 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2"X10 ' @5 'OC 21LL 140MPH Vult Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 6 -2 .478 - . 234 - . 120 2 . 545 - . 032 - . 097 15 1 2 . 958 . 034 - . 110 -3 . 025 . 221 - . 107 2 -1 . 797 - . 032 . 054 1 . 831 - . 099 . 024 3 . 793 . 001 - . 040 - . 816 . 088 - . 061 4 -1 . 642 - . 030 . 049 1 . 673 - . 090 . 021 5 -1 .493 . 042 . 072 1 . 556 - .286 . 308 6 -2 . 545 . 007 . 097 2 . 619 - .293 .250 16 1 3 .478 . 261 . 107 -3 .523 - . 074 . 175 2 -2 . 042 - . 118 - . 024 2 . 065 . 023 - . 095 3 . 988 . 102 . 061 -1 . 004 - . 037 . 056 4 -1 . 865 - . 108 - . 021 1 . 886 . 020 - . 087 5 -2 . 122 - . 367 - . 308 2 . 165 . 188 - . 158 6 -3 .212 - .369 - . 250 3 .262 . 159 - . 194 17 1 3 . 522 . 111 - . 175 -3 . 577 . 111 . 176 2 -2 . 065 - . 045 . 095 2 . 093 - . 068 - . 071 3 1 . 003 . 048 - . 056 -1 . 022 . 029 . 075 4 -1 . 885 - . 040 . 087 1 . 911 - . 063 - . 064 5 -2 . 163 - . 211 . 158 2 . 215 0 . 000 - .370 6 -3 .260 - . 194 . 194 3 .322 - . 054 - .334 18 1 3 . 577 - . 108 - . 176 -3 . 633 .330 - . 261 2 -2 . 093 . 067 . 071 2 . 121 - . 180 . 175 3 1 . 022 - . 028 - . 075 -1 . 042 . 105 - . 058 4 -1 . 911 . 062 . 064 1 . 937 - . 165 . 163 5 -2 . 215 - . 001 . 370 2 . 268 - . 210 - . 161 6 -3 . 322 . 052 . 334 3 .384 - .300 . 017 19 1 - . 132 .467 .498 . 115 - . 394 - . 214 2 . 075 - . 273 - . 304 - . 065 .236 . 136 3 - . 040 . 135 . 134 . 034 - . 110 - . 054 4 . 068 - . 251 - . 281 - . 060 . 217 . 126 5 . 082 - . 125 . 003 - . 065 . 055 - . 062 6 . 121 - . 309 - . 237 - . 101 . 227 . 061 20 1 - . 241 . 332 . 214 . 210 - .285 - . 039 2 . 141 - . 200 - . 136 - . 125 .176 . 030 3 - . 069 . 092 . 054 . 058 - . 075 - . 006 4 . 130 - . 184 - . 126 - . 116 . 163 . 028 5 . 080 - . 030 . 062 - . 083 . 035 - . 081 6 . 171 - . 180 - . 061 - . 162 . 165 - . 038 21 1 - . 340 . 100 . 039 . 338 - . 099 . 017 2 .207 - . 064 - . 030 - .207 . 064 - . 007 3 - . 092 . 025 . 006 . 091 - . 024 . 008 4 . 191 - . 059 - . 028 - . 192 . 060 - . 006 5 . 088 . 022 . 081 - . 089 - . 022 - . 068 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :14 pm Page 3 1 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2 "X10 ' @5 'OC 21LL 140MPH Vult Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 6 . 229 - . 033 . 038 - . 230 . 034 - . 057 22 1 - . 344 - . 018 . 038 . 338 . 018 - . 074 2 . 222 . 008 - . 017 - . 225 - . 008 . 033 3 - . 085 - . 007 . 015 . 080 . 007 - ..029 4 . 209 . 007 - . 015 - . 215 - . 007 . 029 5 . 085 . 050 - . 085 - . 091 - . 050 . 186 6 . 237 . 044 - . 078 - . 242 - . 044 . 166 23 1 - . 338 - . 018 . 074 . 333 . 018 - . 110 2 . 225 . 008 - . 033 - .229 - . 008 . 048 3 - . 080 - . 007 . 029 . 074 . 007 - . 043 4 . 215 . 007 - . 029 - . 220 - . 007 . 043 5 . 091 . 050 - . 186 - . 096 - . 050 .286 6 . 242 . 044 - . 166 - . 248 - . 044 . 254 24 1 1 .454 . 26495 2 - . 770 - . 154 - . 048 . 764 . 154 - .298 3 .470 . 079 . 043 - .480 - . 079 . 135 4 - . 685 - . 140 - . 043 . 675 . 140 - .273 5 - . 850 - . 104 - . 286 . 840 . 104 . 052 6 -1 . 258 - . 200 - .254 1 . 248 .200 - . 197 25 1 -3 . 175 . 009 0 . 000 3 . 175 - . 005 . 016 2 2 . 267 . 002 0 . 000 -2 .267 . 001 . 001 3 - . 601 . 007 0 . 000 . 601 - . 003 . 011 4 2 . 105 . 005 0 . 000 -2 . 105 0 . 000 . 005 5 .453 . 007 0 . 000 - .453 - . 002 . 010 6 2 . 120 . 005 0 . 000 -2 . 120 - . 001 . 006 26 1 -3 . 175 . 005 - . 016 3 . 175 - . 001 . 023 2 2 . 267 - . 001 - . 001 -2 . 267 . 003 - . 002 3 - . 601 . 003 - . 011 . 601 . 001 . 013 4 2 . 105 0 . 000 - . 005 -2 . 105 . 003 . 003 5 .453 . 002 - . 010 - .453 . 001 . 011 `6 2 . 120 . 001 - . 006 -2 . 120 . 003 . 004 27 1 -3 . 175 . 001 - . 023 3 . 175 . 002 . 022 2 2 .267 - . 003 . 002 -2 . 267 . 005 - . 010 3 - . 601 - . 001 - . 013 . 601 . 005 . 007 4 2 . 105 - . 003 - . 003 -2 . 105 . 007 - . 008 5 .453 - . 001 - . 011 - .453 . 005 . 005 6 2 . 120 - . 003 - . 004 -2 . 120 . 007 - . 006 28 1 -3 . 175 - . 002 - . 022 3 . 175 . 006 . 013 2 2 .267 - . 005 . 010 -2 . 267 . 007 - . 023 3 - . 601 - . 005 - . 007 . 601 . 008 - . 006 4 2 . 105 - . 007 . 008 -2 . 105 . 011 - . 026 5 .453 - . 005 - . 005 - .453 . 009 - . 009 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :14 pm Page 4 n STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -21'X10 ' @5 ' OC 21LL 140MPH Vult Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 6 2 . 120 - . 007 . 006 -2 . 120 . 011 - . 023 29 1 -2 . 191 . 005 - . 013 2 . 191 - . 001 . 019 2 1 . 417 . 004 . 023 -1 .417 - . 001 - . 018 3 - . 524 . 005 . 006 . 524 - . 002 . 001 4 1 . 303 . 006 . 026 -1 . 303 - . 002 - . 019 5 . 853 . 001 . 009 - . 853 . 003 - . 012 6 1 . 759 . 002 . 023 -1 . 759 . 001 - . 022 30 1 -2 . 191 . 001 - . 019 2 . 191 0 . 000 . 019 2 1 .417 . 001 . 018 -1 .417 - . 001 - . 017 3 - . 524 . 002 - . 001 . 524 - . 001 . 002 4 1 . 303 . 002 . 019 -1 . 303 - . 001 - . 018 5 . 853 - . 003 . 012 - . 853 . 004 - . 013 6 1 . 759 - . 001 . 022 -1 . 759 . 002 - . 023 31 1 -2 . 191 0 . 000 - . 019 2 . 191 . 001 . 019 2 1 . 417 . 001 . 017 -1 . 417 0 . 000 - . 017 3 - . 524 . 001 - . 002 . 524 0 . 000 . 002 4 1 . 303 . 001 . 018 -1 . 303 0 . 000 - . 018 5 . 853 - . 004 . 013 - . 853 . 005 - . 016 6 1 . 759 - . 002 . 023 -1 . 759 . 003 - . 024 32 1 -2 . 191 - . 001 - . 019 2 . 191 . 005 . 013 2 1 .417 0 . 000 . 017 -1 .417 . 002 - . 019 3 - . 524 0 . 000 - . 002 . 524 . 004 - . 003 4 1 . 303 0 . 000 . 018 -1 .303 . 004 - . 022 5 . 853 - . 005 . 016 - . 853 . 009 - . 029 6 1 . 759 - . 003 . 024 -1 . 759 . 007 - . 034 33 1 -3 . 175 . 006 - . 013 3 . 175 - . 002 . 022 2 1 . 860 . 007 . 019 -1 . 860 - . 005 - . 007 3 - . 906 . 008 . 003 . 906 - . 004 . 010 4 1 . 699 . 010 . 022 -1 . 699 - . 007 - . 005 5 2 . 046 . 011 . 029 -2 . 046 - . 008 - . 010 6 3 . 010 . 012 . 034 -3 . 010 - . 008 - . 014 34 1 -3 . 175 . 002 - . 022 3 . 175 . 001 . 023 2 1 . 860 . 005 . 007 -1 . 860 - . 002 0 . 000 3 - . 906 . 004 - . 010 . 906 - . 001 . 014 4 1 . 699 . 007 . 005 -1 . 699 - . 003 . 005 5 2 . 046 . 008 . 010 -2 . 046 - . 004 . 001 6 3 . 010 . 008 . 014 -3 . 010 - . 004 - . 002 35 1 -3 . 175 - . 005 . 016 3 . 175 . 001 - . 023 2 1 . 860 0 . 000 . 002 -1 . 860 - . 002 0 . 000 3 - . 906 - . 003 . 012 . 906 - . 001 - . 014 4 1 . 699 - . 001 . 007 -1 . 699 - . 003 - . 005 5 2 . 046 0 . 000 . 005 -2 . 046 - . 004 - . 001 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 : 14 pm Page 5 1 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 'X24 ' -2 "X10 ' @5 'OC 21LL 140MPH Vult Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 6 3 . 010 . 001 . 003 -3 . 010 - . 004 . 002 36 1 -3 . 175 - . 009 0 . 000 3 . 175 . 005 - . 016 2 1 . 860 - . 002 0 . 000 -1 . 860 0 . 000 - . 002 3 - . 906 - . 007 0 . 000 . 906 . 003 - . 012 4 1 . 699 - . 005 0 . 000 -1 . 699 . 001 - . 007 5 2 . 046 - . 004 0 . 000 -2 . 046 0 . 000 - . 005 6 3 . 010 - . 004 0 . 000 -3 . 010 - . 001 - . 003 37 1 3 . 652 . 396 .498 -3 . 633 - . 322 - . 261 2 -2 . 302 - . 306 - . 322 2 . 303 . 246 . 140 3 . 920 . 058 . 121 - . 906 - . 050 - . 085 4 -2 . 117 - . 289 - . 299 2 . 119 . 232 . 127 5 - . 588 - . 056 - .410 . 590 . 064 . 371 6 -2 .260 - . 280 - . 561 2 . 262 . 239 . 389 38 1 3 . 633 - . 322 .261 -3 . 652 . 396 - .498 2 -2 . 122 . 176 - . 175 2 . 131 - . 213 .304 3 1 . 042 - . 103 . 058 -1 . 048 . 128 - . 134 4 -1 . 938 . 162 - . 163 1 . 946 - . 196 . 281 5 -2 . 268 . 205 . 161 2 .286 - . 275 - . 003 6 -3 .385 . 293 - . 017 3 .405 - . 375 . 237 39 1 - . 344 . 018 . 038 . 349 - . 018 - . 006 2 . 821 - . 099 - .387 - . 818 . 263 . 071 3 .364 - . 061 - . 263 - . 360 . 184 . 048 4 . 809 - . 098 - . 385 - . 804 . 262 . 070 5 . 264 . 036 . 058 - . 259 - . 036 . 005 • 6 . 820 - . 048 - . 248 - . 815 . 171 . 057 40 - 1 - . 352 . 018 . 017 . 349 - . 018 . 006 2 . 816 - . 387 - .358 - . 818 . 263 - . 071 3 . 356 - .278 - .256 - . 360 . 184 - . 048 4 . 800 - .387 - . 357 - . 804 .262 - . 070 5 .255 . 036 . 052 - . 259 - . 036 - . 005 6 . 812 - . 264 - . 230 - . 815 . 171 - . 057 41 1 - .344 - . 018 - . 038 . 349 . 018 . 006 2 .222 . 008 . 017 - .219 - . 008 - . 004 3 - . 085 - . 007 - . 015 . 090 . 007 . 002 4 .209 . 007 . 015 - . 205 - . 007 - . 003 5 . 085 . 050 . 085 - . 081 - . 050 . 002 6 . 237 . 044 . 078 - . 232 - . 044 - . 001 42 1 - .352 - . 018 - . 017 . 349 . 018 - . 006 2 . 217 . 008 . 007 - . 219 - . 008 . 004 3 - . 093 - . 007 - . 008 . 090 . 007 - . 002 4 . 201 . 007 . 006 - . 205 - . 007 . 003 5 . 077 . 050 . 068 - . 081 - . 050 - . 002 P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :14 pm Page 6 STEPHEN P . MASLAN BILLY SFILKAS - MITTITUCK, NY 24 ' X24 ' -2"X10 ' @5 ' OC 21LL 140MPH Vult Load Combination Results Mem Load Axial @ LJ Shear @ LJ BM @ LJ Axial @ GJ Shear @ GJ BM @ GJ No. Comb (kips) (kips) (K-ft) (kips) (kips) (K-ft) 6 . 228 . 044 . 057 - . 232 - . 044 . 001 43 1 - . 604 - . 001 0 . 000 . 602 - . 001 0 . 000 2 . 500 - . 001 0 . 000 - . 501 - . 001 0 . 000 3 - . 061 - . 001 0 . 000 . 059 - . 001 0 . 000 4 .466 - . 001 0 . 000 - . 468 - . 001 0 . 000 5 - . 251 - . 001 0 . 000 . 249 - . 001 0 . 000 6 . 203 - . 001 0 . 000 - . 206 - . 001 0 . 000 44 1 - . 604 . 001 0 . 000 . 602 . 001 0 . 000 2 .257 . 001 0 . 000 - . 259 . 001 0 . 000 3 - . 243 . 001 0 . 000 . 241 . 001 0 . 000 4 . 223 . 001 0 . 000 - . 225 . 001 0 . 000 5 . 698 . 001 0 . 000 - . 700 . 001 0 . 000 6 . 734 . 001 0 . 000 - . 736 . 001 0 . 000 45 1 . 714 . 001 0 . 000 - . 715 . 001 0 . 000 2 - . 634 . 001 0 . 000 . 633 . 001 0 . 000 3 . 045 . 001 0 . 000 - . 046 . 001 0 . 000 4 - . 603 . 001 0 . 000 . 602 . 001 0 . 000 5 .285 . 001 0 . 000 - . 286 . 001 0 . 000 6 - . 277 . 001 0 . 000 . 276 . 001 0 . 000 46 1 . 714 - . 001 0 . 000 - . 715 - . 001 0 . 000 2 - . 333 - . 001 0 . 000 . 333 - . 001 0 . 000 3 .270 - . 001 0 . 000 - .272 - . 001 0 . 000 4 - . 303 - . 001 0 . 000 . 302 - . 001 0 . 000 5 - . 893 - . 001 0 . 000 . 892 - . 001 0 . 000 6 - . 935 - . 001 0 . 000 . 934 - . 001 0 . 000 47 1 1 . 809 . 001 0 . 000 -1 . 794 . 001 0 . 000 2 -1 . 770 . 001 0 . 000 1 . 779 . 001 0 . 000 3 - . 018 . 001 0 . 000 . 033 . 001 0 . 000 4 -1 . 675 . 001 0 . 000 1 . 690 . 001 0 . 000 5 - .421 . 001 0 . 000 .436 . 001 0 . 000 6 -1 . 690 . 001 0 . 000 1 . 705 . 001 0 . 000 48 1 1 . 794 . 001 0 . 000 -1. 809 . 001 0 . 000 2 -1 . 021 . 001 0 . 000 1. 012 . 001 0 . 000 3 . 535 . 001 0 . 000 - . 551 . 001 0 . 000 4 - . 933 . 001 0 . 000 . 917 . 001 0 . 000 5 - . 974 . 001 0 . 000 . 959 . 001 0 . 000 6 -1 . 541 . 001 0 . 000 1 . 526 . 001 0 . 000 Notes : 1 . Positive axial forces act in the positive local (member) x direction. 2 . Positive shear forces act in the positive local (member) y direction . 3 . Positive bending moments act counter-clockwise . P-FRAME Linear Elastic analysis results Str No. 94 STEPHEN MASLAN 13 Dec 16 1 :14 pm Page 7 i ae 2 , 872444 fti 0 JL 3 I 24 ti 1 ' -i )R\/EY OF PROPERTY MATE: MATTITUCK r' )WN: 5OUTHOLD N FFOLK COUNTY, NY VEYED: OCT. 21, 2011 W =OLK COUNTY TAX # � - 10-1 - 1 - cl TEFIED TO: / 910S SFIKAS k SFS LrrY NATIONAL TME INSURANCE IPANY OF N EW YORK be UJB' d v ' o o r d -c k N � ar 1vvP�np¢-( 09�9 \140 -c 50, ROW P1 _ - - k9 x✓xC,LF' o . o o C) 0. 0 .00 - X20000, ` A Oho o \00 r O� oo %S\ ' o< ,`�� 1., uwv,aizea oneraion a omnan to a su-vey /C�.•^J,Ci. 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OR 2.44 ACRE5 RIVERHEAD,N.Y. 11901 O 40 80 120 369-8288 Fax 369-8287 REF.-C:\UsersUohn\Dropbox\l l\11-170.pro wmaa AMOPM f-%6w#M.WopbmNNHppe PROPOSEDod WOODED CARPORT FORSFIKAS �0 0 RESIDENCE EXISTING 10'X10' N SHED\ rn r EXISTING DECK XISTING POOL ON 41 WOODED / XISTING S�c0Q'� l 7'X12' SHED N 00 �1 Oo o GRAf� D AVE m MATTITUCK , NY 11952 � oo DATE : 11 / 14/ 16 SCALE : 1 = 1 ' -O "1 � 13�