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HomeMy WebLinkAbout37951-Z 2' SufrOL4, Town of Southold Annex 9/26/2013 34� aGy P.O.Box 1179 to i 54375 Main Road oy r Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 36534 Date: 9/26/2013 THIS CERTIFIES that the building ACCESSORY GARAGE Location of Property: 35900 CR 48,Peconic, SCTM#: 473889 See/Block/Lot: 69.4-5 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 4/5/2013 pursuant to which Building Permit No. 37951 dated 4/18/2013 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: unheated 30'X 60'accessorygarage as applied for. The certificate is issued to Jaswal, Saroj (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 37951 9/25/13 PLUMBERS CERTIFICATION DATED i riz d Si atur fat/ TOWN,OF SOUTHOLD BUILDING DEPARTMENT y TOWN CLERK'S OFFICE oy • o� 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#: 37951 Date: 4/18/2013 Permission is hereby granted to: Jaswal, Saroj 22 Nicole Ct Bohemia, NY 11716 To: construct an unheated 30' X 60' accessory garage as applied for At premises located at: 35900 CR 48, Peconic SCTM # 473889 Sec/Block/Lot# 69.-4-5 Pursuant to application dated 4/5/2013 and approved by the Building Inspector. To expire on 10/18/2014. Fees: ALTERATION OF ACCESSORY BUILDINGS $1,252.00 CO -ACCESSORY BUILDING $50.00 Total: $1,302.00 Building Inspector Form No_6 1 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 buffdipg 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. *Sw.orn statement from plumber certifying that the solder used in system contains less than 2110 of 1%lead. . S. 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 Epmpleted 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. Certificaie 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 $50.0a. 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- New Construction: Old or Pre-existing Building: (check one) Location of Property: �jJ`�Ct� (f6Orw`6t,1_ AG o House No.No. Street Hamlet Owner or Owners of Property: A � VJ _ Suffolk County Tax Map No 1000, Section �q Block Lot Subdivision Filed Map. Lot: Permit No. Date of Permit. Applicant: Health Dept.Approval , Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ AApt Sign ,ure OF SO(/l�ol Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Southold,NY 11971-0959 • . aQ roger.richerta-town.southold.ny.us �yCOWN,� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Jaswal Address: 35900 CR 48 City: Peconic St: NY Zip: 11958 Building Permit* 37951 Section: 69 Block: 4 Lot: 5 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: REP Electric License No: 46288-me SITE DETAILS Office Use Only Residential X Indoor X Basement Service Only Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor X Hot Tub Addition Survey Attic Garage X INVENTORY Service 1 ph 200a Heat Duplec Recpt 2 Ceiling Fixtures 2 HID Fixtures Service 3 ph Hot Water GFCI Recpt Wall Fixtures 4 Smoke Detectors Main Panel 3-10 A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture 4 Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect R3-1 Switches H Twist Lock Exit Fixtures TVSS Other Equipment: 200a underground service, 3-meters, 3-100a disconnects Notes: Inspector Signature: Date: Sept 25 2013 81-Cert Electrical Compliance Form.xls ' OF SOUIyo� courm TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 ,.4NSPECTION [ FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRI FINAL) REMARKS: DATE 711j, INSPECTOR t OF SOpT�o TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ 13FqV411DATION 2ND [ ] INSULATION [ FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: s DATE D 7 -31t,--3 INSPECTOR C 6�� SOUTyo{o G G Q • �O coum 0 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING/STRAPPING [ ] FINAL [ ] FIREPLACE & CHI [ ] FIRE SA NS TION [ ] FIRE RESISTA ONSTRUCTION [ ] FIRE RESISTANT PENE RATIO [ ] ELECT CAL .,UGH) [ ] ELECTRIC A L) REMA KS: h -A-4 LA DAT INSPECTOR .J ( �Of SOUTy hod 06 o��COUM'1,� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] I LATION [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FI L) REMARKS: C- c T DATE - INSPECTOR , r _ OF SOUjy�! �o • �o �y�OUNTI,a� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUG PLBG. [ ] FOUNDATION 2ND [ ] I L [ ] FRAMING /STRAPPING [ FIN L [ ] FIREPLACE & CHIMNEY [ ] FIR INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE INSPECTOR 1; t • • i �: ROUGH FRAAVNr PLUMING INSUL ATION PER N.Y. STATE ENERGY COW WIMP; L n_ �7bari Ammb�4t fAl 4' r 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. ��`57 Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Examined 4620 1-3E C E �n Storm-Water Assessment Form D v et: Approved 20 Mail to: Disapproved a/c FAFR ��1� Phone: Expiration (7 2 TOWNLOF SOUTHOLD uilding Inspector APPLICATION FOR BUILDING PERMIT Date ��S , 20 13 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-showirig 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 iniay authorize, iA 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. igna of/app cant orb �me, -if as corporation) (Mailing address of applicant) State whether applicant is owner, les ee, agent, a it , engineer, general contractor, electrician, plumber or builder Name of owner of premises � j�L�._ (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. ti. Plumbers License No. ' Electricians License No. Other Trade's License No. 1. Location of land on which proposed work,will be done: House Number Street Hamlet County Tax Map No. 1000 Section Block nLi Lot S 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 Building Addition Alteration Repair Removal Demolition J. Other Work (Description) 4. Estimated Cost Fee �- (To be paid on filing this application) 5. If dwelling, number of dwelling its Number of dwelling units on each floor If garage, number of cars ._ c t t: I ;A 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front Depth Height r o Stories Dimensions of same stru erations or additions: Front Rear Depth Height Number of Stories 8. Dimensions of entire new construction: Front e-0` Rear 7 Depth C� Height 1q, Number of Stories Z 9. Size of lot: Front Rear Depth - Z�l 10. Date of Purchase G -)1J -Z4VZ Name of Former Owner/L-tkZ&!2>4 9 4 ]�LEJ(.) nXone 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 NOV, Will excess fill be removed from premises? YES NO 14. Names of Owner of premises kep Mess p - / Phone No. Name of Architect Wbe7coikj 0A Address' ):j"OJ4 j& Phone No �] -j t:144,-n Name of Contractor MoT1 ya el-AD4 Address 3:1 j4 11 Y, Phone No. ? �j./�e O 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO * IF YES, SOUTHOLD TOWN TRUSTEES &D.E.C. PERMITS MAYREQUIRED. 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 NOX * IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF6LAqr�- j being duly sworn, deposes and sa s that(s)he is the applicant (Name of individual signing contract) above named' ®NNIE D. BUNCH Notary Public, state of New York No.01 BuG185050 (S)He is the Qualified in suffnik r r,F,n,4, (Contractor, Agent, C � icer, etc.) ornrnission Expires April 1,?I,2_ of said owner or owners, and is du y 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 th' `n day of 4 20j�)_ Notary Public S' t of plicant �o��4f 5U�jyD` 0 Town Hall Annex Jf ( Telephone(631)765-1802 54375 Main Road G (631)765� QoP.O.Box 1179 r0 er-dchertO wn.sou nV us Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Date: Company Name: Name: , A,U License No.: (P 2- `,•� !' Address: G 6x Co �-7`.1_.i Phone No,: 6-3 ( 6 �p0 3 JOBSITE INFORMATION: (*Indicates required information) *Name: J (� 5 *Address: C C N G *Cross Street: 'j 06 79. *Phone No.: a 3 Permit No.: _ -�3 l 2 S`/ Tax-Map District: 1000 Section: Block: Lot: *BRIEF DESCRIPTION OF WORK(Please Print Clearly) -CAJ lb el-C. /CQ d- L� G (Please Circle All That Apply) *Is job ready for inspection: YE O Rough In Final *Do-you need a Temp Certificate: YES/ NO Temp Information(If needed) *Service Size: 1 Phase 3Phase 100 150 ZOQ 300 350 400 Other *New Service: Re-connect Underground Number of Meters Change of Service Overhead Additional Information: PAYMENT DUE WITH APPLICATION b .82�Request for inspection Form _ a-1 O O 0 i I I osiwttk ° To-,vyn of Southold - Chapter 236 - StormlArater Management 4' SWPPP - Storm Water Pollution Prevention Plan Assessment Form �l GENERAL INFORMATION: (All Requested Information is Required for a Complete Application) A�PPyLJCANT NAME: Owner-Agent-Consultant-Contractor or Other (Circle One) Pr eArty,(YINNER:Of Dlffegnt than Applicant) rrss P_ A ress: , 64CX- ` i Tele ne# C� Fax p elephone Fax $ i -Z - 3 E-Ma7r t I fgpn7brE-Mail- l• I i Property Address:• lye t7.r.� r,� •C Brief Description of Construction Activity,Proposed Structural BMPs,Soft S.C.7.M.fl: f�Y/ —YTJ Stat alliration BMPs,Project Scope and/or Sequence of Construction Activity j 9000 lProoide Addihonet Pops as Needed) DtsbW Section abek Let ) i -" I Narne of Contractor and/or Contact Person Responsible for implementation of SWPPP: Address � _ �- ---------------------- Telephone Fax --------------------------------------------- I . E-Mail. ----_--.....- ------------------------ i ----------------------------------•----------- Name of Persons Responsible for Install 8 Matntjenance of Erosion Control Practice: VK� ---- ------------------ Address: f-Ci`-'L ------------------- ----------------- -- --- I Telephone#: Fax#: ------------------------------- E-/loll: Total Area of All Total Area of Land Clearing ]�� ProjectParces: _ and/or GroundDsturbance: —/./lK�1/— -_---___--_______________________-__-__-_--_ Project Duration: start End •,..__.___,.,_-..-_---^`__________.._,__.__._.__.._._..___.__.._ (Anticipated) Date: D21e: i (Mvnear d Corendor Ouyst , Will this Project Disturbe five(5)or More Acres at Q Any Ono-Time During.the Proposed Development 7 Yes .VN ---------------------------------=----------- • - r If YES-Please Answer theFoilowingl -----------------------.---------.._-------------- a. Does the Applicant have a QuallW Inspector On Q Q Staff To Conduct the Required Inspections? Yes No b_ Does the SWPPP Indicate How Frequently the Site Q Q List the NAMES or description of all Potentially Impacted Waterbodies and/or Wetlands: Inspections will Occur and for What Period of Time? Yes No c. Does the SWPPP Adequately Identify All Temporary Q Q and/or Permanent SoilStabaiizationMeasures? Yes - No d_ Does the SWPPP Adequately Identify a Complete. Q Q I Project Phasing Plan? Yes No Status of Impacted Waterbody:(eg_TMDL,303(d)Listed,Impaired_) e. Does the SWPPP Indicate Additional Site Specific Q Q I Practices that Will be Utilized to Protect Water Quality? Yes No I. Has the Applicant Submitted a Completed DEC Notice Type of Impacted WaterWdy:leg.Lake,Creek,Bay,Pond,Sound,Freshwater Wcaand...) Of Intent and SWPPP Acceptance Form for Review Q 0 by the Town of Southold? Yes No CONNIE D. BUNCH SPATE OF NF.W YORK, � No.01 BU6185050 I COUNTY OF.....................dL-�.....SS Qualified in Suffolk County ' Commission Expires April 14,2—CIC , i That I,....... r.�r(- Tt% ....TF- -Y........being drily sworn,depdses and says that lie/she is the applicant for Permit, (Name of individual signing Document) And that he/she is the ...... ............... ............................................... - ................. ...... . (ITtvte.t�Dtrado,agertt,Ccrpcaa6e.omee,eta) . Owner and/or representative of the Owner or Owners,and is duly authorized to perform or have performed the said work and to make and file this applications that all statements contained in this application are true to the best of his knowledge and belief;and that the work wiR be performed in the manner set forth in the application filed herewith. I Sworn to berficirT me this; ......... - clay of...: ..... Notary Public: ........................._ ---••• - •. .l:�P.... .... ........ .. . 1............._......... St cur of i) i SWPPP Assessment FORM: 03-12 I• f`y TOWN OF SOUTHOLD PROPERTY RECORD CARD OWNER STREET 2� r�E` VILLAGE DIST. SUB. LOT Sc,rp ' 5 via FORME WNER N E ACR. $ W TYPE OF BUILDING ES. j SEAS. VL. FARM COMM. CB. MICS. Mkt. Value 0 i LAND IMP. TOTAL DATE REMARKS 1 Q I ® � u c? S/z3 �� 1 '� In c / -J�ler»a�e 4c �L c dQ� �'idr - 17, I-7 On 3 0c) 55©d a 7�� `� a12"cA n'7 '.: i► .s� �a;�Y'�� �'�il beek r � �c 3 �k _ o ?© " AGE BUILDING CONDITION NEW NORMAL BELOW ABOVE FARM Acre Value Per Value ev--r} � � Acre �- Tillable - FRONTAGE ON WATER Woodland FRONTAGE ON ROAD ' \\eadowl-and DEPTH \'se Plot BULKHEAD \ DOCK . • •, rrl NONE 7 NN MEMO■ 1 , ° �iONE■■NONE■■■■■■■■■■■■■■■ OMEN no MEMO■■■■iO Elm■■moos EMENE III ME M ON MEMO No BE INEM ■■OM■ ■�MiNE■NE " No NE■■■EN■■E■■■■ MEMO ommommi IN 0 MEN No NESE ME ■■■E■oME■■M MEN■■M■■MOO■ E ■■■= ME■■■EII�■MEN■■■■E OMEMO' OMENSM■■ 0 ■ IM11MM MEN MEREMEMMEM M ■■■■■ MEN MEMO ■■■■■■ ■■■EM■EN■■■E■■■■■■■■E■ wi Type Roo Room' s''Ist Floor Dormer Y - • r .4 ;a �IyN POLE R •. 4 • ,..�• :.' Y.. 4 '. e. ° .�r •'a • MENT • r pUND e •y ,y .°• EDGE Of ,. CON0. MON. s S Fjb •; •� ,,; -� 102•89 ;' �_ 'p RHEAD WIRES -UTILIT7•. pNC- " L-62 4 1 —' �L26 a ano K FENsroCEcfG4DE OUND ON I FENCE N/0/F r .a COW- M I o•L KIMON ZORGIOS I & ARIS ZORGIOS 1 1 1co 1 o U1 e 1 0 . 1 J 1 1 ���111 � r•�. j n7 N 63°27'40" E I N 7.6' �, I 88.20' Nx _ — 52.2' O — 7.1.a' 1 ?m HOUSE 1 FENCE STOCKADE FENCEo 00N. 0.4'W. FOUND FENCE ATE 10.23' w CONC. MON. O.L o• w °sn • CHIMNE`! • °= :20.5' y 1 •rto rn I 00 PLAT. Z I • d a OOF R ; 6.5' C y • • OVERHANG N 1 W ••; � -c ...• is �l) :°a �.. e •. 0.2 17.4' ° EDGE OF WOODS 5.3' II r'7 ,-BARN 40.2• 3.9'E— FRAME BARN w ----- 141_7 ---- ----------- —— METAL BARN •_ - 40.0__ —J r I BARN 3.3'E. �Y J .;. Cr,,-CONC. COVER 75' .. PROPO - 162' 78' 6Q� • t i f� EDGE OF Wo00S `I. 'a F i wnonFn _ 1 of 17 FOR: RONNIE JASWAL JOB# 128026505 35900 CR 48, Southold, NY 11971 r BUILDING USE: Residential Accessory BUILDING DESCRIPTION: WIDTH..................................... BW:= 30•ft LENGTH.................................. BL:= 60•ft SIDE OVERHANG WIDTH......... SOW := 1•ft END OVERHANG WIDTH.......... EOW 1•ft GRADE TO HEEL HEIGHT........ HH:= 13•ft ROOF SLOPE.......................... RS:= 6 /12 RAFTER SPACING................... BS:= 12 ft & 9.ft END BAY SPACING.................. EBS := 10•ft SIDE BAY SPACING......... SBS:= 10ft CENTER BAY SPACING......... 'CBS:= ]Oft BUILDING VOLUME.................. BV =32363 ft3 PEAK HEIGHT.......................... PH=21.7 ft DESIGN LOADS: WIND SPEED............................. .V.,.:= 120.mph EXPOSURE CATEGORY............. .EC:= "B" ENCLOSURE CLASSIFICATION... EnC:= "ENCLOSED" WIND IMPORTANCE FACTOR..... IW:= 1.0 GROUND SNOW LOAD............. pg 20•psf SNOW;EXPOSURE FACTOR.... SEF:= "PARTIALLY" S-NOW'IMPORTANCE FACTOR.. I,:= 1.0 THERMAL FACTOR.................. Ct:= 1.2 ROOF SURFACE..................... Surface:= "SLIPPERY" SLOPED ROOF SNOW LOAD ps:= 0.7•C,.Is.pg.Ct-Cs ps = 13.3•psf MINIMUM ROOF LIVE LOAD L,:= 20•psf•Rj•R2 L,= 18•psf DESIGN LIVE LOAD................... LL= 18•psf DEAD LOAD............................... DL:= 4•psf FUTURE CEILING LOAD............. CL:= 4•psf, Q 1E QYa6 REFERENCED STANDARDS: ASCE 7-05 ®F YO�,t NYBC 2010 A'' NDS 2001 �. 4 ,Q co ° T 0' °0� c° Ab. 03 . 04 , l3 i 2of17 WIND CALCULATION: PAM PAM EH= 14.229 ft PA4E1 PA1 E1 HH= 13 ft SBS= 10 ft J CBS= 10 ft l SBS= 10 ft J WIND DESIGN COEFFICIENTS: WIND DIRECTIONALITY FACTOR.................................................. K,i:= 0.85 3-SECOND GUST SPEED POWER LAW EXPONENT..................... a=7 NOMINAL HEIGHT OF THE ATMOSPHERIC BOUNDARY LAYER.... zQ= 1200ft MEAN ROOF HEIGHT................................................................... H= 17.979•ft HEIGHTABOVE GROUND LEVEL (ASCE minimum)....................... z=30ft VELOCITY PRESSURE EXPOSURE COEFFICIENT........................ KZ= 0.7 VELOCITY PRESSURE... q:= 0.00256•K,.Kd•V3S2•Iw psf q =21.953•psf EDGE STRIP WIDTH....... ESW=3 ft END ZONE WIDTH.......... EZW=6 ft INTERNAL PRESSURE COEFFICIENTS: GCpi.rN =—0.18 GCpi.OUT= 0.18 EXTERNAL PRESSURE COEFFICIENTS-CASEA-TRANSVERSE LOADING: END ZONES INTERIOR ZONES GCpf.A.lE= 0.728 GCpf.A.l =0.55 GCpf.A.2E=—0.19 GCpf.A.2 =—0.099 GCpf.A.3E=—0.585 GCpf.A.3 =—0.447 GCpf.A.4E=—0.535 GCpf.A.4 =—0.391 GCpf.A.5E=0.728 GCpf.A.5 =—0.45 GCpf.A.6E=—0.535 GCpf.A.6 =—0.45 3of17 MWFRS DESIGN PRESSURES -CASE A -TRANSVERSE LOADING: END ZONES PAJE.1 q'(GCpf.A.IE-GCpi.IN) PA.lE.1 = 19.928•psf PA.2E.1 q'(GCpf.A.2E- GCpi.IN) PA.2E.1 =—0.226•psf PA.3E.1 q'(GCpf.A.3E- GCpi.IN) PA.3E.l =—8.89•psf PAAE.1 q'(GCpf.A.4E- GCpi.IN) PAAE.1 =-7.792•psf PA.IE.2 q'(GCpf.A.IE-GCpi.OUT) PA.IE.2 = 12.025•psf PA.2E.2 q'(GCpfA.2E-GCpi.OUT) PA.2E.2 =—8.129•psf PA.3E.2 q'(GCpf.A.3E-GCpi.OUT) PA.3E.2 =—16.793•psf PAAE.2 q'(GCpf.A.4E-GCpi.OUT) PAAE.2 =—15.695•psf INTERIOR ZONES PA.1.1 q'(GCpfA.l - GCpi.IN) PA.1.1 = 16.019•psf PA.2.1 q'(GCpfA.2 - GCpi.IN) PA.2.1 = 1.775•psf PA.3.1 q'(GCpf.A.3 - GCpi.IN) PA.3.1 =—5.865•psf PA.4.1 q'(GCpf.A.4 - GCpi.IN) PA.4.1 =—4.623•psf PA.1.2 q'(GCpf.A.l - GCpi.OUT) PA.1.2 = 8.116•psf PA.2.2 q'(GCpf.A.2 - GCpi.OUT) PA.2.2 =—6.128•psf PA.3.2 q'(GCpf.A.3 -GCpi.OUT) PA.3.2 =—13.768•psf PA.4.2 q'(GCpf.A.4 - GCpi.OUT) PA.4.2 =—12.526•psf 4of17 EXTERNAL PRESSURE COEFFICIENTS-COMPONENTS AND CLADDING: GCpl.l := 0.5 GCpl.2:= -0.9 GCp2.1 := 0.5 GCp2.2 := -1.7 GCp3.1 := 0.5 GCp3.2:= -2.6 GCpq I := 1.0 GCpq 2:= -1.1 GCp5.1 := 1.0 GCp5.2:= -1.4 COMPONENTS AND CLADDING DESIGN PRESSURES: Pccl.I q,(GCpl.l -GCpi.IN) Pccl.l = 14.928•psf PCC2.1 = q'(GCp2.1 -GCpi.IN) PCC2.1 = 14.928•psf PCC3.1 q'(GCp3.1 -GCpi.IN) PCC3.1 = 14.928•psf PCc4.1 q'(GCp4.1 -GCpi.IN) PCC4.1 =25.904•psf PCC5.1 q'(GCpS I -GCpi.IN) PCC5.1 =25.904•psf PCcl.2 q'(GCpl.2 - GCpi.OUT) PCCI.2=-23.709•psf PCC2.2 q'(GCp2.2 -GCpi.OUT) PCc2.2 =-41.271•psf PCC3.2 q'(GCp3.2 -GCpi.OUT) PCC3.2 =-61.028•psf PCC4.2 q'(GCp4.2 -GCpi.OUT) PCC4.2 =-28.099•psf PCC5.2 q'(GCp5.2 -GCpi.OUT) PCC5.2 =-34.685•psf L 5of17 SIDE WALL COLUMN DESIGN CRITERIA: BS:= 10.5A (Effective Rafter Spacing) Moments at points Ma and Mb and uplift are taken from the attached computer program output for building frame analysis. Ma:= 7142.5.ft1b Mb:_ —5360.9!ftlb HH:= I Ift (Effective Height with Deck) Uplift:= 263.4•lb DECKSide:= 26251b (DECK x 0.8 = 0.75 LL Reduction) (DECK x 0.2 = DL) Check # 1 -3/4 wind, 3/4 LL, Full DL (a)base 11 Axial—Reduced_Live:= [(0.75•LL) + DL+ CL]•BS• SBS + SOWJ + DECKs;de•0.8 2 Axial—Reduced—Live= 3454.5•lbf PN:= Axial—Reduced—Live— jUplift•.751 PN=3256.95•lbf P Ma.reduced Ma'.75 Ma.reduced=5356.875•ftlb 0 Mb.reduced Mb'•75 0 Mb.reduced =—4020.675•ftlb 1.5•ft Column—Size= "3 -2x8 Laminated Column w/2x8 stiffener" M. 1.5•ft Id= 18.21 M X= 1.5•ft A=32.62•in Z A, = 32.62•in2 S =39.42•in3 SS =39.42•in3 Fc= 1650•psi Fc S = 1650•psi Fb= 1730•psi Fbs = 1730•psi Ft= 825•psi Ft,,= 825•psi At=32.625•in2 At.,=32.625•in2 PN 2 I Mal.12•I ft INTERACTION VALUE:= + 1 A F1C.1.6 fc S•Fb•1.6. 1 — FCE INTERACTION VALUE= 0.849 6of17 Check#2 - 3/4 wind, 3/4 LL, Full DL Co)-splice ( 1 PN 2 IMbI 12I ftJ INTERACTION VALUE:_ + As•F1c'1.6 fe Ss'Fb.s'1.6. 1 — FCE INTERACTION VALUE= 0.64 Check# 3 - Full LL, Full DL Total—Axial:= (LL + DL+ CL)•BS•�SBS + SOW I + DECKside z ) Total Axial =4263•lbf INTERACTION_VALUE:_ Total—Axial A•F1C.1.15 INTERACTION VALUE=0.14 Check#4 - Full Wind, Full DL C@ base Axial—Dead:= (DL+ CL)•BS•�SBS + SOWJ + DECKside'0.2 2 Axial Dead = 1029•lbf PN:= Axial—Dead — I Upliftl PN=765.6•lbf PN 2 I Mal.12. in INTERACTION VALUE:_ + — ft) A•F1c*1.6 fc S Fb 1.6 1 — FCE INTERACTION VALUE= 0.798 Check # 5 - Full wind, Full DL @ splice in PN 2 IMbI•12•(ft) INTERACTION VALUE:_ + — As•F1c,1.6 fe Ss'Fb.s'1.6. 1 — FCE INTERACTION VALUE= 0.599 7of17 SIDE WALL EMBEDMENT: Design Criteria: Restrained at ground with Base Anchor Straps in concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d := 4•ft S3:— 1600•psf hP:= Ma B =0.711 ft Given d2 = 4.25•hP lb C S3•B S3 = 150.2.1.33•d• cu lt) d := Find(d,S3) S3 COLUMN EMBEDMENT DEPTH: d =4.748ft S3 = 1894.255•psf Soil Classification #4 BASE ANCHOR STRAP CHECK: 300 Horizontal Shear at Grade: 3/16"X3/4"X30" H.R. Flat Steel SHEAR= 1318.4•Ibf Allowable Shear resisted by two Base Anchor Straps: 0.177" x 2.25" Consider 22,000 psi steel Stainless Steel Steel Area = 0.105 in2 Anchor Nails Therefore Allowable Shear = 4620 lb 3 Member Column Allowable Shear resisted by 8 -Stainless Steel Nails: = 8(216)(1.6) = 2764 lb Allowable Withdrawal of Strap in Concrete: _ (1.0 in)(0.75 in)(2)(2000 psi) = 3000 lb 8of17 SIDE WALL FOOTING: Allowable Soil Bearing Pressure:= 2000•psf P.— rrSBSI + SOW]•BS•(14psf + DL+ CL) + DECKside=4011•lb Footing—Diameter:= 24•in Footing Thickness= 10•in Footing_Diameter2.,a 2 Areaact�= Areaact= 3.142 ft 4 Areareqd P Arearegd=2.005 ft2 Allowable—Soil—Bearing_Pressure SIDE WALL FOOTING UPLIFT: UPLIFT:= 677.1lb d =4 ft Ri = 12•in R2:= d•tan(.5236) + Ri P R3:= R2— Ri RZ=3.309•ft 7 Soil Volume Above Footing V:= 1 7r•d•(R12+ R22+ Ri R2) 3 Ri = I. V= 63.928 ft3 7d =4ft Total Soil Weight Allowable_Soil_Weight:= 100•pcf TSW:= V•AllowableSoil_Weight TSW =6392.758•Ib o Building Dead Load BDL:= Axial Dead BDL= 1029•lb �•. Total Weight on Footing •p . e TWF := TSW + BDL TWF =7421.758•lb � = 24•in COLUMN TO FOOTING CONNECTION: NET UPLIFT:= UPLIFT— (0.6•BDL) NET UPLIFT= 59.7•lb No. of Nails Required to Resist Uplift = NAILS = I 9of17 INTERIOR COLUMN DESIGN CRITERIA: BS:= 10.5ft (Effective Rafter Spacing) Moments at points Ma and Mb and uplift are taken from the attached listing of computer program for building frame analysis. Ma:= 7609.9•ftlb Mb:_ —4754.1•ftlb HHInt:= 1 lft(Effective Height with Deck) (DECK x 0.8 = 0.75 LL Reduction) Uplift:= 445.4•lb DECK;r,t:= 52501b (DECK x 0.2 = DL) Check# 1 -3/4 wind, 3/4 LL, Full DL Cab_base r1 Axial Reduced Live:= [(0.75•LL) + DL+ CL]•BS• SBS CBS\— + J + DECK;,,t•0.8 2 2 Axial—Reduced—Live=6457.5•lbf P PN:= Axial—Reduced—Live— I Uplift•.75I PN= 6123.45•lbf 0 13 Maxeduced Ma•75 0 Ma.reduced= 5707.425•ftlb Mb.reduced MW.75 Mb.reduced =—3565.575•ftlb 1.5•ft MB 1.5•ft M X= 3•ft Column—Size= "3-2x8 Laminated Column w/2x8 stiffener" ld= 18.21 MAIM A=32.62•in2 A, = 32.62•in2 S = 39.42•in SS =39.42•in Fc= 1650•psi Fc,s= 1650•psi Fb= 1730•psi Fb s = 1730•psi Fr= 825•psi Ft,= 825•psi At=32.625•in2 At,=32.625•in2 in PN 2 IMaI•12•(ft) INTERACTION VALUE:_ + — A•F1�1.6 fc S•Fb•1.6 1 — FCE INTERACTION VALUE= 0.986 10 of 17 Check #2 - 3/4 wind, 3/4 LL, Full DL Cad splice PN 2 IMbI 12 (ft) INTERACTION VALUE:_ + — (AS*FI1.6)� f� Ss.Fb.s•1.6 1 — FcE INTERACTION VALUE= 0.628 Check # 3 - Full LL, Full DL r1 Total Axial Int:_ (LL + DL+ CL)•BS•\SBS— + CBS) + DECK;nc 2 2 Total Axial Int=7980•lbf INTERACTION_VALUE:_ �Total—Axial— Int A•F1C*1.15 INTERACTION VALUE= 0.262 Check #4 - Full Wind, Full DL (a) base (Axial—Dead := (DL+ CL)•BS• SBS CBS)J + DECK;,,c•0.2 2 2 Axial Dead = 1890•lbf PN:= Axial_Dead — lUpliftl PN= 1444.6•ibf in PN 2 I Mal.12•\ft/ INTERACTION VALUE:_ + �A-FIC'1.6) f� S•Fb•1.6. 1 — FcE INTERACTION VALUE= 0.863 Check# 5 - Full wind, Full DL (a)_ splice PN 2 IMbi-12•(ft) INTERACTION VALUE:_ + — �AS.Flc.1.6 f� Ss.Fb.s•1.6. 1 — FcE INTERACTION VALUE= 0.54 11 of 17 INTERIOR WALL EMBEDMENT: Design Criteria: Restrained at ground with concrete floor To find required embedment depth, solve simultaneous equations below Initial try: d := 4•ft S3 := 1600•psf hP:= Ma B = 0.711 ft Given d2 = 4.25•hP C lb S3'B S3 = 150.2.1.33•d• J cuft d := Find(d,S3) S3 COLUMN EMBEDMENT DEPTH: d =4.849ft S3 = 1934.705•psf Soil Classification #4 INTERIOR FOOTING: Allowable Soil Bearing Pressure:= 2000•psf P:= (SBS + CBS) BS•(14psf + CL+ DL) + DECKint= 7560•lb Footing_Diameter:= 30•in Footing Thickness= 10•in Areaact:= Footing_Diameter2•rr 2 Areaact=4.909 ft 4 Areareqd P Arearegd=3.78 ft2 Allowable Soil_Bearing_Pressure 12 of 17 INTERIOR FOOTING UPLIFT: UPLIFT:= 1754.1 Ib d =4 ft R, = 15•in R2:= d•tan(.5236) + R, P R3:= R2—RI RZ=3.559•ft Soil Volume Above Footing V:= Lrr•d•(Rj2+ R22+ R1•R2) 3 R, = 1.25•ft V=78.251 ft3 II—II II—II Total Soil Weight _ Allowable_Soil_Weight:= 100•pcf � I I TSW:= V•Allowable—Soil_Weight TSW =7825.138•lb o d =4 ft Building Dead Load BDL:= Axial Dead v BDL = 1890•lb A p . Total Weight on Footing z TWF:= TSW + BDL —30•in TWF =9715.138•1b COLUMN TO FOOTING CONNECTION: NET UPLIFT:= UPLIFT— (0.6•BDL) NET UPLIFT=620.1•lb No. of Nails Required to Resist Uplift 7 NAILS =4 13 of 17 RAFTER: 2"x10"/2"x8" Plated Rafter(No. 1 SYP), Sact = 64.66 in3, Fb:= 1300•psi [26•psf•10.5•ft•(10•ft)2] Mmax 8 Mmax= 3412.5•ft1b _ Mmax'12•C ft/ Fb•1.15 Sreqd;= Sregd=27.39•cuin RAFTER TO SIDEWALL COLUMN CONNECTION: Truss 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 ROOF LOAD Connector Load =2189.6•lbf 1 P:_ (LL + DL+ CL)•BS•(SBS + SOW1 = 1638•lb UPLIFT J Connector Load =33046.4•lb 1 UPLIFT:= pA3E.2•I SBS + SOWJ BS =-1057.9•lb 2 RAFTER TO INTERIOR COLUMN CONNECTION: Truss is saddled between outside members of column and bearing on center member with (1) 1/2" Diameter through Machine Bolts and (4) 20d R.S. Nails ROOF LOAD Connector Load = 1557.1•lbf P:_ (LL+ DL+ CL)•BS•�SBS + CBS I =2730•lb 2 2J Center—Member—Is= "2x8" Areacentermember= 10.875•sgin (P— Connector Load) Bearing :_ — Bearing Stress = 107.853•psi Areacentermember UPLIFT Connector Load =2166.4•lb UPLIFT:_ SBS + CBS I BS =—1763.249•lb PA.3E.2' 2 2 J 14of17 PURLINS (12 ft Bay Worst Case): 2 x 6 purlins, (No.2 SPF) Sact ' 7.56 in3, Fb:= 1308.7•psi BS:= 12ft Purlin spacing............. PS := 23.in Roof sheeting load....... SL:= 0.9•psf Purlin dead load.......... PL:= 1.6•psf TOTAL_LOAD := 20psf + SL+ PL TOTAL—LOAD =22.5•psf Mmax 0.125•TOTAL_LOAD• PS BS2 Mmax=776.25•ftlb 12.( 2 \ftl Mmax'12.\Fb•1.15 / ft Sreqd Sregd= 6.19•cuin 15 of 17 NAILERS: Section A-A A A SP =9.5 ft 2x4/2x4 L-nailers, (2100 MSR) Sact = 3.986 in3, Fb:= 2100•psi BS = 10 ft NAILER SPACING....................... NS:-- 33•in NAILER TRIBUTARY AREA.......... NTA =27.5•sgft NAILER WIND LOAD................... NWL:= 28.1•psf NWL• NS •(BS — 0.5 ft)2 12•(in) Mmax 8 Mmax= 871.8•ftib Mmax'12•C ft/ Sreqd Fb•1.6 Sreqd=3.11•ruin 2x4/2x6 L-nailers, (2100 MSR) Sact = 9.81 in3, Fb:= 2100•psi BS := 12ft NAILER SPACING....................... NS:= 33•in NAILER TRIBUTARYAREA.......... NTA = 33•sgft NAILER WIND LOAD................... NWL:= 28.1•psf NWL• NrS in Mmax�— \ 8•(BS — .375 ft)2 12 I ftJ Mmaa= 1305.4•ftlb Mmax'12-C ft/ Sreqd Fb•1.6 Sreqd =4.66•cuin 16of17 FLOOR SYSTEM: LIVE FLOOR LOAD:= 40psf DEAD_FLOOR LOAD:= 10psf TOTAL—FLOOR—LOAD= 50•psf FLOOR JOISTS: 2"x8" Joist (No. 1 SYP) Fb:= 1725psi Sact:= 13.14in2 Joist—spacing:= 16in Maximum Joist Span: L:= 10•ft W:= TOTAL—FLOOR—LOAD.Joist spacing — W=66.7•plf 2 Mmax= W L Mmax= 833.3•lb•ft 8 Mmax Sfeq (Fb) Sreq =5.80•in3 JOIST HANGER: Connection is made w/ (6) 0.148" x 1-1/2" (10d) Nails to Header, (3) 0.148" x 3" (10d) Nails to Joist, & Bearing on a 1-1/2" x 1-3/4" Seat Simpson LUS28 with above Fastening Rated at 950 lb Hanger_Load:= W. 2 =333.3•lb 2 EXTERIOR WALL HEADER 2"x12" Header, (2250 MSR) Sact 31.64in3 Fb:= 2250psi We:= TOTAL FLOOR LOAD.L W 2 e=250 plf [we'(12ft)2] Mmax 8 Mmax=4500•lb•ft Mmax Sreq ( Sreq =24•i 3 n Fb No. of Nails Required (201 lb/nail) Load:= We 12ft Load =3000•lb Load = 14.9•nails C201 lb nail J 17 of 17 SEISMIC DESIGN: Seismic_Use Group := "I" Site Class:= 'D". Spectral response acceleration @ short periods (SS): SS := 0.199 Spectral response acceleration @ 1-second periods (St): SI := 0.055 Site coefficient (fa): Fa= 1.6 Site coefficient (Q: F„ =2.4 SmS:= Fa'SS SmS = 0.318 Sml := F,-SI S,n1 =0.132 2 SDS 3 'SmS SDS =0.212 SDI (23 -Sml SDI =0.088 Seismic_Design_Category_SS= "B" Seismic Design_Category_SI = "B" Note: Most severe category governs; therefore Seismic Design_Category= "B" Is building light-framed construction three stories or less in height? LFC3less:_ "YES" Response modification factor(R): R = 7.0 Building Weight (W): W=60400•lb SIMPLIFIED ANALYSIS PROCEDURE (SAP) FOR SEISMIC DESIGN OF BUILDINGS SAP = "APPLICABLE" 1.0•SDS V:_ •W R V= 1831.558•lb a. SURVEY OF PROPERTY cb� SITUATE y PECONIC e TOWN OF SOUTHOLD SUFFOLK COUNTY NEW YORK .: , • :� �r . ..,• � ., �. of gG os S.C. TAX No. 1000-69 -04-05 Z20 SCALE 1 "=3 0' JANUARY 26, 2012 y •' ' :. ' QP�� '' o U) CIO 0i tZ LA O. 6 P� _ o� � � a N°� � AREA 149,260 sq. ft. 3.427 cc. 00'* ;• \ // .. ,k• Off- s \ / // Oc- •s. ► ya 4 d n 9E//p0.2 R� J�fi v` `y> *00 it 0 o'- c� of �op0s O o �OG� •O� rx 5 PREPARED IN ACCORDANCE WITH THE MINIMUM STANDARDS FOR TITLE SURVEYS AS ESTABLISHED BY THE LI•AL.S. AND APPROVED AND ADOPTED FOR SUCH USE BY THE NEW YORK STATE LAND TITLE ASSOCIATION. N.Y.S. Lic, No. 50467 f ,1L UNAUTHORIZED ALTERATION TO THIS SURVEY S VIOLATION ADDITION Ncthcn Taft Corwir' SECTION 720OF THE NEWTIYORK STATE EDUCATION LAW. Land Surveyor �G t5 COPIES OF THIS SURVEY MAP NOT BEARING lS yO THE LAND SURVEYOR'S INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED 00 TO BE A VALID TRUE COPY. ONLYFIC CERTIFICATIONS HE INDICATED TP PERSON FOR WHOM THE SURVEY Successor To: Stanley J. I , Jr. L.S. Joseph A. Ingegno L.S.gegn .LQ IS PREPARED, AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND Title Surveys — Subdivisions — Site Plans — Construction Layout LENDING INSTITUTION LISTED HEREON, AND u' TO THE ASSIGNEES OF THE LENDING INSTI— PHONE (631)727-2090 Fax (631)727-1727 Q� S TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. OFFICES LOCATED AT MAILING ADDRESS 586 Main Road THE EXISTENCE OF RIGHT OF WAYS P.O. Box 16 ANY, NOT SHOWN/OR TAREF NOT CGUARANTEED. James port, J IF ort, New York 11947 Jamesport, New York 1194) G�� 1- OFFICE: BUILDING DESIGN CRITERIA DESIGN AND EXPLANATORY NOTES CUTCHOGUE, NY MORTON BUILDINGS GENERAL SPECIFICATIONS JOB NO. BUILDING CODE 2010 NYBC 1.) ALL PLOT PLANS AND RELATED DETAILS SHALL BE PROVIDED BY OWNER UNLESS 128-026505 LAMINATED COLUMNS - NO. 1 OR BETTER SOUTHERN YELLOW PINE NAIL LAMINATED 3 MEMBER S4S COLUMNS USE GROUP R-3 ACCESSORY INCORPORATED AS PART OF THESE DRAWINGS. USED IN MORTON BUILDINGS ARE PRESSURE TREATED FOR INSTALLATION BELOW GRADE TO A RETENTION OF CONSTRUCTION TYPE VB 0.8 POUNDS PER CUBIC FOOT WITH CHROMATED COPPER ARSENATE TYPE III, OXIDE IN CONFORMANCE WITH BUILDING AREA 1800 SQ FT 2.) MORTON BUILDINGS GENERAL SPECIFICATIONS APPLY UNLESS INDICATED USEPA GUIDELINES AND AWPA STANDARD C28. THE TREATED PORTION OF THE COLUMN EMBEDDED IN FLOOR LOAD 40 PSF DIFFERENTLY ON SPECIFIC JOB DRAWINGS OR SUPPLEMENTAL INFORMATION. Ln o GROUND SHALL BE LAMINATED WITH STAINLESS STEEL NAILS. MEAN ROOF HEIGHT 18.3 FT U BUILDING CATEGORY II 3.) MINIMUM LIVE ROOF LOAD DESIGNS FOR CONSTRUCTION, MAINTENANCE, MINIMUM LIVE ROOF LOAD DESIGN SEE NOTE #3 REPAIR, AND OTHER TEMPORARY LOADS PER SECTION 1607.1 1.2 0- N FOOTINGS AND ANCHORAGE- COLUMN HOLES ARE DUG A MINIMUM DEPTH OF 4'-8" BELOW GRADE ROOF SNOW LOAD 13.3 PSF a.) ROOF PURLINS AND OTHER SECONDARY STRUCTURAL MEMBERS = 20 PSF M (SEE PLANS FOR DIAMETER AND DEPTH). COLUMNS WITH GALVANIZED SUPPORT STILTS ARE PLACED IN THE b.) ROOF TRUSSES, HEADERS, COLUMNS AND OTHER PRIMARY �- w GROUND SNOW LOAD 20 PSF w HOLE. CONCRETE (MINIMUM COMPRESSIVE STRENGTH 2500 PSI) IS POURED IN PLACE TO THE SPECIFIED STRUCTURAL MEMBER = 18 PSF CO MAXIMUM DESIGN ELEVATION 1000 FT c.) FOOTINGS = 14 PSF (DESIGNED FOR ROOF SNOW LOAD AND OTHER O THICKNESS (SEE PLANS FOR REQUIRED THICKNESS ABOVE AND BELOW THE COLUMN).THE COLUMN IS THEN WIND SPEED (V3S) 120 MPH z BACKFILLED WITH SOIL AND COMPACTED AT 8" INTERVALS OR BACKFILLED WITH CONCRETE SEE PLANS). NON-TEMPORARY LOADS W/APPROVAL FROM BUILDING OFFICIAL. a/ ( ) WIND IMPORTANCE FACTOR 1.0 Z EXPOSURE CATEGORY B 4.) NO ONE MAY ALTER ANY ENGINEERING ITEM UNLESS ACTING UNDER THE v CL TREATED LUMBER -- PRESSURE PRESERVATIVE TREATED LUMBER OTHER THAN LAMINATED COLUMNS ARE NO. 1 INTERNAL PRESSURE COEFFICIENT ±0.18 DIRECTION OF THE LICENSED / REGISTERED ENGINEER . , OR BETTER SOUTHERN YELLOW PINE AND CENTER MATCHED OR NOTCHED AND GROOVED OR S4S. PRESSURE BUILDING DESIGN CONDITION ENCLOSED v TREATMENT TO GROUND CONTACT RETENTION WITH PRESERVATIVE TREATMENT COMPLYING WITH USE WIND LOAD DESIGN ASCE 7 METHOD 2 5.) ♦THE PRECEDING SYMBOL IDENTIFIES ITEMS THROUGHOUT THE PLANS THAT ARE z CATEGORY UC4A (AWPA OR ICC-ES) AND IN COMPLIANCE WITH USEPA GUIDELINES AND STANDARDS. ZONE 1 E 19.93 PSF NOT PROVIDED BY MORTON BUILDINGS, INC. OR MORTON BUILDINGS' 1171-100 ZONE 2E -8.13 PSF SUBCONTRACTORS AND ARE THE OWNER'S RESPONSIBILITY. 1 1 1 FRAMING LUMBER -SIDE NAILERS ARE 2x4 S4S SPF W/2x3 STIFFENER, 2-2x4 L-NAILERS SPACED APPROXIMATELY ZONE 3E -16.79 PSF W 36"O.C. OR 2x6 NAILERS APPROXIMATELY 24"O.C. WITH ALL JOINTS STAGGERED AT ATTACHMENT TO ZONE 4E -15.70 PSF z COLUMNS. ROOF PURLINS ARE 2x6 S4S NO. 2 OR BETTER ON EDGE SPACED APPROXIMATELY 24"O.C. ALL MAIN WINDFORCE RESISTING SYSTEM ZONE 5E 19.93 PSF OTHER FRAMING LUMBER IS N0.20R BETTER. (ALL FORCES ACT NORMAL TO THE SURFACE) ZONE 6E -15.70 PSF EARTHQUAKE DESIGN DATA TABLE -� (FOR ZONES SEE MWFRS ON ELEVATIONS PAGE! ZONE 1 16.02 PSF 0.2 SEC SPECTRAL RESPONSE (MAXIMUM VALUE SHOWN) 0.199g ACCELERATION Ss ZONE 2 -6.13 PSF ( ) f�(�••-�-J ��"i.� ROOFING TRUSSES/PLATED RAFTERS - FACTORY ASSEMBLED WITH 18 OR 20 GAUGE GALVANIZED STEEL TRUSS > o ZONE 3 -13.77 PSF 1.0 SEC SPECTRAL RESPONSE z PLATES AS REQUIRED AND KILN DRIED LUMBER AS SPECIFIED, IN-PLANT QUALITY CONTROL INSPECTION IS 0.055g ZONE 4 -12.53 PSF ACCELERATION (Si) Q p CONDUCTED UNDER THE AUSPICES OF THE TPI INSPECTION BUREAU. TRUSSES ARE DESIGNED IN O ZONE 5 -13.83 PSF SEISMIC DESIGN CATEGORY B = ACCORDANCE WITH CURRENT STANDARDS AND SPECIFICATIONS FOR THE STATED LOADING. PLATED RAFTERS ZONE 6 -13.83 PSF BUILDING CATEGORY (TABLE 1604.5) II W ARE NO. 1 SOUTHERN YELLOW PINE. ZONE 1 14.93, -23.71 PSF SITE CLASS D z O �^ , COMPONENT&CLADDING WIND LOADS12 ZONE 2 14.93, -41.27 PSF SEISMIC USE GROUP I z �y? SIDING PANELS (FLUOROFLEX 1000 TM) -0.019" MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL WITH AN (ALL FORCES ACT NORMAL TO THE SURFACE) ZONE 3 14.93, -61.03 PSF #1323 LIGHT FRAMED WALLS (FOR ZONES SEE ELEVATIONS) BASIC STRUCTURAL SYSTEM AND SHEATHED WITH WOOD STRUCTURAL ADDITIONAL BAKED-ON 70% PVDF FINISH WITH A NOMINAL 1 MIL. PAINT THICKNESS ON EXTERIOR. ZONE 4 25.90, -28.10 PSF � W SEISMIC-RESISTING SYSTEM PANELS RATED FOR SHEAR ZONE 5 25.90, -34.69 PSF RESISTANCE OR STEEL SHEETS E- O Tnn RESPONSE MODIFICATION FACTOR R w ROOFING PANELS (FLUOROFLEX 2000 ) -0.019"MIN., AZ55 GALVALUME STEEL WITH AN ADDITIONAL ( ) 7 = � BAKED-ON THICK POLYURETHANE PRIMER AND 70% PVDF TOPCOAT WITH A TOTAL MINIMUM PAINT THICKNESS * ROOF SNOW LOAD CALCULATIONS ANALYSIS PROCEDURE SIMPLIFIED ANALYTICAL PROCEDURE 1 :� OF 2 MILS ON EXTERIOR. SEISMIC DESIGN BASE SHEAR 1832 LBS o Ps = 0.7xCexlx'PgxGtxCs Ce = SNOW EXPOSURE FACTOR = 1.0 OX TRIM - DIE-FORMED TRIM OF 0.017"MIN., G90 GALVANIZED OR AZ55 GALVALUME STEEL ON GABLES, RIDGES, I = IMPORTANCE: FACTOR = 1.0 m CORNERS, BASE WINDOWS, AND DOORS WITH SAME FINISH AS ROOFING OR SIDING PANELS. Pg = GROUND SN(O`N I..;)AD = 20 PSF G Z O Ct = THERMAL FACTOR := 1.2 Cs = ROOF SLOPE FACTOR =0.79 '17 GUTTERS -5" K-STYLE, .030 HIGH TENSILE ALUMINUM GUTTER, 70% PVDF FINISH TO MATCH TRIM, ON BOTH SIDES Ps = 0.7 x 1.0 x 1.0 x 20 x 1.2 x 0.79 = 13.3 PSF OF THE BUILDING. VVV���111 1 1 1 2x6F2Fl 02/12 N 0 �w / (--) "' LiLi Z i I NT 4 rr I,�-:,s E F, I DRAWN BY.• MOSIER DATE. 2/12/2013 't_ I? CHECKED BY., C. DOYLE vWW. NrljT DATE. 02/19/13 SHEET INDEX TYPICAL LUMBER SPECIFICATIONS -2005 NDS r'^) ,vLLk° DI FSIOIN O REVISED DATE.' ---- SIZE DESCRIPTION BENDING VALUE Fb "` (� .� � / ) S �� �'' REVISED DATE.' SHEET# DESCRIPTION 2x4 NO. 1313PSI '^ `- a '�` . ^� '' ` c ^ : `Lf`'' REVISED DATE: ---- G1 OF G1 SPECIFICATIONS 8.SHEET INDEX 2x4 NO. 1 SYP 2x4 2100f MSR SPF 2800 PSI 5 - yy �- RETAIN STORM WATER RUNOFF REVISED DATE.' ---- 50 PSI S1 OF S13 COLUMN PLAN "' S2 OF S13 TRUSS/BRACING PLAN & END RAFTER CONNECTION DETAILS 2x6 NO.2 SPF 1138 PSI PURSUANT TO CHAPTER 236 i' S3 OF S13 RAFTER DRAWING & PURLIN DETAILS 2x6 NO. 1 SYP 1650 PSI OF THE TOWN CODE. S4 OF S13 ELEVATIONS 2x6 2100f MSR SPF 2100 PSI 2X6 2400 MSR SYP 2400 PSI ( HEREBY CERTIFY THAT THE STRUCTURAL DESIGN FOR S5 OF S13 CROSS SECTION 8,STILT ISOMETRIC THIS BUILDING WAS PREPARED BY ME OR UNDER MY SIDEWALL SECTION, ENDWALL SECTION, COLUMN SPLICE 2x8 NO. 1 SYP 1500 PSI DIRECT SUPERVISION AND THAT I AM A DULY S6 OF S13 2x8 2400 MSR SYP 2400 PSI 7LICE /REGISTERED PROFESSIONAL ENGINE °°°0`°i ea4 DETAIL 8� COLUMN SPLICE DETAILS 2x10 NO. 1 SYP 1300 PSI q�°g. OF NEW k6�`'� S7 OF S13 STAIR SECTION 8. JOIST LAYOUT . •'Q,� S8 OF S13 HEADER ISOMETRICS & FASTENING SCHEDULE 2x10 2 N MSR SYP 2400 PSI f yo•T�0 �jA. * 2xl2 NO. 1 SYP 1250 PSI -' O SLIDING DOOR PANEL ELEVATION,SLIDING DOOR SECTION & E* •0 Z• S9 OF S13 DETAILS 2xl2 2250f MSR SYP 2250 PSI ,Q ' S10 OF S13 FASTENING SCHEDULE 03.04.1J RONALD L. SUTT N, P.E. �: •• °�. 1 1/2"xlb" LAMINATED VENEER LUMBER 2800 PSI DATE. REG.# DORMER HEADER FRAMING DETAILS & DORMER HEADER 3 1/2"x15" GLU-LAM 1650 PSI S 1 1 OF S13 SECTION 5 1/4"x16 1/2" GLU-LAM 2400 PSI d° a�° ° o�®o S 12 OF S 13 DORMER FRAMING DETAILS 5 1/4"x19 1/2" GLU-LAM 2400 PSI SCALE. AS NOTED S13 OF S13 OSB PROTECTION FOR GLASS DETAILS SHEETNO. GIOF Gl OFFICE: CUTCHOGUE, NY JOB NO. 128-026505 0 a. a � W m 0 = Z � W Z 0 CL z w Lu z Q ... Q Q ;.Sy O 4:�::!.:m. :v0 W = N �: ^� 0 0 0 0 z <: o Y ro o r o a aro o O� F— to U 8'-10 1/2" 00 12'-0" N 9'-0" N 9'-0" `eo 12'-0" LO 8'-10 1/2" L0 1'-0"VENTED SIDEWALL OVERHANGS p � W z w I A I I B II I V-0" NON-VENTED ENDWALL OVERHANGS S5 S6 O 29'-911 18"R 29'-9" Q 18 R 24"R 24"R 24"R 241"R 24"R I - m 04 30'x60' LOFT �_ zo o I p (COMPLETE BUILDING) C o S7 S6 18'IR Cl� (7 ' Z 19'-7 1/2" 0 0 0 0 18"R ( 19'-7 1/2" 30 R 300 R 30"R 30"R 30'R I Q w F S 10 �0 1 1 1 g � I a _J 10'-1 1/2" 18 R �18"R // �\ 0 0 ® // \ e 18"R> 10'-1 1/2" 30"R / \ 30"R 30"R 30"R / 30"R z Q CN o 0 24"R 24"R 24"R 24"'R I 24"R o DRAWN BY.• MOSIER 0'-0" 18 R L — — -� L — — J 18 R 0'-0" DATE.' 2/12/2013 COLUMN PLAN LEGEND 4'-10 3/4" O E <E_ DATE.• 02/19/13 CHECKED BY. C. DOYLE 3-2x6 LAMINATED COLUMN LOCATION S9 I 9 19 REVISED DATE.' ---- - 3-2x8 LAMINATED COLUMN LOCATION � 9'-0 3/4" 1 1'-7 1/2" 9'-2 1/4" 9'-2 1/4" 1 1'-7 1/2" 9'-0 3/4" E - 3-2x8 LAMINATED COLUMN W/STIFFENER LOCATION REVISED DATE.• ---- in - 3068 MB910 9-LITE GLASS WITH CROSSBUCK WALKDOOR(S), IN SWING, RIGHT HINGE WITH LOCKSET o v N q - REVISED DATE.' ---- 11 R - 3068 MB910 9-LITE GLASS WITH CROSSBUCK WALKDOOR(S), o r CIO � REVISED DATE.• -- IN SWING, LEFT HINGE WITH LOCKSET Q oo O 1? 0? �\ IT -- O - 12'-0"x 10'-0"TWIN PANEL SINGLE SLIDING ALUMASTEEL DOORS No o. co LO1 Y ^� ►s�Bid9' �®®� 1 - 81 M BASE ANCHORS N LO � � ,• p" Q - (2) 5'x 4' FUNCTIONAL DORMERS W/3030 HAYFIELD FIXED WINDOWS W/GRIDS �� - ALL STEEL FASTENED WITH STAINLESS STEEL SCREWS COLUMN PLAN a . T * � - PERIMETER SEAL PACKAGE (COMPLETE BUILDING) O ��.. 18"R - 18" DIAMETER FOOTING WITH 8"THICK MINIMUM READY-MIX ' CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL • '. .� READY-MIX TO TOP OF 218M STILT (9"±). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. 24"R - 24" DIAMETER FOOTING WITH 10"THICK MINIMUM READY-MIX Q a4 % 13 CONCRETE BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READY-MIX TO TOP OF 224M STILT (9"±). PLACE CONCRETE ROUGH OPENING SCHEDULE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE OPERATION. 30"R - 30" DIAMETER FOOTING WITH 13"THICK MINIMUM READI-MIX CONCRETE 2' 8' UNIT SYMBOL WIDTH HEIGHT BELOW BOTTOM OF LOWER COLUMN WITH ADDITIONAL READI-MIX TO TOP FROM LEGEND OF 230M STILT (9"±). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF SCALE: Q 37 3/4" 81" ( SCALE.-AS NOTED LOWER COLUMN IN ONE OPERATION. 1' 4' 16' 0 37 3/4" 81 SHEET NO. SIOFSl3 OFFICE.' CUTCHOGUE, NY JOB NO. 128-026505 TRUSS SPACING 12'-0" & 9'-0" O.C. 8x8 PL. LIVE LOAD 18 PSF 1 SIDE gggg° DEAD LOAD 4 PSF ONLY 13x6 o_ CEILING LOAD 4 PSF °°,°° U TOTAL LOAD 26 PSF °° 1171 N 2'-7" 13x6 1 A. 0 M RAFTER DESIGN SPECIFICATION: •°°oo° ° 17'-9" 0— d o Rafter has been designed by computer using the Purdue 5-4 13x6 rn Plane Structure Analyzer IAW current standards and 1 A. O specifications of recognized engineering principles. e, Z Rafters are manufactured by Morton Buildings, Inc. 7'-1 1" °° ° Q/ w Z LUMBER SPECIFICATION (2001 NDS for Wood Construction): 6x10 PIL 0 Lam #2--- No. 1 K.D. - 19 Southern Pine 10-4 lqy�#? 12 °°°°°°° �M#�2+70 16 �'8 v 6x10 PL. Z TRUSS PLATE SPECIFICATION (ICBO Evaluation report No. 2929): 13'-5" °°• Q/ ASTM A-653, Grade A 20 Ga. and 18 Ga.where noted, °°°°°°° oo galvanized steel Morton truss plates identified by a 13x6 LLJ hexagon stamped every 1 1/4"along the center of the plate. 18 A. 1 1 1 16'-3" °OO°°°OOa °°° 15 1/2 J Q ,:..:. Q 2x10/2x8 PLATED RAFTER (30' WIDE BUILDING) LU SCALE: 1/2'= 1'-0" W ~ � Z Z N ` O E— � w t— o = o • U � QX m rZ o V � 2' Cf� z l l l 2 ®(1) 0.135"x 1 1/2" R.S. NAIL IN EACH Q w 1 5/8" TOP TAB OF CLIPS * o- Q vi 2x6 END BAY PURLIN w s NOTCH DETAIL � QZ 0 2x6 PURLIN ° o ° o ° ° DRAWN BY.• MOSIER 2x6 END BAY OVERHANG PURLIN i DATE.* 2/12/2013 u / TOP CHORD CHECKED BY.* C. DOYLE u s0 HEADLOK .19"x6.0" FLATHEAD LAG SCREW �� /i i , OF TRUSS DATE. 02/19/13 (ICC-ES REPORT ESR-1078) i i ,�, REVISED DATE.• -- i REVISED DATE., ---- RU55 �/ �i� (1) 0.135"x 1 1/2" R.S. NAIL IN EACH ® REVISED DATE.- ---- H0 R�or r i / * NOTE: SIDE TAB OF CLIPS * REVISED DATE. ---- TOP G ALWAYS USE A TOTAL OF (8) 0.1 35"x 1 1/2" R.S. NAILS PER PURLIN0.490 a�+.'3 �urr, r 2x6 FASCIA 2x6 PURLIN CLIP DETAIL ��•• ` o. z SCALE: 1 1/2"= 1'-0" .p NOTE: pf � 'C • _ 1'-0" END OVERHANG SHOWN �ti o� 04- , 2x6 END OVERHANG DETAIL l 3 (PURLIN CONNECTED WITH 6" HEADLOK FLATHEAD LAG SCREW) SCALE: 1 1/2"= V-0" SCALE:AS NOTED SHEET NO. S30FS13 DESIGN AND EXPLANATORY NOTES OFFICE. CUTCHOGUE, NY JOB NO. 1.) EXTERIOR DOOR AND WINDOW LOCATIONS ARE TAKEN FROM THE EXTERIOR FACE 128-026505 4 6 OF THE NAILERS AND ARE TO THE CENTER OF THE DOOR AND WINDOW UNITS. 3 VERIFY ALL DOOR, WINDOW, SKYLIGHT AND SIDELIGHT LOCATIONS WITH THE 6E 3.0'WIDE � / OWNER. ! (ZONES 2&3) 4E (ZONE 2). 2 3.0'WIDE (ZONE 1) (ZONES 2 &3) o (ZONE 3) 2 5 1 (ZONE 2) �— a M (ZONE 3) M W F RS Reference Z O Corner 0/ w Z O ^ a. -T-T . ... .... z Cl� .......... ......... . ......... ......... Lu z 3.0'WIDE 54.0 WIDE (ZONE 4) I � _J (ZONE 5) NORTH ELEVATION �-- 3.0'WIDE Q (ZONE 5) 3.0'WIDE (ZONES 2 &3) Z } o 3.0' WIDE Q 111 3.0' WIDE (ZONES 2 &3) (ZONE 2) (ZONE 2 &3) (ZONE 2) W D °'. 3.0' WIDE Q (ZONE 2 &3) 612 7 N �'• (ZONE 3) o (ZONE 3) O F'—' LO T#16 GABLE TRIM 12 (ZONE 5) (ZONE 5) 6 W Z O U HI-RIB STEEL SIDING o T#21 CORNER TRIM Ox T#167 TRANSITION TRIM m HI-RIB STEEL WAINSCOT Z O ------------- T#167 BASE TRIM 24.0' WIDE (ZONE 4) w� L I Q (ZONED 5) 3.0'WIDE 24.0'WIDE (ZONE 4) aw, (ZONE 5) 3.0'WIDE 27-0" 3'-0" (ZONE 5) 3.0'WIDE Q Cn 3'-0" 27-0" (ZONE 5) 1 1 1 8 o _ - WEST ELEVATION o I - 0 = o "' EAST ELEVATION z Q 3.0'WIDE Q (ZONES 2 &3) (ZONE 2) T#8 RIDGECAP 3.0'WIDE (ZONE 3) 12 (ZONE 1) (ZONES 2 &3) DRAWN BY.• MOSIER (ZONE 2) DATE.• 2/12/2013 (ZONE 3) ® CHECKED BY' C. DOYLE 5"O.G. GUTTERS DATE. 02/19/13 i REVISED DATE.• ---- REVISED DATE. ---- HI-RIB STEEL SIDING REVISED DATE.• ---- T#21 CORNER TRIM REVISED DATE.• ---- T#167 TRANSITION TRIM A��` =E �� i HI-RIB STEEL WAINSCOT •�';<� ,Q` T#167 BASE TRIM � •zQ� �p. Ott 3.0'WIDE 54.0'WIDE (ZOrUE 4) , � n e�y� � �• (ZONE 5) 3.0'WIDE 15'-0" 30'-0" 15-0" (ZONE 5) o -b _ SOUTH ELEVATION o 0 0 2' 8' NO SCALE: 1 4 SCALE:AS NOTED 16' SHEET NO. S40FS13 i OFFICE. 8x8 NAIL PLATE F GAPS DESIGN AND EXPLANATORY NOTES CUTCHOGUE, NY WEEN RAFTER JOB NO. 12 1.) FOOTINGS ARE DESIGNED FOR A 2000 PSF SOIL BEARING CAPACITY. LOCAL 128-026505 6 CONDITIONS MAY REQUIRE MODIFICATIONS. 2.) CONCRETE FLOOR NOTES: 0 RAFTER OR iQT#8 RIDGECAP a. 3500 PSI, 5 1/2 BAG MIX CONCRETE U 1/2 GAMBREL TRUSS ( ) . 35"O R.S. b. SLOPE GRADE AWAY FROM BUILDING @ 1" PER FOOT FOR A MINIMUM NAILS PER SIDE (10) TOTAL 5'-3 3/4" DISTANCE OF 10' PLUS OVERHANG WIDTH 0- 1v 01 2QFLUOROFLEX 2000 HI-RIB STEEL c. A VAPOR RETARDER IS NOT MANDATED PER IBC SECTION 1910 EXCEPTION 3. 0 6/12 PEAK CONNECTION DETAIL UNLESS THE FLOOR WILL BE COVERED BY MOISTURE SENSITIVE FLOORING 1/2"x5 1/2" M. BOLT MATERIALS OR IMPERMEABLE FLOOR COATINGS OR WHERE THE FLOOR WILL 00 (4) 20d R.S. NAILS BE IN CONTACT WITH ANY MOISTURE SENSITIVE EQUIPMENT OR PRODUCT Q D d. CONTRACTION JOINTS UNIFORMLY SPACED 18' O.C. OR LESS Z a/ w Z p ©�2x10/2x8 PLATED RAFTER n' (NO. 1 SYP) 0 5-1 1 7/8" z ®2x6 PURLINS (NO. 2 SPF) 23"O.C. BE SURE NO GAPS OCCUR BETWEEN ® RAFTER IN COLUMN TO GRADE 17-5" 2x8 TIE TIE & RAFTER, & NAIL WITH (6) 1 1/2"x0.135"O 1 1 1 SADDLE R.S. NAILS EACH SIDE (12 TOTAL) 1 1 1 LAMINATED COLUMN TO GRADE 7 12 Z 2x6 BEV. PURLIN 6 .J 6"MESH . : Q FILLER STRIP •.w "`, DECK LOAD 6-5" `'' � 2x6 BEV. FASCIA Ln Z LIVE LOAD 40 PSF 5"O.G. GUTTER DEAD LOAD 10 PSF f..... °'' TIE TO RAFTER CONNECTION o T#144/T#146 - 2x8 BLOCK TOTAL LOAD 50 PSF LL J M� @SOFFIT SADDLE CUT LINE SOFFIT/HI-RIB CAP BEVEL CUT 45° Z O "'A'.. SIMPSON LUS28 JOIST HANGER FASTEN TO ( ) N 2x4 L-NAILER "JOIST W/(3) 0.148"x 3 (10d MAILS,TO Z v4` 3/4"T&G PLYWOOD DECKING ) (2) 1/2"x5 1/2" M. BOLTS & NAILED AND GLUED HEADER W/(6) 0.148"x 1.5" (110d) NAILS O ( l (4) 20d R.S. NAILS v _j J W 2x8 JOISTS @ 16"O.C. (NO. 1 SYP) 2x8 JOISTS @ 16"O.C. (NO. 1 SYIP) p SIMPSON LUS28 JOIST HANGER FASTEN TO 2x12 (2250 MSR) HEADER EA. SIDE FASTEN = O JOIST W/(3) 0.148"x 3" (1 Od) NAILS, TO TO EA. COLUMN W/(12) 20d IR.S. NAILS --- U ::E HEADER W/(6) 0.148"x 1.5" (1 Od) NAILS 2x6xl2" HEADER SUPPORT L o 2x12 (2250 MSR) HEADER FASTEN TO BLOCK W/(6) 20d R.S. NAILS EA. COLUMN W/(12) 20d R.S. NAILS x 2x6xl 2" HEADER SUPPORT INTERMEDIATE SADDLE DETAIL 7 m BLOCK W/(6) 20d R.S NAILS Z O a �� (7 13'-0" TREATED COLUMN STIFFENER APPLIED ? GRADE TO HEEL 3-2x8 LAMINATED COLUMN UPPER COLUMN ON THE RIGHT SIDE OF THE COLUMN LjLj h W/2x8x7'TREATED STIFFENER AS VIEWED FROM THE INSIDE. (SIDE 0 w (3) ROWS 2x4/2x6 L-NAILERS (2100 MSR) is (3) 2x8 LAMINATED COLUMN WITH THE LOWEST SPLICE CUT) 10'-0" 450 BEVEL AT TOP f::)GRADE TO 1 1 1 g'n FLUOROFLEX 1000 HI-RIB STEELQ HEADER _J FILLER —J STRIP 2x6/2x6 NOTCHED L-NAILER (2100 MSR) >- z T#167 TRANSITION TRIM 2x6 TREATED FACEBOARD LOWER COLUMN TO 8" BELOW GRADE FLUOROFLEX 1000 HI-RIB STEEL WAINSCOT 2x6 TREATED FACEBOARD 7/16"OSB PROTECTIVE LINER is TO 8" BELOW GRADE LOWEST SPLICE CUT DRAWN BY.• MOSIER T#167 BASE TRIM 2x8x12' TREATED LAMINATE ON SPLICE 2x8 TREATED N&G SPLASHBOARD >> SIDE OF COLUMN EXTEND FROM TOP OF 35" 6-0 DATE., 2/12/2013 18" LOWEST W/2x4 TREATED STIFFENER LOFT LOCATION TO 8" BELOW GRADE NOTE: CHECKED BY., C. DOYLE MEMBER CUT-OFF 6"CONCRETE FLOOR NAIL STIFFENERS TO BUILDING DATE. 02/19/13 COLUMNS 8"O.C.STAGGERED WITH 1"x 3 1/2" HOT DIPPED -- - - - _ ,,. - �, - -•�. -. . - � - - - - - a - -�� INSIDE OUTSIDE 0 13 REVISED DATE.• - F: }: ,, ; . GALVANIZED HDG RING SHANK NAILS PLACE 6 ADDITIONAL NAILS REVISED DATE. ----- \2- 81 M BASE ANCHOR io T - NEAR THE COLUMN SPLICE. 4" MIN. COMPACTED GRANULAR BASE REVISED DATE. ---- G REVISED DATE.• ---- 4'-0" 4'-0" 450 BEVEL ON BOTTOM 1 -0 U OAC V-6" LONGER LOWER QC., ••� . • . . • . . 4'-0" . 224M (14 GA.) COLUMN STILT 9Q :' 230M (14 GA.) COLUMN STILTA. 10"THICK MINIMUM CONCRETE (2500 PSI " . ' ' 13"THICK MINIMUM CONCRETE (2500 PSI •, ' ' a, t MINIMUM BELOW BOTTOM OF LOWER COLUMNri • MINIMUM) BELOW BOTTOM OF LOWER A. • A. ) ri COLUMN WITH ADDITIONAL CONCRETE TO " a WITH ADDITIONAL CONCRETE TO TOP OF 230M "Pill!q 24"0 TOP OF 224M STILT (9"±). PLACE CONCRETE ( G4 BELOW AND ABOVE BOTTOM OF LOWER 30 O STILT (9"±). PLACE CONCRETE BELOW AND ABOVE BOTTOM OF LOWER COLUMN IN ONE 30"QS Q� . COLUMN IN ONE OPERATION. OPERATION. NOTE: 10'-1 1/2" 9'-6" FOR FOOTING DIAMETER, STILT SPECIFICATIONS, AND AMOUNT OF READI-MIX, SEE PLANS. 30' CROSS SECTION A COLUMN SPLICE STIFFENER DETAIL SCALE.AS NOTED SCALE: 1/2"= 1'-0" SH EET NO. S 5 of S 13 I OFFICE.• 12 CUTCHOGUE, NY _l 6 1 GABLE PURLIN FLASHING JOB NO. HEADLOK .19"x 6.0" FLATHEAD LAG SCREW 2x6 PURLINS @ 23"O.C.®� 128-026505 T#16 GABLE TRIM PURLIN CLIP __j FLUOROFLEX 2000 HI-RIB STEEL 0 2x6 FASCIA T#194 TRIM ° o' • Lo -- U _o SOFFIT � HI-RIB/SOFFIT CAP N ®2xl0 (NO. 1 SYP) RAFTER 2xl0/2x8 PLATED RAFTER v 0 Q_ d w m O = Z Q/ w Z O a 3/4" PLYWOOD DECKING r 1� Z 1 1 1 2x8 JOISTS @ 16"O.C. l 1 1 Z (5) ROWS 2x4/2x4 L-NAILERS (2100 MSR) (3) ROWS 2x4/2x4 L-NAILERS (2100 MSR) Q 2x2 VERTICAL BLOCKING AT COLUMN LOCATION 2x6/2x4 NOTCHED L-NAILER O °':'.O W = Z O •, FLUOROFLEX 1000 HI-RIB STEEL Z F— O USO 3-MEMBER LAMINATED COLUMN 1 1 1 =' 2x8 TREATED N&G SPLASHBOARD 1 1/4"xl 1/4"xl4 GA. SUPPORT ANGLE Z FASTENED TO COLUMN AT EACH F— O FULL HEIGHT 3-2x6 LAMINATED COLUMN ce CORNER WITH (3) .148"0 x 2" = O STAINLESS NAILS. (12 TOTAL NAILS ( 1 �J • •, PER COLUMN) 14 GA. CHANNEL WITH 1/4" PLATED o RIVET TO SUPPORT ANGLE — UNDISTURBED SOIL 7 O 18" LOWEST Z O STILT INSTALLATION NOEMBER CUT-OFF a: 1. INSTALL PRESSURE TREATED •.. " • •'.. ... •• .;., •4:Y�'.. ` r` a,,�.• ;or.. LOWER COLUMN WITH STILT IN THE FINISH GRADE '� l l l = AUGERED HOLE. Q w :, • a 2. POUR READI-MIX CONCRETE INTO Q vs THE HOLE AS SPECIFIED. 1 1 1 g 3. BACKFILL AND COMPACT THE —� ANNULAR SPACE AROUND THE J S I D EWALL SECTION B AUOGE ED FROM TLUMN TO DHE SITE. STILT SOIL Z STILT ISOMETRIC SCALE: 1/2"= l'-0" A 218M (14 GA.) COLUMN STILT 8"THICK MINIMUM CONCRETE (2500 PSI MINIMUM) '' BELOW BOTTOM OF LOWER COLUMN WITH 18"O ADDITIONAL CONCRETE TO TOP OF 218M STILT (9"±). DRAWN BY.• MOSIER PLACE CONCRETE BELOW AND ABOVE BOTTOM OF DATE. 2/12/2013 LOWER COLUMN IN ONE OPERATION. CHECKED BY.• C. D 0 Y L E DATE: 02/19/13 Or i E N D WA L L SECTION C REVISED DATE: ---- • 5 5 -2x6 LAMINATED / \ -2x8 LAMINATED SCALE: 1/2" = V-0" REVISED DATE: ---- s,� COLUMN COLUMN 22 1 NAILS , • s,� 24 NAILS REVISED DATE: ---- �' 18 1 NAILS 22 1 NAILS / -- 40 1 NAILS TOTAL s s,� 46 1 NAILS TOTAL REVISED DATE. -- s10 �� •� n INTERIOR INTERIOR a ;4 1 � EXTERIOR EXTERIOR O p 0.148"x 4" (20d) NAILS NAIL KEY p 0.148"x 4" (20d) NAILS NAIL KEY ` 0.131"x 3 1/2" HOT DIPPED GALVANIZED (HDG) RING SHANK NAILS 0.131"x 3 1/2"HOT DIPPED GALVANIZED (HDG) RING SHANK NAILS 3-2x6 COLUMN SPLICE FASTENING DETAIL 3-2x8 COLUMN SPLICE FASTENING DETAIL eo SCALE:AS NOTED SCALE: 1/2" = V-0" SCALE: 1/2"= l'-0" ET S60FS13 OFFICE.- 2x6/2x4 GUARDRAIL♦ r— CUTCHOGUE, NY 2)2x4 UPRIGHTS Q 4' O.C. #9x2-1/2"SCREWS ♦ JOB NO. STAIR CRITERIA 2100 MSR SPF) FASTEN TOGETHER! W/ 2x6/2x4 GUARDRAIL ♦ 128-026505 17 RISERS: 15 @ 7 1/2", 2 @ 7 3/4"= 10'-8" (6) #9x2-1/2"SCREWS 16 TREADS @ 10"= 13'-4" 2x4 INTERMEDIATE MAILER lx8 RISER TO COVER JOIST HANGERS FASTEN TO UPRIGHTS W/ (2)2x4 UPRIGHTS @ 4' O.C. 10'-1 1/2" (2) #9x2-1/2"SCREWS (2100 MSR SPF) 2x12 HEADER o lo 7/16"OSB ♦ v r- JOIST HANGERS 2x6 KICKBOARD♦ 2x4 INTERMEDIATE NAILER %0 rl N O� 7/16"OSB♦ M (2) 2x8 HEADERS 7/16" OSB ♦ o- w en FASTEN TO RIM JOIST W/ lo � (2) 1/2"x7 1/2"M. BOLTS & ♦ O Z (2) 30d R.S. NAILS 2x6 KICKBOARD ♦ Q/ O 10-8" 6'-10" � a TOP OF CONCRETE 2xl 2 TREADS v FLOOR TO TOP OF RIPPED TO 10" lop FLOOR DECKING Z (3) 2x12 STRINGERS 4'-0" 2x6/2x4 GUARDRAIL 101-01, TOP OF CONCRETE 1 x10 RISERS RIPPED GUARDRAIL ELEVATION W FLOOR TO BOTTOM TO FIT Z OF FLOOR JOISTS DOUBLE 2x4 UPRIGHTS♦ JS2 @ 48"O.C. Q �:.,.:::. �:;;;- 2x4 INTERMEDIATE♦ Z ,.. NAILER 30d R.S. NAIL Q ♦ .„ 2x4 BRACING 2x4 STUDWALL @ 16"O.C. 2x4 KICKBOARD ♦ W 'V STRINGERS MUST BE SUPPORTED 4" • — D �"A'AAV @ 8' O.C. MAXIMUM. Z O� :.. z 2x4 TREATED BOTTOM PLATE � • `-. 1/2"x7 1/2"M. BOLT w/ FASTENED CONCRETE W/ 1 x4 TREATED KICKER 7 3/44" .5 ( ) O 1/4"x 2 2 3/4"TAPCONS WASHER 3" O.D., 9/16"I.D. � 1 SO F. LLJ - 13'-4" ly O STAIR SECTION D U 2xl 2 HEADER (2250 MSR) SCALE: 1/2"= V-0" O zm 4 Z;;5 O 2x8 (NO. 1 SYP) JOISTS 1 1 1 h @ 16"O.C. w a 0 N 1 1 1 8 2x12 HEADERS (2250 MSR) _I J z Q z DRAWN BY.• MOSIER DATE.• 2/12/2013 2x8 JOIST CHECKED BY.' C. DOYLE DATE.* 02/19/13 REVISED DATE.- ---- 2xl2 HEADERS REVISED DATE.• ---- 2x8 RIM JOIST (2250 MSR) REVISED DATE.' SIMPSON LUS28-2 HANGER @THIS ---- CONNECTION FASTEN TO 2x8 JOIST REVISED DATE. ---- W/(6) 0.148"x 1.5" 1 Od NAILS &TO (2) 2x8 HEADER W/(4) 0.148"x 3" 1 Od NAILS ` Y (2) 2x8 HEADERS CD A �r ; + t �rep 04 2xl2 HEADER (2250 MSR) JOIST LAYOUT SCALE.AS NOTED SHEET NO. SCALE: 1/4"= l'-O" -J LS70FS13J OFFICE.' CUTCHOGUE, NY 3-2x8 LAMINATED COLUMN JOB NO. 128-026505 1/4" PLYWOOD SHIM 2x8 FLAT BLOCK 2x8 FLAT BLOCK 5/4"TREATED LAMINATE TO 1'-0" BELOW GRADE o C6 o. (2) 2x12 HEADERS (2250 MSR) (2) 2x12 HEADERS M (2250 MSR) FASTEN HEADER TO COLUMN 0_ w • FASTEN HEADER TO COLUMN WITH (8) 60d R.S. NAILS w • WITH (12) 20d R.S. NAILS OZ . Z 2x6xl2" HEADER SUPPORT BLOCK 3-2x6 LAMINATED COLUMN Oz FASTENED W/(6) 20d R.S. NAILS a 2x8 TREATED LAMINATE 7� 2x6 TREATED FACEBOARD Z 3-2x6 LAMINATED COLUMN 1 1 1 2x6 TREATED ADDITIONAL LAMINATE . FASTEN LJLJ TO COLUMN WITH 30d GUN NAILS @ 6" O.C. z IN 1 1/2" IN FROM EACH EDGE. .. 2-2xl2 HEADER FASTENING @ 2-2xl2 HEADER FASTENING @ ENDWALL COLUMN 4 ...... ... .. . ;.jo ...ram. INTERMEDIATE COLUMN w j Z ' Z ' OLLJ U Z Q 0 U ROOF STRUCTURE FASTENIING SCHEDULE r'1_100 X 1 T#8 TO BASE TRIM #9 x 2"STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1'-0" O.C.) Z m 2 HI-RIB STEEL TO 2X6 PURLINS #9 x 2"STAINLESS STEEL RUBBER WASHER PANHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (V-0"o.c.) ' ^ 0 4 2x6 PURLIN CLIP TO INTERMEDIATE RAFTER (1) 0.135"x 1 1/2" RING SHANK NAIL IN EACH TOP TAB OF CLIPS & (1) 0.135"x 1 1/2" RING SHANK NAIL IN EACH SIDE TAB OF CLIPS y 5 2x6 PURLIN TO END RAFTER HEADLOK .19"x6.0" FLATHEAD LAG SCREW IN PRE-DRILLED HOLE U 6 2xl 0/2x8 TO SIDE COLUMN (2) 1/2"x 5 1/2"M.BOLTS & (4) 0.177"x 4" (20d) RING SHANK NAILS Q w 7 2xl 0/2x8 TO INTERIOR COLUMN (1) 1/2"x 5 1/2"M.BOLTS & (4) 0.177"x 4" (20d) RING SHANK NAILS a- 8 2x10 END RAFTER TO COLUMN (8) 0.177"x 4" (20d) RING SHANK NAILS H W S WALL FRAMING FASTENING SCHEDULE —� 9 COLUMN STILT (14 GA.) TO COLUMN (12) 0.148"x 2" (6d) STAINLESS STEEL RING SHANK NAILS Z 10 81 M BASE ANCHOR TO COLUMN 0.177"x 2-1/2"STAINLESS STEEL NAILS (4) PER: ANCHOR 11 2x8 SPLASHBOARD TO COLUMN .177 x A x 4" (20d) RING SHANK GALVANIZED CONNECTION 12 2x6 NOTCHED NAILER TO COLUMN (4) 0.148"x 3-1/2" (20d) NAILS @ SPLICE/ (4) 0.148"x 3-1/2" (20d) NAILS @ STANDARD CONNECTION DRAWN BY.' MOSIER 13 7/16" OSB TO SPLASHBOARD & NOTCHED NAILER 0.099"x 1-1/4"ASBESTOS SIDING NAILS DATE.' 2/12/2013 14 2x4 NAILER TO COLUMN (4) 0.148"x 3-1/2" (20d) RING SHANK NAILS @ SPLICE/ (4) 0.148"x 3-1/2" (20d) RING SHANK NAILS @ STANDARD CONNECTION CHECKED BY.' C. D 0 Y L E 15 HI-RIB STEEL TO NAILERS #9 x 2"STAINLESS STEEL RUBBER WASHER PANNHEAD INTERNAL DRIVE SCREWS AT EVERY HI-RIB (1'-0" o.c.) DATE., 02/19/13 16 SOFFIT TO WALL INSERTED IN PRE-FORMED SLOT IN SOFFIT/HI-RIB CAP REVISED DATE.' ---- 17 SOFFIT TO FASCIA T-50 MONEL STAPLES (2) PER PIECE REVISED DATE.' ---- DORMER FRAMING FASTENING SCHEDULE REVISED DATE.' ---- 18 SIDE AND FRONT PLATES TO FRAMING 0.148"x 3-1/2" (20d) NAILS @ 6" O.C. STAGGERED REVISED DATE: ---- 19 SIDE FRAME TO SIDE PLATE 0.148"x 3-1/2" (20d) NAILS @ 8" O.C. �asah®aa'rs�tw u—^ic 20 FRONT FRAME TO FRONT PLATE AND SIDE FRAMES 0.148"x 3-1/2" (20d) NAILS @ 8" O.C. e�P��• . L �p� 21 USP MPAI FRAMING CLIP TO DORMER TRUSS (2) #9 x 1 1/2"TRU-GRIP SCREWS •�@'" sG>:. 22 USP MPAI FRAMING CLIP TO SIDE FRAME (4) #9 x 1 1/2"TRU-GRIP SCREWS O cL r 23 PURLIN TO TRUSS/FRONT FRAME HEADLOK .19"x6.0" FLATHEAD LAG SCREW IN PRE-DRILLED HOLE .y A°F :g,R,SS w31a�� I SCALE.'AS NOTED SHEET NO. S80FS13 I OFFICE: CUTCHOGUE, NY JOB NO. 128-026505 I I I DOUBLE TOP "D" RAIL III (16 GUAGE) 12 6� Ln 3-2x8 LAMINATED I I v 10'-0" cc i TRACK GIRT C ,• o JAMB COLUMN I a TO GRADE v (BEYOND) I STRUT I N O � 0 a o f --- i cv) HORIZONTAL"I"S.S. RAIL VERTICAL"I" RAIL I O C Lu Lu (0.06"WEB, 0.08" FLANGE) (0.07" WEB, 0.09" FLANGE) I c" � ----- z w J 0/ W II I o � ' n0 v II II w N 10'-0" HORIZONTAL"I" I I w = V INTERMEDIATE RAIL I I z z (0.06" WEB, 0.08" FLANGE) I I N VERTICAL"I" RAIL LATCH HANDLE I I(0.07"WEB, 0.09" FLANGE) FLUOROFLEX 1000 HI-RIB STEEL 1 1 1 � 1 1 1 2xl2 TRACK GIRT z I II II co T#71 TRACK COVER J o. 51 M TRACK CENTER DOOR GUIDE I DOUBLE BOTTOM"D" RAIL l (16 GUAGE) I i A �:.1 1 GRADE I I 3x4 TRACK BOARD - :.::.. TOP "D" RAIL (16 GUAGE) —� Q 6'-0" - 1 1/2"x2" BLOCK I I01-01, W _ +U T#74 TRIM I TO GRADE 12'-0" I z T#23 JAMB TRIM I Z N 0 U SINGLE SLIDING DOOR FRAME o (TWIN PANEL) LATCH HANDLE i = 0 CENTER DOOR GUIDE 47E A/S LATCH STRIKE PLATE U rl/ o 2x3 JAMB 3-2x8 LAMINATED JAMB O • COLUMN W/STIFFENER Z m ` O W oe uj 3-2x8 LAMINATED JAMB COLUMN SLIDING DOOR HEADER SECTION E DOOR GUIDE DETAIL SCALE: 1"= l'-O" t g SLIDING DOOR Z 2x3 JAMB JAMB COLUMN BOTTOM"D" RAIL (16 GUAGE) VERTICAL"I" RAIL CENTER DOOR GUIDE 1/4" PER FOOT SLOPE 3/4"SLOPE DRAWN BY.• MOSIER 1 1/2" 6"CONCRETE FLOOR LATCH HANDLE 1264 8" HOOK 6' CONCRETE APPROACH DATE., 2/12/2013 47E A/S LATCH STRIKE PLATE 6x6/1 Ox10 WWM CHECKED BY. C. DOYLE a ' _ 1 3/4" / ° a a- d 4 M_ORTO_N_ DATE.' 02/19/13 4. = 1' 4:, GRADE . REVISED DATE.• ---- SLOPE GRADE AWAY FROM APPROACH A MINIMUM OF 1/4" PER FOOT SLOPE ---- REVISED DATE. A MINIMUM DISTANCE OF 5'-0" 6' 3„ a REVISED DATE.' ---- EXPANSION JOINT 5 REVISED DATE. ---- #4 CONTINUOUS REBAR 4" BASE OF FIRMLY COMPACTED �^�®o HORIZONTAL INTERMEDIATE"I" RAILS AROUND PERIMETER 3" COARSE SAND, GRAVEL, OR ®'0'F��yd�o* JAMB DETAIL 4;, 6:: CRUSHED ROCK. FA 40� � •��'�'*q,��' A � 3/8"JAM NUT K ,•+.r; Z �c .0 SLIDING DOOR CONCRETE APPROACH DETAIL ) SCALE: 1"= l'-0" INSTRUCTIONS 1265 JAMB LATCH BODY O 1.SCREW NUT ONTO HOOK. 2. SCREW HOOK INTO LATCH BODY. SCALE.•AS NOTED LATCH HANDLE SHEET NO. S9OFS13 mrOFFICE. - CUTCHOGUE, NY JOB NO. 128-026505 NAIL 2xl0 SIDE FRAMES TO (DOUBLE 2xl0 TOP HEAD- ER WITH (3) 20D R.S. NAILS PER CONNECTION (6 PER END). INSTALL SIMPSON HUS210-2 DOUBLE JOIST HANGERS, FILLING ALL HOLES WITH 16D R.S. NAILS (16 PER HANGER). ANGLE 4 NAILS INTO DOUBLE TOP HEADER &START 6 NAILS INTO SIDE FRAME (NAIL FULLY WHEN HEADER FRAMING ASSEMBLY IS INSTALLED BETWEEN TRUSSES). o a. DOUBLE 2x10 SIDE SUPPORTS DOUBLE 2x10 HEADER N a M INSTALL DOUBLE 2xl0 SIDE HEADERS BETWEEN DOUBLE 2xl0 TOP HEADER & w 03 SINGLE 2xl0 BOTTOM HEADER. NAIL WITH (3) 20D R.S. NAILS PER CONNECTION (6 PER END). INSTALL SIMPSON HUS210-2 DOUBLE JOIST O z HANGERS, FILLING ALL HOLES WITH 16D R.S. NAILS (16 PER HANGER). Q/ w Z r IL V Z r 1 1 1 NAIL 2xl0 SIDE FRAMES TO USINGLE 2x10 INSIDE BOTTOM HEADER WITH 1 1 1 (3) 20D R.S. NAILS PER END. INSTALL ADJ. JOIST HANGERS, BENDING z TABS OVER SIDE FRAMES & FILLING ALL HOLES WITH 1-1/2" R.S. NAILS. QD2x6 PURLIN W/CLIPS J Q INSTALL ADJ. JOIST HANGER ON EACH END OF 2x10 OUTSIDE BOTTOM HEADER, FILLING ALL HOLES WITH 1-1/2" R.S. NAILS. NAIL Z HEADER BETWEEN 2xl0 SIDE FRAMES WITH (3) 20D R.S. NAILS PER Q ci END 8. FILL ALL HOLES OF ADJ. JOIST HANGERS WITH 1-1/2" R.S. NAIL 2x6 STIFFENERS (TOP & BOTTOM) O "`�°::,;.0 NAILS BEND TABS OVER SIDE FRAMES). BETWEEN (2) '2x10 BOTTOM HEADERS ( W WITH 10D GUIN NAILS 8"O.C. _ ':. Z o Z12 DORMER HEADER FRAMING U SCALE: 1/2"= l'-0" �-�-� Z F— O IL X m Zo HEADLOK .19"x 6.0" FLATHEAD LAG SCREWS @ O 2x4 PURLINS @ 24"O.C. 1 1 1 (2) 20d NAILS TOE NAILED Q w a 10 1/2" 7-0" Q vi W 8 DORMER TRUSS —� DORMER FRONT FRAME FASTEN®o Z TO FRONT PLATE AND SIDE 2x6 PURLINS FRAMES W/20d NAILS @ 8"O.C. BUILDING RAFTER (BEYOND) 0000000000 � o.000000ao 00 0000000000 oo °°°°°°° 7/16' OSB DRAWN BY. MOSIER 0.1 i9 DORMER SIDE FRAME FASTEN TO DATE. 2/12/2013 SIDE PLATES W/20d NAILS @ 8"O.C. 12 0 (4) 1/2"x 4 1/2" M. BOLTS &20d NAILS @ 8"O.C. STAGGERED CHECKED BY., C. DOYLE 6 DATE.' 02/19/13 is 2x4 SIDE AND FRONT PLATES FASTEN TO 0 REVISED DATE.' ---- FRAMING W/20d NAILS @ 6"O.C. STAGGERED Vy $ INTERIOR BUILDING COLUMN (BEYOND) REVISED DATE: ---- 00 DORMER HEADER FRAMING ASSEMBLY 016 REVISED DATE. ---- ---- FRAMING CLIP INSTALL 1 FRAMING CLIP TO INSIDE OF EACH DORMER REVISED DATE: 2x6 BEV. PURLIN SIDE FRAME. BEND TAB UP & FASTEN EACH CLIP WITH (6) #9xl"TRU-GRIP SCREWS (2 INTO DORMER TRUSS &4 INTO DORMER SIDE FRAME). co r Z. 1 4 • DORMER SECTION F SCALE: 1/2" = l'-0" 1� SCALE.-AS NOTED SHEET NO. J L S10OFS13 OFFICE.- CUTCHOGUE, NY JOB NO. 128-026505 U MAIN BUILDING RAFTER n N o. 0 0_ w m 2x6 PURLINS oD Z a/ w Z O 7/16" OS B V1� Z DORMER SIDE SUPPORTS Lu 1 1 1 l 171 DORMER TRUSS Z FRAMING CLIPS DORMER SIDE FRAMES LJJ Z Z O F- •" � SO z F— O O U � X O co / NOTE: SEE SECTION F ON y SHEET S10 FOR FASTENING Z LLj = w w N a L_1J g MPA-1 FRAMING CLIP _l z Z DORMER TRUSS DRAWN BY.• MOSIER DATE., 2/12/2013 CHECKED BY.• C. DOYLE DATE.* 02/19/13 REVISED DATE. ---- REVISED DATE.• ---- REVISED DATE.• ---- REVISED DATE.• ---- DORMER SIDE FRAME k• co 'O O- 15, DORMER FRAMING DETAIL p , 04 (NO DORMER FRAMES SHOWN FOR CLARITY SCALE: 1/2"= l'-0" SCALE.•AS NOTED SHEET NO. S1 1OF S13 i OFFICE.• CUTCHOGUE, NY JOB NO. 128-026505 U N 0% C, W m OZ a/ W Z O ' n IL V Z Q! LL1 7L1J DORMER TRUSS Z .... 2x6 BEV. PURLIN O .°..:0 i w 2x4 PURLIN Z 0 �`?w `'16 2x6 FASCIA Z f— 2 O U DORMER FRONT FRAME 1 1 1 F 2— O a � O U � moo_ X O zm w = o �W oN ® 1 1 1 g zQZ DORMER SIDE FRAME a _ DRAWNBY.• MOSIER DATE. 2/12/2013 NOTE: SEE SECTION F ON CHECKED BY.• C. D 0 Y L E SHEETS10 FOR FASTENING DATE. 02/19/13 REVISED DATE.- ---- REVISED DATE.' ---- REVISED DATE.• ---- REVISED DATE.• ---- �y01F NE�'yy`'s� Q, 0co Bey O� �• �r lr' O• DORMER FRAMING DETAIL O� ` (DORMER FRAMES & PURLINS SHOWN) SCALE: 1/2"= V-0" SCALE.'AS NOTED SHEET NO. S120FS13 I OFFICE.• #8x3 1/2"WOOD SCREWS FASTENED THROUGH THE WINDOW JAMB FLASHINGSr— CUTCHOGUE, NY INTO THE 2"x4" ROUGH FRAMING. PRE-DRILL HOLES 10"O.C. IN WINDOW JAMB FLASHINGS TO JOB NO. ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIRED IN THE HEAD OR THE SILL. 128-026505 O.S.B. SHEATHING IS 1"WIDER THAN THE WIDTH OF THE WINDOW FROM OUTSIDE OF TRIM TO OUTSIDE OF TRIM. O.S.B. SHEATHING IS 1"TALLER THAN THE HEIGHT OF THE WINDOW FROM OUTSIDE OF TRIM TO OUTSIDE OF TRIM. U • CM HEAD FLASHING SO N 7/16"OSB PANEL °' HEIGHT M OF WINDOW > > a— +1 co FINNED WINDOW w o = Z � z SILL FLASHING v O CL WIDTH z OF WINDOW +1„ � w w FIN WINDOW SECTION Z J WINDBOURNE DEBRIS PROTECTION - FIN TYPE WINDOW Q 0 w 7/16"OSB PANEL z ON #8 x 3 1/2"WOOD SCREWS @ 10" O.C. ZLo . FINNED WINDOW O t- � l 1 1 `o f— O WINDOW JAMB FLASHING = p 2"x4" ROUGH FRAMING U �E FIN WINDOW JAMB DETAIL rvoll Qx O o c.� Z w W #8x3 1/2" WOOD SCREWS @ 10"O.C. FASTENED THROUGH THE ALUMINUM DOOR SIDE JAMBS #8 x 3 1/2"WOOD SCREWS SPACED 1 1 1 g INTO THE 2x4 ROUGH FRAMING. PRE-DRILL HOLES IN ALUMINUM DOOR JAMB TO AS SHOWN ABOVE TO AVOID DOOR _J ACCEPT WOOD SCREWS. SCREWS ARE NOT REQUIRED IN THE HEAD OR THE SILL. INSTALLATION SCREWS —� HEAD FLASHING 7/16"OSB PANEL z DRAWN BY: MOSIER DOORJAMB DATE. 2/12/2013 2"x4" ROUGH FRAMING CHECKED BY: C. DOYLE DATE: 02/19/13 WALK DOOR JAMB DETAIL REVISED DATE: ---- REVISED DATE* ---- REVISED DATE., ---- ® REVISED DATE. ---- NOTE: • °®� � IdEa` s. DOOR PANEL AND WINDOW PROTECTION DETAILS ARE FOR INSTALLATIONX ����. •�r0'' INSTRUCTIONS ONLY, AND ARE NOT HEAD FLASHING � AP• • •. ' .'P.� PROVIDED OR INSTALLED BY MORTON 7/16"OSB PANEL 3� •fie Ir ► _ •0 BUILDINGS' INC. OR MORTON BUILDINGS' o DOOR SLAB SUBCONTRACTORS AND ARE THE OWNERS r a RESPONSIBILITY. �'� OSB PANEL IS 1"WIDER THAN THE WIDTH OF THE DOOR'®�pr`r FROM OUTSIDE OF TRIM TO OUTSIDE OF TRIM V WINDBOURNE DEBRIS PROTECTION - WALK DOOR WALK DOOR SECTION SCALE:AS NOTED SHEET NO. S130FS13