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`Qg4F04cOG Town of Southold 8/8/2017 y P.O.Box 1179 0 C* 53095 Main Rd X19 o`� Southold,New York 11971 CERTIFICATE OF OCCUPANCY `9 No: 39088 Date: 7/31/2017 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 2165 Clearview Ave., Southold SCTM#: 473889 Sec/Block/Lot: 70.-10-15 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 4/18/2016 pursuant to which Building Permit No. 40696 dated 5/13/2016 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: ONE FAMILY DWELLING (MODULAR)WITH FRONT COVERED PORCH WITH DECK AND STAIRS, REAR DECK WITH STAIRS, ATTACHED GARAGE, AND UNFINISHED BASEMENT AS APPLIED FOR. The certificate is issued to Donald&Maria DeNardo of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-16-0010 07-11-2017 ELECTRICAL CERTIFICATE NO. 17-44378 06-28-2017 PLUMBERS CERTIFICATION DATED 07-31-2017 RayyNnd Macesoni r t o ' Signature L( TOWN OF SOUTHOLD 00, BUILDING DEPARTMENT TOWN CLERK'S OFFICE oy • 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#: 40696 Date: 5/13/2016 Permission is hereby granted to: Terp, Michael C/O Ambrose & Mildred Terp 124 Platt Ave Norwich, CT 06360 To: construct a single family dwelling as applied for per SCHD approval. At premises located at: 2165 Clearview Ave., Southold SCTM # 473889 Sec/Block/Lot# 70.-10-15 Pursuant to application dated 4/18/2016 and approved by the Building Inspector. To expire on 11/12/2017. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $2,192.00 CO -NEW DWELLING $50.00 $2,242.00 (2dinga,Inctor Form No 6 TOWN OF SOUTHOLD BUILDING DEPARTMEN`C 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 nem, 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- $100.00 3. Copy of Certi$cate-of Occup"ancy-$ 23 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00, Commercial$15.00 Date. '4— 02O! New Construction: Old or/Pre-existing Building: (check one) Location of Property: 2/G�� C_` -G GrJ t nkl 1%/'ye- S;w 7�(6/.--/ ®l ,'�_7 House No. Street Hamlet Owner or Owners of Property: /- Suffolk County Tax Map No 1000, Section ®�� Block. Lot d!1 Subdivision Filed Map. Lot: Permit No_ l V�Q Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: z Request for: Temporary Certificate Final Certificate: (chec ne) - -- ------- --- -------- ------------ --------- Fee Submitted: $ pli i ignature Certificate of Compliance ...................................................................................................................................................................................... CERTIFIED ELECTRICAL INSPECTIONS, INC. 188 PARK AVENUE AMITYVILLE, NY 11701 P: (631) 598-5610 ....... ..... ............................... ................................................................ ............................................................... CERTIFIES THAT Upon the application of Upon premises owned by Van Binsbergen Electric Denardo Residence PO Box 1518 2165 Clearview Avenue East Hampton', NY 11937 Southold, NY 11971 Located at: 2165 Clearview Avenue , Southold, NY 11971 _ Application Number#: 17-44378 'Certificate#: 17-44378 Electrical License#: 2783 Section: Block: Lot: Building Permit#: 40696 Described as a Residential occupancy, wherein the premises'electrical system consisting of electrical devices and wiring, described below, located in/on the premises at: Basement/Generator/Service Equipment' A visual inspection of the premises electrical system, limited to electrical devices and wiring to the ' extent detailed herein, was conducted in accordance with the requirements of the applicable code /or standard promulgated by the State of New York, Department of State Code Enforcement and Administration, or other authority having jurisdiction, and found to be in-compliance,'therewith on the 28th day of June 2017 Name QTY -Switch - 15 Amp, 120V 1 Meter- 200 Amp, 240V 1 AC Condenser-20 Amp, 220V 2 Combo SD/CO- 15 Amp, 120V 1 AC Blower- 15 Amp, 220V 2 Furnace Circuit,- 15 Amp, 120V 1 Transfer Switch -200 Amp, 240V 1 Motor- 15 Amp, 120V 5 Electrical Inspector: Anthony Giordano 0411410 Illll LI/k�/ APPROVEDo aWN OF&OThis certificate is not valid unless raised seal is present. Certificate of Compliance . ..... .................................................. .... ...... ........................ CERTIFIED ELECTRICAL INSPECTIONS, INC. 188 PARK AVENUE AMITYVILLE, NY 11701 P: (631) 598-5610 ....................................................... CERTIFIES THAT Upon the application of Upon premises owned by Van Binsbergen Electric Denardo Residence PO Box 1518 2165 Clearview Avenue East Hampton, NY 11937 Southold, NY 11971 Located at: 2165 Clearview Avenue , Southold, NY 11971 Application Number#: 17-44378 Certificate#: 17-44378 Electrical License M 2783 Section: Block: Lot: Building Permit#: 40696 Name QTY Generator- 22 KW- 100 Amp, 240V 1 Incand. Fixture - 15 Amp, 120V 6 Service Disconnect- 200 Amp, 240V I UG Service Feeder- 200 Amp, 240V 1 Electrical Inspector: Anthony Giordano This certificate is not valid unless raised sea[ is present. JUL I)INGDErT. SUM �0OLD TOWN OF ' t t o��OF S01/ � o Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Southold,NY 11971-0959 Y BUILDING DEPARTMENT TOWN OF SOUTHOLD i i 6 CERTIFICATION Date: 15 I ? 1 Building Permit No. Owner \- oo1 _- (Please print) Plumber: OJA (Please print) lead. I certify that the solder used in the water supply system contains less than 2/10 of I% JONATHAN P SIRKIN Notary Public,State of New York No.01 SI6193382 Qualified in New York County Commission Expires Sept. 15,20 � (Plumbers Signature) Sworn to before me this �J�+L' day of 201'2_ DD Notary Public, County JUL 14 NO l�vMIDIr-TCB DEPT TOWN OF SOUTROLD � t pf SOUT�,O TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION 14 FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ] ELECTRICAL (FINAL) REMARKS: � � ® 01 O1-" DATE J INSPECTOR kQA4Z SO�lyo TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [✓] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELEC ICAL (FINAL) REMARKS: Nmofm6WA DATE z Z3 t INSPECTOR {O OF SOUlyo co U NOV TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION ( ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL INAL) REMARKS: i ' DATE INSPECTOR OF SOblyo TOWN OF SOUTHOLD BUILDING DEPT. = 765-1802 INSPECTIONS FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATEINSPECTOR VA, SO(/T�,ol � o H O cou N TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE 1' INSPECTOR ` i BOE SO//1,�, � O cOUNiY,Oc� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [X] R GH PLBG. FOUNDATION 2ND [ LATION FRAMING / STRAPPING [ L [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: 4 kw Amts S'IY 1 tt*� �r'vflk'v � � �� Gam• DATE INSPECTOR qobjBOE SOUTy ,`o a TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] SULATION [ ] FRAMING / STRAPPING FINAL Oe'Q— [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) MARKS: I Y Ow tiK41 DATE INSPECTOR �rN CAPE ,o,32 �. - - Iii?'`'' - • • STATE ENERG;Y • . 1p 'W NO WA MR g w ► I/r .'fir II 2311212,50, lillit SMI. _ I ..- 1 _-K Men �WAOAV MMR3 .2A �%''�� 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. �Q&� Check Septic Form N.Y.S.D.E.C. Trustees D 1EC.0 Q20'VER .Application Flood Permit Examined ,20 Single&Separate ✓ JAPR 1 Storm-Water Assessment Form �� ?a'� Contact: Approved 120 M *I to: of Disapproved a/c 70or, ' Phone: Expiration_ ,20_Lj— /C �]'�-Sh-r '.t Building InspectIN APPLICATION FOR BUILDING PERMI ' (1(1 1_1(y"D Date , 20 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. t/ (Signature,,f applicant or me,if a corporation) eW va,z�4107kolrt H101 (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician,plumber or builder "in az r Name of owner of premises (As on the tax roll or latest deed) If applicant is a corporation, st ture f duly ut r zff cer (Name and title of corporate officer_) Builders License No. Plumbers License No. t_ • 3 - Electricians License No. Other Trade's License No. 1. Locati n land on which,proposed yvom will e done:126 9//� �fHouse Number Street Hamlet / County Tax Map No. 1000 Section 70 Block /0. �� Lot Subdivision Filed Map No. Lot 2. State existing use and occupancy of premises and ' tend d use a, cc pan y o pr posed 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 Other Work (Description) 4. Estimated Cost � 7U��j, � Fee (To be paid on filing this application) 5. If dwelling, number of dwelling units Number of dwelling units on each floor If garage, number of cars , 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of ea ' ng structures, if any: Front A Rear Depth Height Number of Stories �/ Dimensions of same structure with alterations or additions: Front /V P Rear Depth Height Number of ttories 8. Dimensions of entire new cp struction: Front �� Rear Depth 5i 'D Height a ( - 0 4 Number of Stories C>2—02 9. Size of lot: Front � Rear �V ri/. Depth Z-13 / 10. Date of Purchase C 110di'ne of Former Owner / 4 a 4 L 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 fro p emises? S 1/ NO Me 1dr 14.Names of Owner of pr mases /YlL1J /dd[LYC Address 0. Name of Architect DMOE 41A Address 42�4 /vne No Name of Contractor 'C p Address /1 t At Phone No. ofieR /hoc 7TT / . 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO ✓ * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY Bf/E REQUIRED. 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 V * IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF ) being duly sworn, deposes and says that(s)he is the applicant (Name of individual signs contract)above na edn, (S)He is the (Contractor, Agent,torporate 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 day of Aar/ 20 /(o Se lie - State of N Notary Public No. O1 DE6309287 1 u o%A� 'p scant ff Qualified in Suffolk County /; 'Comm. Expires Aug. 11, Ol8 pF SO(/ly�lo Town Hall Annex ( Telephone(631)765-1802 54375 Main Road JR (631)765512 P.O.Box 1179 • �Q roger.richert(a�town.sout�io d.ny.us Southold,NY 11971-0959 O! ^a �cou BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: �' Date: Z—/ZZ/ Company Name: S --,V — JG Name: License No.: 3 Address:Phone No.: No.: JOBSITE INFORMATION: (*Indicates required information) *Name: 0 O *Address: :2Z 6,5-- ' QcCA_cs-tew 19 s Gc-,( tAOA *Cross Street: *Phone No.: Permit No.: 2.,p 6q Tax Map District: 1000 _ Section: Block: Lot: *BRIEF DESCRIPTION!OF WORK(Please Print Clearly) u(c—— Cn d �3r9_,��te/n ,,)9 dGe,,N2 (Please Circle All That Apply) *Is job ready for inspection: YES / NO Rough In Final *Do you need a Temp Certificate: 6/ NO Temp Information (If needed) *Service Size: �_Ph3as 3Phase 100 150 4gD 300 350 400 Other * ew Servic Re-connect Undergroun Number of I�leters Change of Service 49�i� Additional Information: PAYMENT DUE WITH APPLICATION /'_-)/rc VIA 82-Request for Inspection Form pF SD�TyDI Town Hall Annex Telephone(631)765-1802 54375 Main Road Nax(631)765- 502 P.O.Box I179 G� Q roger.richert IOWn.SOUtolld nV US Southold,NY 11971-0959 �y�4UNTl,�� BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY- 6\/1 Date-611az) 172 Company Name: v„1 a Name: License No.: i Address: Phone No.: JOBSITE INFORMATION: (*Indicates required information) *Name: *Address: l *Cross Street: *Phone No.: r Permit No.: Wo69 Tax Map District: 1000 Section: Block: Lot: *'BRIEF DESCRIPTION OF WORK(Please Print Clearly) � L�l � I I (Please Circle All That Apply) I *Is job ready for inspection: YE / NO Rough In Final *Do you need a Temp Certificate: YES/ NO I Temp Information (if needed) *Service Size: 1 Phase 3Phase 100 150 200 300 350 400 Other - *New Service: Re-connect Underground Number of Meters Change of Service Overhead Additional Information: PAYMENT DUE WITH APPLICATION i - 82=Request for inspection Form !O I Q ��0� Scott A. Russell ,� Osum/� STOIR.MWA\T]EIR, SUPERVISOR MAN AGIEMIENT SOUTHOLD TOWN HALL-P.O.Box 1179 0 53095 Main Road-SOUTHOLD,NEW YORK 11971 Town of Southold CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET APR 19 2016 ( TO BE COMPLETED BY THE APPLICANT ) DOLES THIS PROJECT INVOLVE'; ANY OF THE ]FOLLOWING Yes t (CHECK ALL THAT APPLY) ❑❑ A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. j Q 6 B. Excavation or filling involving more than 200 cubic yards of material ❑[3/ 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. ❑QE, Site preparation within the one-hundred-year f loodplain as depicted /on FIRM Map of any watercourse. ❑❑ 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 IL 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 Department with your Building Permit Application. i APPLICANT y(Pr �oon�tra;ctt,/ S.C.T.M. 1000t Date Professional, Dntnc N4NlE o/�� �/ J6f ' A 41Pn Brock Lot ^ FOR BUILDING DEPARTMENT USE ONLY W*** Contact Informauonj 1 �lf`✓ 7 ) RevlevvJed By:�, 11-np h 12 AA A Property Address/ Location of Construction Work: ! — — — — — — — — — — — t Approved for processing Building Permit ® Stormwater Management Control Plan Not Required. t — — — — — — — — — — — — — — — — — ! Stormwater Management Control Plan Is Required. j (Forward to Engineering Department for Review) I --TOS-- _-MAY------2014- --•-------•---•---I - ---- ---_ _ _—� _----- -- 1 FORM # SMCP— APPLICANT• S.C.T.M.°°: 1000CHAPTER 236 (Property Owner,Design Professional,Agent,Contractor,Other) -*-=r-- —�„— '0SU�/f n) yj/y,•, - pia Stormwater Management Control Plan CHECK LIST aen E• +y D"�1P'l�Pr' ctlon lock Lot, a S M C P -Plan Requirements: Provide ONE copy of the Building Permit Application. Url t ate: * The applicant must provide a Complete Explanation and/or Reason for not providing �l all information that has been Required by the following Checklisti. e Tclephorc dumber 1. A Site Plan drawn tb scale Not Less that 60'to the inch MUST If You answered No or NA to any Item, Please Provide Justification Here! show all of the following items: YES NO NA If you need additional room for explanations,Please Provide additional Paper. a. Location&Description of Property Boundaries b. Total Site Acreage. F��HROSiON c Existing-Natural&Man Made Features within 500 L.F. Shall inch I of the Site Boundary as required by§236-17(0(2), q rna;'qGbut1mited to: d. Test Hole Data indicating Soil Characteristics&Depth to Ground Water. Or15trUCtjpn e. Limits of Clearing& Area of Proposed Land Disturbance: Fencing, ' f. Existing& Proposed Contours of the Site (Minimum 2 Inteivals) exposed an g. Location of all existing& proposed structures, roads, driveways,sidewalks, drainage improvements& utilities. h. Spot Grades& Finish Floor Elevations for all existing& proposed structures. 1. Location of proposed Swimming Pool and discharge ring. =77 7Y17 j. Location of proposed Soil Stockpile Area(s). 0� k Location of proposed Construction Entrance/Staging Area(s).- 1. Location of proposed concrete washout area(s). M. Location of all pi nposed ei osion&sediment control measures. 0� 2 Stormwater Management Control Plan must include Calculations showing that the Stormwater improvements aie sued to capture,stole,and infiltrate on-site the run-off from all impervious surfaces generated by a two(21 inch DMNAGE,INSPECTIONS ARE rainfal I/storm event. COntaLl TOS Engineering 3. Details&Sectional Drawings foi stoi mwatei piactices are required for approval. BaClrtal! O Items requiring details shall include but not be limited to: that 1hp drliAage has been installed W a. Erosion &Sediment Controls. 0 e b. Construction Entrance&Site Access. F711= c. Inlet Drainage Structures (e.g.catch basins,trench drains,etc.) d. Leaching Structures-le.g.infiltration basins,swales,etc.) ***M FOR ENGINES ING EPART E T S NLY**** Additional Information is R I Reviewed& ! _ _ Stormwater Management C I _ _ _ _ _ _ _ti .�i� i Approved By: i Stormwater Management Cc 1 Pl��t3i O�pDate v3 1p SMCP has been approved by the En D ment. FORM SWC P neck List-TOS MAY 2014 BUILDING DEFT. TOWN OF SOUTHOLD Oct.21,2016 Town of Southold Building Dept. Donald DeNardo Town Hall Annex Building 490 Bleeker Ave Unit 2E 54375 Route 25 Mamaroneck, NY 10543 P.O. Box 1179 Ref:2165 Clearview Ave Southold, NY 11971 Dear Sir, Please allow this letter to be official notification of my intent to change building contractors at the Parcel of land know as 2165 Clearview Ave.The new building contractor is Hampton Modular, I.I.C. If there are any questions, please reach out to me directly.I can be reached at 646-772-8060 Thank You 4ly Donald DeN do D [EC[E0V[2 DD OCT 2 4 2016 BUILDING DEPT. TOWN OF SOUTHOLD CED,Ajj KNOL 900 Marconi Avenue Ronkonkoma, NY 11779 (631)231-1518—Fax(631)231-1625 www.cedarknolishomes.com January 6, 2017 Town of Southold Building Department 54375 NY-25 Southold, NY 11971 To whom it may concern, Please be advised,Cedar Knolls Inc.was replaced as general contractor for Building Permit Number 40696 (2165 Clearview Ave, Southold) prior to commencement of all contracting and activity. We have no knowledge of the new general contractor. For any additional information please contact homeowner Don DeNardo at (646) 772-8060 or(914) 232-1573.Thank you. Sincerely, C-- Howard M. Kipnes, President , o � JAN 20�� BUII,DING DEPT• TO'WN OF SOMOLD TITLE NO: F15-7404-100161 District: 1000 Section: 070.00 Block:10.00 Lot: 015.000 Town of Southold,New York Gentlemen: FIDELITY NATIONAL TITLE INSURANCE SERVICES,LLC hereby certifies to the TOWN OF SOUTHOLD that it has searched the records of the Suffolk County Clerk for deeds affecting the captioned property and properties immediately adjoining and finds: SEE ATTACHED And the records of the Suffolk County Clerk and/or Suffolk County Registrar disclose no other further conveyance of any of the foregoing lots other than as set forth. FIDELITY NATIONAL TITLE INSURANCE SERVICES,LLC certifies that the above-captioned property has been made from 01/01/57 and that the premises have been in single and separate ownership by Michael_P. Terp and James Milowski by Liber 12441 page 557 and his/her predecessors in title since prior to 01/0157 except as follows: (see attached chains of title). No searches hiave'been.made other than as expressly stated above. The Company's liability under this Certificate shall only be to the party to whom it is certified and such liability shall under no circumstances exceed the amount of Twenty-Five Thousand Dollars ($25,000.00) and no policy of title insurance can be issued based upon the information contained in the Certificate. Dated: 03/15/2016 FIDELITY*NAL TITLE INSU N ERVICES, LLC ALEXANDRA A. BO SUNG Sworn to before me this Stn day of April, 20 Notary Public BRUCE N.P'FWPS Notary Public,State o flty ygei, No.4729041 Qualified in Sufto#%Coiln M-q.30"7D. TITLE NO. F 1-7404 -100161 STATE OF NEW YORK) ss: COUNTY OF SUFFOLK) ALEXANDRA A. BOSSUNG, being duly sworn deposes and says: That she has had a search made of the records of the County Clerk of Suffolk County with reference to an application for a variance affecting the following premises: S CTM: 1000-070.00-10.00-015.000 That the said records indicate the following chains of title as to premises and adjoining lots since prior to 01/01/57. SUBJECT PREMISES: 1000-070.00-10.00-015.000 Sarah E. Gagen Deed To Dated: 1/28/1957 John A. Gagen Rec'd: 2/4/1957 Liber: 4253 page 440 John A. Gagen Deed To Dated: 2/24/1960 Walter E. Cain Rec'd: 3/11/1960 Patricia A. Cain, his wife ALiber: 4780 page 42 Walter E. Cain Deed Patricia A. Cain, his wife Dated: 2/16/1966 To Rec'd: 2/23/1966 Mildred M. Terp Liber: 5915 page 417 FIDELITY NAL TITLE IN CE SERVICES, LLC IV ALEXANDRA A. OSSUNG Sworn to before me this 8`hda ofWil, 16 otary Publ'c BRUCE N.PHIPIFS Notary Public,StatedT fm York No.477.90'41 Quahlieri in Su rc rxCt;arn�'� Commission Mildred M. Terp Deed To Dated: 3/8/2006 Michael D. Terp Rec'd: 3/21/2006 James Milowski Liber: 12441 page 557 LAST DEED OF RECORD PREMISES TO THE NORTH: 1000-070.00-10.00-014.000 Sarah E. Gagen Deed To Dated: 6/29/1957 Ambrose R. Terp Rec'd: 7/10/1957 Mildred M. Terp, his wife Liber: 4327 page 135 Ambrose R. Terp Deed Mildred M. Terp, his wife Dated: 3/8/2006 To Rec'd: 3/21/2006 Michael P. Terp Liber: 12441 page 558 Subject to Life Estate of Grantors LAST DEED OF RECORD PREMISES TO THE EAST: 1000-070.00-10.00-024.000 Sarah E. Gagen Deed To Dated: 1/28/1957 John A. Gagen Rec'd: 2/4/1957 Liber: 4253 page 440 FIDELITY ONAL TITLE 1N U CE SERVICES, LLC �SS ALEXANDRA A. BOSSUNG Sworn to before me this 8t" (14 of April, 2016 No"PublF BRUCE N.PHIW?S, Notary Public,State Gfuev yQrk Ne.4729041 Quaiii d in Sutroik ull John A. Gagen Deed To Dated: 9/1/1982 Francis J. Dwyer Rec'd: 10/12/1982 Jo Ann Dwyer, his wife Liber: 9254 page 188 Francis J. Dwyer Deed Jo Ann Dwyer, his wife Dated: 10/17/1983 To Rec'd: 10/27/1983 Charles F. Schoenbaechler Liber: 9449 page 392 Florence Schoenbaechler, his wife Florence Schoenbaechler, surviving tenant Deed by the entirety of Charles F. Schoenbaecher Dated: 8/19/2015 (find no death of Charles F. Schoenbaechler) Rec'd: 10/14/2015 To Liber: 12836 page 414 Karen Saunders Bakst LAST DEED OF RECORD PREMISES TO THE SOUTH: Clearview Avenue PREMISES TO THE WEST: Oaklawn Avenue FIDELIT I TIONAL TITLE INSU NC ERVICES, LLC IS ALEXANDRA A. BO UNG Sworn to before me this 8`h da o April, 016 Not ry Pu c BRUCE N.Plli' L Notary Public,Stats f r4w,lblac No.4729011 Quasi ier9 io s0icc Gea�t�r Commissiau'YP;Tc,-huv.30' olf � t CONTRACT OF SALE Vacant]Land WARNING:NO REPRESENTATION 1S MADE THAT THIS FORM OF CONTRACT FOR THE SALE AND PURCHASE OF REAL ESTATE COMPLIES WITH SECTION 5-702 OF THE GENERAL OBLIGATIONS LAW "PLAIN ENGLISH-). CONSULT YOUR LAWYER BEFORE SIGNING IT. NOTE:FIRE AND CASUALTY LOSSES;This contract form does not provide for what happens in the event of fire or casualty loss before the title closing.Unless different-provision is made in this contract,Section 54317 oftre General Obfigatians Law will apply.One part of that law mikes a purchaser responsible for fire and casualty loss upon taldng of title to or possession of the premises. UAV Date: CONTRACT OF SALE made as of the 5Y da of Rmbe-,"4-5 � BETWEEN Parties.- MICHAEL P.TERP- Address: 124 Platte Avenue,Norwich, Connecticut 06360 and JAMES MILOWSBI 4790 Westphalia Road,Mattituck,New York 11952 hereinafter called"SELLER,"who agrees to sell,and DONALD DeNARDO and MARIA DeNARDO Address: 10 Pine Hill Drive,Katonah,New York 10536 hereinafter called"PURCHASER,"who agrees to buy: Premises: The property, including all buildings and improvements thereon (the "PREMISES") (more fully described on a separate page marked "Schedule A') and also, known as: Street Address:Vacant Land—2165 Clearview Avenue, Southold,New York 11971 Tax Map Designation: DISTRICT 1000 SECTION 070.00 BLOCK 10.00 LOT 015.000 Together with SELLER'S interest,if any,in streets and unpaid awards as set forth in Paragraph 9. Personal Property.- VACANT LAND-INTENTIONALLY OMITTED Purchase Price: I, a. The purchase price is $189,500.00 Payable as follows On the signing of this contract,by check subject to collection: $ 18,950.00 1 By allowance for the principal amount still unpaid on EXISTING MORTGAGE(S): $ _0_ By a Purchase Money Note and Mortgage from PURCHASER (or assigns)to SELLER: S -0- BALANCE AT CLOSING: $170,550.00 b. If this sale is subjeet te an E-MTING MORTGAGE, the Pumhase Meney Nete and MeFkgage will alse pmvide that it will remain subjeet to the rier lien e f any EM`fir MO T 9 A Geven+l. L. the EXISTING w r DRT A�T is e7ktend e4-gF-m ]Q, shall be dfwffln en the— 4andafd fefm by the att0mey fe QVT T U"U nTmr+LT A C' a-cGicr�.RTTshall—pay al T—p'Cy—the nCo_ge feeefding fees �--a}}- ' ��p r-ding--fe � +i iii u�v'�1�1-Tfr'CJZ71-+F�P����'}}�'q�tittli-IC1 Y_""� C. if any requiFed pa!q}enci--ar—e madE MORTGAGE between a ;,h r-eduee the unpaid - al VLVaJaaT amount of a T.'iPTC'�TTArP"� MORTGAGEMew ..�».++......au a u�v p then the balanee of the pr-iee payable t v.wvaa.v will agrees that the amount shewff in Paragraph 7 is r-easenably eefFeea d aL p.. .ate:s.v �dbti._the MISTING 71 ATO TG A r+ l -- d �? i""" v a.�rn.cro�ricr�%q ll If there is a meAgage eseIew ae-eoun+ that d feE pufpese ff pay." — ftee, ete,-SRLL— shall—assign it te P�II��NARFR if;+ 1— tat event, vAS n shall pay aL �awbaa...u. Thnrmn Existing Mortgage(s): 2. INTENTIONALLY OMITTED- Acceptable Funds: 3. All money payable under this contract,unless otherwise specified, shall be either: a. Cash,but not over one thousand($1,000.00)Dollars; b. Good certified check of PURCHASER, or official check of any bank, savings bank, trust company, or savings and loan association having a banking office in the State of New York, payable to the order of SELLER, or to the order of PURCHASER and duly endorsed by PURCHASER(if an individual) to the order of SELLER in the presence of SELLER or SELLER`S attorney; 2 C. Money other than the purchase price, payable to SELLER at CLOSING, may be by check of PURCHASER up to the amount of ONE THOUSAND ($1,000.00)dollars;or d. As otherwise agreed to in writing by SELLER or SELLER'S attorney. "Subject to"Provisions: 4. The PREMISES are to be transferred subject to: a. Laws and governmental regulations that affect the use and maintenance of the PREMISES, provided that they do not prohibit the construction of a one-family dwelling of not less than 2,500 sq. ft. on the subject premises. b. Consents for the erection of any structures on, under or above any streets on which the PREMISES abut. C. Encroachments of stoops, areas, cellar steps, trite and cornices, if any,upon any street or highway. d. Any state of facts an accurate survey would show provided same does not render title unmarketable. or uninsurable. e. Rights and easements of utility companies, if any. f. Variations between fence and property linesof up to 12" provided Purchasers' title insurance cargany does not raise an out-of-possession exception as a result thereof. Title Company Approval: 5. SELLER shall give and PURCHASER shall accept such title as ANY REPUTABLE TITLE COMPANY will be willing to approve and insure in accordance with the standard form of title policy approved by the New York State Insurance Department,subject only to the matters provided for in this contract. Closing Defined and Form of Deed.• 6. "CLOSING" means the settlement of the obligations of SELLER and PURCHASER to each other under this contract, including the payment of the purchase price to SELLER, and the delivery to PURCHASER of a BARGAIN AND SALE WITH COVENANTS deed in proper statutory form for recording so as to transfer full ownership (fee simple title) to the PREMISES, free of all encumbrances except as herein stated. The deed will contain a covenant by SELLER as required by Section 13 of the Lien Law. If SELLER o�ar�fCrlaLi*' f rc-c$-u� Crr-rc�-aT��sYrrer-`t CLOSING (a) a resolution of its Board of Direc a sale and delivery of the deed; and a e ecretary or Assistant Secretary of the corporation 3 02-Re S11811 CO-OW13 a reC'tA] SlIffi-Cia-At t-0- A-st-A-13NAL AAM p1liapg@ With that-Watiap. Closing Date and Place 7. CLOSING will take place at the office of HARVEY A. ARNOFF, ESQ., 206 Roanoke Avenue, Riverhead, New York within ten (10) business days of PURCHASER obtaining a building permit. Broker: S. PURCHASER hereby states that PURCHASER has not dealt with any broker in connection with this sale other than BENINATI ASSOCIATES and NORTH FORK REAL ESTATE, INC. and SELLER agrees to pay the broker the commission earned thereby(pursuant to separate agreement). Streets and Assignment of Unpaid Awards: 9. This sale includes all of SELLER'S ownership and rights, if any, in any land-lying in the bed of any street or highway, opened or proposed, in front of or adjoining the PREMISES to the center line thereof. It also includes any right of SELLER to any unpaid award by reason of any taking by condemnation and/or for any damage to the PREMISES by reason of change of grade of any street or highway. SELLER will deliver at no additional cost to PURCHASER, at CLOSING, or thereafter, on demand, any documents which PURCHASER may require to collect the award and damages. Mortgagee's Certificate of Letter as to Existing Mortgage(s): 10. INTENTIONALLY OMITTED Compliance with State and Municipal Department Wolations and Orders: 11. a. SELLER will comply with all notes or notices of violations of law or municipal ordinances, orders or-requirements noted in or issued by any governmental department having authority as to lands, housinLai din sfire, health and labor conditions affecting the PREMISES at the dateng1 iree�rREMISES shall be transferred free of them at CLOSING and this provision shall survive CLOSING. SELLER shall furnish PURCHASER with any authorizations necessary to make the searches that could disclose these matters. Omit if the Property is not in the City of New York b. d$msuaHt te Admiais#a"e Cede ef the Cityof New Yer-k prior-to CLOS ING and payablei - shall be diseharged by SELLER at CLOSING. This pr-eviskm shall sufvive GLOSIN& Installment Assessment 12. If at the time of CLOSING the PREMISES are affected by an assessment which is or may become payable in annual installments, and the first installment is then a lien, or has been paid, then for the purposes of this contract all the unpaid installments shall be considered due and are to be paid by SELLER at CLOSING. 4 Apportionments: 13. The following are to be apportioned as of 12:01 a.m. of the day before CLOSING: se-exl&ing y to C OSDI 's. (d) Taxes, water charges and sewer rents, on the basis of the ftni Lien (12/1/15 period for which assessed. (e) , if ,if - 11/30/16) If CLOSING shall occur before a new tax rate is fixed, the apportionment of taxes shall be upon the basis of the old tax rate for the preceding period applied to the latest assessed valuation. Any errors or omissions in computing apportionments at CLOSING shall be corrected. This provision shall survive CLOSING. Water Meter Readings: 14. INTENTIONALLY OMITTED Allowance for Unpaid Taxes, etc.: 15. INTENTIONALLY OMITTED Use of Purchase Price to Pay Encumbrances: 16. If there is anything else affecting the sale of which SELLER is obligated to pay and discharge at CLOSING, SELLER may use any portion of the balance of the purchase price to discharge it. As an alternative, SELLER may deposit money with the title insurance company employed by PURCHASER and required by it to assure its discharge; but only if the title insurance company will insure PURCHASER'S title clear of the matter or insure against its enforcement out of the PREMISES. Upon request, made within a reasonable time before CLOSING, the PURCHASER agrees to provide separate certified checks as requested to assist in clearing up these matters. Afflidavit as to Judgments, Bankruptcies, Etc. 17. If a title examination discloses judgments, bankruptcies or other returns against persons having names the same as or similar to that of SELLER, SELLER shall deliver a satisfactory detailed affidavit at CLOSING showing that they are not against SELLER. Deed Transfer and Recording Taxes: 18. At CLOSING, a. SELLER shall cause to be delivered a certified check payable to the order of the appropriate State, City or County officer in the amount of any applicable transfer and/or recording tax payable by reason of the delivery or recording of the deed,together with any required tax return.PURCHASER agrees to duly complete the tax return and to cause the check(s) and the tax return to be delivered to the appropriate officer promptly after CLOSING. b. PURCHASER shall-be responsible for payment of recording fees and Peconic Bay Tax,if applicable. 5 Put chaser's Lien: 19. All money paid on account of this contract,and the reasonable expenses of examination of the title to the PREMISES and of any survey and survey inspection charges are hereby made liens on the PREMISES and collectable out of the PREMISES. Such liens shall not continue after default in performance of the contract by PURCHASER. Seller's Inability to Convey,Limitation of Liability: 20. If SELLER is unable to transfer title to PURCHASER in accordance with this contract, SELLER'S sole liability shall be to refund all money paid on account of this contract, plus all charges made for: (i) examining the title; (ii) any appropriate additional searches made in accordance with this contract; and (iii) survey and survey inspection charges. Upon such refund and payment, this contract shall be considered cancelled, and neither SELLER nor PURCHASER shall have any further rights against the other. Condition of Property: 21. INTENTIONALLY OMITTED Entire Agreement: 22. All prior understandings and agreements between SELLER and PURCHASER are merged in this contract. It completely expresses their full agreement. It has been entered into after full investigation, neither party relying upon statements made by anyone else that is not set forth in this contract. Changes Must be in Writing. 23. This contract may not be changed or cancelled, except in writing. The contract shall also apply to and bind the distributees, heirs, executors, administrators, successors and assigns of the respective parties. Each of the parties hereby authorizes their attorneys to agree in writing to any changes in dates and time periods provided for in this contract. Singular Also Means Plural: 24. Any singular word or term herein shall also be read as"in the plural whenever the sense of this contract may require it. Lead-Based Paint Hazards: 25. INTENTIONALLY OMITTED Thith and Heating Law: 26. INTENTIONALLY OMITTED Woodboring Insect Inspection: 27. INTENTIONALLY OMITTED 6 Title Insurance 28. The Purchaser agrees to accept such marketable title as any,reputable title insurance company licensed to do business in the State of New York will approve and insure subject to the exceptions and conditions contained in this contract. A policy insuring that in case of encroachments not herein mentioned, the building or the portions thereof which encroach may remain undisturbed so long as the building stands; and, in the case of covenants, easements, agreements and restrictions of record not hereinabove expected, that they are not violated by the_property or its use; and, in the case of transfer, inheritance, estate, franchise, dissolution, license or similar taxes, charges or liens of any nature not hereinbefore excepted, that the collection will not be enforced against the premises, shall be deemed an acceptable policy under this provision. Default: 29. Should the Purchaser default in the performance of any of the terms of this contract, then, at the Seller's option, the money paid on account of this contract shall be retained by the Seller as liquidated damages and, if the Seller so requests in writing, the escrow agent is hereby authorized and directed to pay all sums paid hereunder together with accrued interest, if any, to the Seller, and this contract shall thereupon become null and void, and neither party shall have any further right,obligation or liability to the other. Objections to Title: 30. In the event there are any objection to title, Purchaser's attorney shall notify the Seller's attorney of the same in writing and the Seller shall have a reasonable time to remove said objections, which time shall not exceed NINETY (90) DAYS after notice has been received the Seller's attorney of the same. If said objection to title cannot be removed within that time, then the parties authorize and direct the escrow agent to refund to the Purchaser the contract payment together with accrued interest, if any, to the Purchaser,and the Seller shall make the further payments to the Purchaser as provided in Paragraph 20, Supra • and upon such payment being made, this contract shall be deemed to be null and void, neither party having any further right, obligation or liability to the other. It is expressly understood and agreed that the Seller is not required to bring any action or proceeding, or otherwise incur any expense whatsoever to render title marketable. The Purchaser may accept such title as the Seller is able to convey but without any abatement in the purchase price. The acceptance of a deed by the Purchaser shall be deemed full performance and discharge of all the obligations and covenants of the Seller under this contract except those, if any, which are specifically provided to survive delivery of the deed. "As Is"Clause: 31. INTENTIONALLY OMITTED Certificate of Occupancy: 32. INTENTIONALLY OMITTED Removal of Violations: 33. If the cost of removal of violations required to be removed by the Seller pursuant to the printed provisions of this contract shall exceed TWEMY-FIVE HUNDRED & 7 00/100 ($2,500.00)DOLLAR.S, then the Seller shall have the right to cancel this contract by written notice to the Purchaser on or before the time fixed for closing, in accordance with the provisions set forth herein, and the escrow agent-is-hereby directed to refund to the Purchaser the monies paid on account of this contract, and the Seller shall make the farther payments as provided in Paragraph 20, Supra, whereupon this contract shall become null and void,neither party having any further right, obligation or liability to the other, unless Purchaser shall agree to take title subject to said violations and receive an abatement of the purchase price in the sum of TWENTY-FIVE HUNDRED & 00/10Dths ($2,500.00) Dol l ars. Contract Downpaynent., 34. The contract downpayment provided herein shall be held in escrow by HARVEY A. ARNOFF, ESQ., Seller's attorneys, until closing of title or as otherwise herein provided. Said escrow shall be held at Suffolk County National Bank,with offices located at 6 West. Second Street, Riverhead, New York 11901. The Escrowee shall not be required to determine the validity of any notice or document delivered or required to be delivered hereunder. The escrow agent shall not be responsible to any of the parties hereto for any action or failure to act on his part hereunder,unless such action or failure to act demonstrates bad faith. The Purchaser and the Seller hereby authorize the escrow agent, in the event they should become involved in litigation under this contract, to deposit with the Clerk of the Court,or other appropriate municipal agency in which such litigation is pending, all funds delivered to the escrow agent hereunder together with accrued interest, if any, and thereupon, the escrow agent shall be fully relieved and discharged of any further responsibility hereunder. The escrow agent is hereby authorized in the event of a threatened litigation,to interplead all interested parties in any court of competent jurisdiction, and to deposit with the Clerk of such Court, or other appropriate municipal officer, all funds together with interest, if any deposited with him hereunder, less the cost and expenses of bringing such interpleader action, including attorney's fees, and thereupon the escrow agent shall be fully relieved and discharged of any further responsibilities hereunder. Notices: 35. The parties hereby designate their respective attorneys as their agents to send or receive any notices pursuant to this contract. Inconsistencies between Rider and Contract: 36. If the terms and provisions of this printed contract shall be at variance with any term or provision of rider,the terms and provisions of the rider shall prevail. Assignment of Contract: 37. This contract may not be assigned by the Purchaser without prior written consent of the Seller. Wafer Analysis: 38. INTENTIONALLY OMITTED 8 Possession and Possession Escrow Fund.- 39. INTENTIONALLY OMITTED Closings Outside of Suffolk and Nassau Counties: 40. In the event that a closing occurs outside of the Counties of Nassau and Suffolk, the Purchaser will pay to the SeIler's attorney, the sum of TWO HUNDRED FIFTY&00/100($250.00)DOLLARS to defray Seller's additional legal fees. No Inference: 41. The parties acknowledge that this agreement was.principally drafted by the attorney for the Seller, but the same has been fully negotiated by counsel for both the Seller and the Purchaser. Nevertheless, in the event any provision of this agreement requires construction by a court, no adverse inference shall be drawn for or against any party by reason of the fact that the primary draftsman was the attorney for one of the parties. Mortgage Contingency Clause: 42. INTENTIONALLY OMITTED r- _MICHAEL P:Teller S.S.# i✓� JJ,� G y 142,qo J S7MILOWSKI, Seller S.S.# ///40 tALD DeN 0,111vurchas S.S.# MARIA DeN urchaser S.S.# 9 RIDER TO CONTRACT OF SALE BY AND BETWEEN MICHAEL P. TERP and JAMES MILOWSKI to DONALD DeNARDO and MARIA DeNARDO Any conflict between the written portion of the Contract of Sale and this Rider the Rider shall govern. 1. The submission of this Contract does not constitute an offer and neither side shall be bound until the Contract is signed by all parties and a fully executed copy thereof is delivered to Purchaser's attorney, 2. This Contract of Sale may not be assigned or recorded by the Purchaser without the express written consent of the Seller. 3. Subject to any state of facts an accurate survey may show, provided same does not render title unmarketable. or uninsurable. 4. ALL PAYMENTS AT CLOSING ARE TO BE MADE BY GOOD UNENDORSED CERTIFIED CHECK OR BANK CASHIER'S OR OFFICIAL CHECK PAYABLE DIRECTLY TO THE ORDER OF SELLER OR SELLER'S DESIGNEE AND DRAWN ON A BANK WHICH IS A MEMBER OF THE NEW YORK STATE CLEARING HOUSE. UNCERTIFIED CHECKS OF A FUNDING COMPANY OR ATTORNEY'S ESCROW ACCOUNT WILL NOT BE ACCEPTED BY SELLER ON ACCOUNT OF PROCEEDS DUE FROM PURCHASER. 5. Any alterations, amendments, changes, cancellations, extensions and/or revocations of this Contract may be made by and between the attorneys for the respective parties hereto in a writing signed by both attorneys with the same force and effect as if made between the parties hereto. 6. The acceptance of a deed by the Purchaser shall be deemed to be full performance and discharge of every agreement and obligation on the Seller's part to be performed pursuant to the provisions of this Contract, except those, if any, which are herein specifically stated to survive the delivery of the deed. 7. Purchaser understands that in the event they willfully default under the terms of this Contract, all sums paid hereunder shall become the sole property of the Seller as liquidated damages and the Contract shall be deemed null and void, with no further force rights between the parties, 10 except Purchaser agrees to hold the Seller harmless for brokerage commissions,if any. S. In the event that the check given as down payment and delivered by the Purchaser to the Seller upon the execution of this Contract is dishonored for any reason by the bank upon which it is drawn, then the Seller, may at his option, declare the Contract null and void and at an and and thereupon the Seller may be relieved and released from all obligations thereunder. 9. Purchaser shall make prompt application for health department approval and shall have ninety (90) days from the date hereof to obtain such approval. Upon receiving health department approval, Purchaser shall have an additional � g� ��+ ��t Ttbuilding permit for a single family residence./ ure aser s a pay a costs and expenses associated with this application, including but not limited to survey fees, legal fees, application and filing fees and recording fees. 10. Seller agrees to cooperate with Purchaser's efforts to obtain health department approval and the building permit and will sign any required applications associated with same upon approval of any such applications by Seller's attorney. 11. In the event Purchaser is unable to obtain the required approvals and permit, Purchaser shall promptly notify Seller's attorney. Upon notification of the inability of the p�G}�a er obbtain a buildin permit as set forth in Paragraph 9 above, -the ftmpayment shall �e ree Un to Purchasers. 12. If, after exercising due diligence, Purchaser is unable to obtain the required approvals and building permit for a single family residence within one'hundred eighty(180) days from the date of this contract, either party may elect to cancel this contact. Upon notification of cancellation from one party to the other, the downpayment shall be refunded to Purchaser. MICHATI,1'_ ler J 7s7,, ,;7,,,,- NALD D ,P rchaser MARIA DeNARDO,Purchaser 11 PURCHASER'S RIDER TO CONTRACT OF SALE BY AND BETWEEN MICHAEL P. TERP&JAMES MILOWSHI as Sellers AND DONALD DENARDO &MARIA DENARDO as Purchasers 1.Time Periods.All time periods in this contract shall be measured from the date when the Purchaser's attorney receives the fully executed contracts. 2.Seller's Representations. Seller hereby represents,warrants and covenants the following all of which additional representations,warranties and covenants shall be true as of the date hereof and as of the date of Closing; (a)Other than taxes not yet due, Seller has no actual knowledge or notice of any outstanding tax liability affecting the Premises or of any pending or threatened assessments relating to or chargeable in any way against the Property; (b) Seller has not entered into any commitment, agreement or understanding with any -municipality,county,state or federal governmental agency or authority which would require the installation of any improvements or the incurring of any costs or expenses affecting the Premises or otherwise; (c)The Seller will not voluntarily suffer or permit any lien or encumbrance to be placed against the Premises which cannot be fully discharged at Closing through the application of the purchase price; (d)The Seller has no actual knowledge or notice of any application for any zone change or pending zoning ordinance amendment which would affect the Premises; (e)There are presently no written or oral leases, subleases, agreements, arrangements or occupancies affecting any part of the Premises and the Seller may not enter into any leases or other agreement to rent the Premises after the date hereof; (f)To the best of Seller's actual knowledge none of the recorded or applicable covenants and restrictions affecting the Premises have been violated; and (h)To-the best of Seller's actual knowledge there are no underground fuel oil tank(s), whether abandoned on not, at the subject premises. 3.No Notices. Seller represents and warrants that Seller has no actual knowledge or notice of any currently pending or planned public agency hearings that might affect the Premises. Seller shall promptly forward to Purchaser without delay any future notices Seller may receive from any public agency hearings of which Seller may become aware which affect the Premises. 4.Short Sale. Seller represents that this is not a"short sale: and that there will be sufficient funds from the closing of this transaction to satisfy any and all liens against the Premises. S.Death,Disability Or Incapacity of Purchaser.If prior to the closing,either Purchaser has died,then,in that event,the other Purchaser shall have the option of terminating this contract and all rights,obligations and duties under this contract shall terminate and the downpayment shall promptly be refunded to the Purchaser. b. No Pending Litigation.Seller represents that as of the date of this Contract, Seller has received no notice and has no actual knowledge of any pending litigation or claim against or concerning,Seller, the Premises or the personal property included in this sale. 7. Single and Separate Search.This contract is contingent upon the Purchasers obtaining within thirty(30)days of the receipt by the Purchasers' attorney of a fully signed copy of this Contract of Sale a title search showing single and separate ownership of the subject property from July 1, 1983. 8. Purchaser's Rider Prevails. In the event of any conflict or inconsistency between any term of this Purchaser's Rider and the terms of either the printed portion of this Contract or the Rider, the terms of this Purchaser's Ruder shall prevail. 1, C L-o= . E ,as Seller D NALD D ,as urcha a ------- T JAMES MILOWSKI,as Seller DEN O, as Purchaser SCHEDULE A ALL that certain plot, piece or parcel of land, situate, lying and being.at Southold, County-of Suffolk and State of New York,bounded and described as follows: BEGINNING at a monument at the intersection of the easterly line of Oaklawn Avenue with the northerly line of Clearview Avenue, and running along said easterly line of Oaklawn Avenue, North 6 degrees 12 minutes 00 seconds East 100.00 feet; THENCE along-land formerly of Sarah E. Gagen at right angles to said easterly line, South 63 degrees 48 minutes 00 seconds East 154.15 feet; THE, along other land formerly of Sarah Gagen, South 8 degrees 53 minutes 30 seconds West 107.13 feet to said northerly line of Clearview Avenue; THENCE along said northerly line of Clearview Avenue, North 81 degrees 06 minutes 30 seconds West 149.29 feet to the point of BEGINNING. 12 !ft��►.JP8P t I - ,q -_ - E7tISTING GRP tWABLESITUATE AT .. '2'l't 3 .K:w�ids. t Afo a" iitMEVAtENT 2"S70!`�OR PR��LE ,,Cl.O �STyAa(��(EXCEPlONAStNG#�REStDENCELOTWNERE l n 1 r:{O. ,iz SIZE: ��RJ T V L REcY,C wco ,., ;.; 2 GTjj XOT 'ASO 1`001! MUMtENG Nit! APDL .. 76WN OF SQUTNOLC) ^r _:g YE(t OTAAdt1 r t NOTtESsNTy_ L?RHE PUitOOTI dr UFFOLK COUNTY,.NEW YORK - ;p l�kNfS i4tERE INGRESS C1f2 EGREss OCCURS.TWENry POUR x2412'IF SHJGLE O 'DIST:1000 SEC. �70 BLK, 10 LOT 15RUM gEXWNC OIHStKRttBEPtACED;OVER•IHEE1dTIREARf11PRfOR7 P[RCtNG ------ OFS - �: .. OR 81VERTED,TOWARD CON M'8.SURFACE WA ER-AIL Sl1RFACE WATER tT Ot41t1G IS E)OST1 +� 5MUC �SHALLBEPIPEDACROSS THE SMLL,RANCE.IFFJP,ING RX!MORE45, ' 60 75 90 105 .120," 135 cRo!" ' , .z r. HCE THE ENTRANCE E StfAtt 6E MATNTAtNED INA GPONDITION WNrcH ALL wru f 0 MIN.OR 7aTROADkiDTf{ .SED$4IENrSAPtItED DROPPED WA ED OR IRACTED ONTOPUeUC RtGHIS OBUC FWAY HATE:DECEMBER 16 2015 r1aNEDwrEty. PLAN $.6YHEH tYASHtRG lS REQUIRED,tTSHAIt DEDONE ON A AREA'STABIUZED VJ1iH NOTE: CH 9.PERJCD� AND NEED�D MAINTENANCE SftAlt RE PROVfDED AFTER EACH MAINTENANCE TOIN(aLIDEi ODlG '-.0:361 ACRE ' = f S$INGWTHADO!TIONAL'STONEAS V REQtAREt). FER TO-NAVD 9988 AND�ARE THE RESUL T OF.ACTUAL tx/sraanGATIONaTEdsL»s: 1)LIAvT VEmCU AR SPEEDONSITE USING TIWFIC t�Pt?fZOL ANO s1C�AGE 'LATELY 280'TO 7HE SOUTH z�wATERONsrrEAs CESSAWTOCONrR LaAT 3)AppROPPoATEafEANS s1(ALt BEthSEDTO cxTNrRot rxisrtwiaG cxlxsrRucnQN , " '150`ARE IMPROV15D-AND' - ITER'UNLESS-OTHERWISE NOTED 'NCE: 93,500 SQ.FT: IMPROVED , RIVE WRY: 875 SQ.FT. �VJ PUBLIC WATER e E, F SOIL'TO BE EXCAVATED FOR FOUNDATION Q. Q V F/LL`RE UIRED FOR SANITARY TIMBER WALL AREA ; R AD OVER SITE MAY "".9 _2016 TOWN OF SOUTHOLD , ITER MANAGEMENT CONTROL.PLAN BUIL DING DEIt, D ALL REEQUIRED STANDARDS' TOWN,01F$OLT MOLD 0 CESSPOOL VCE T?,CONSlS,T'OFA STRUCTURAL SILT'FENCE, CESSPOOL IN OF SOUTNQLD fi ;BE°CONTAINED BY-LEADERS GUTTERS THATEMPTYiAY tt IMPROVED N Cib 6 Co 6oY SAIVITARY )R FOOT P,R%NT=.2;488 SQ.FT. c � S ti� AS SHOWN ?488XO.1667'='415CU.FT19:8.YF(REQUIRED) �Q�� OF c6Np'tZt o- i0g i75 SQ.FT LAND N WOR:FORMERLY DF 975 SQ.FT X 0.1667='146 CU.FT.13.,5 VF(REQUIRED) i;�-rR N NAT N'N.ANDRUSKI `CU.FT. = 13.3 VF, f YDEEP DRYWELLS(634 CU.FT.) ' t•.. ,,, ELS$• ' - p w ��� _S 83°48'00" 154.15' WASHOUT rslj'Y�o� N / '• t _ o' 1 AREA \;Fyy�T a-� f- ts4cuFT PROPOSED PO /1Rlh �� ITEDIS R CH/NGAREA S7OCKPlCE BANCE, 13,30 QFT W's SX3 4� w e .N Q) z' c)S 35.0' �8'� to13=T1/2"- N ---- — — - --- - Q w - u. -- - ouEcnoNeAsrN 22.1" ; 36-41 EROSION &SEDIMENT CONTROLS �Cj �: = WZ16 PROPOSED 3/P�POSED �� TE 9, 4:2'x 80=1" `r Shall include but not be limited to: z Q Y �A3%CUID's -- - 2488sQFr (873SQ.PT) 20 O�i�V-�TOB�N D� FRAC DORY A well maintained Construction Entrance, Ha�__ 4SEDRo 1NG 1{�ire Backed Siit Fencing,stabilization& 0 18,1" FF EL 127 22 BFL•4Z'+/_ Seeding of exposed and/or inactive soils. fit PRO/?PORCHc� Div Sc3 PTW 8.0` 4O 3 ' ©� �C14 , DW 8X3 PDW7.5` i W DW 360 - PROVIDE __ DRAINAGE INSPECTIONS ARE REQUIRED o lE#CHINGAREq �•l l (6)8'DtA X2'DEEPL,p'S _ Contact TOS Engineering at 765-1564 before © � FU WWR �-`_ -- a Backfill, OR Provide Engineer'sCertification \ r" ^4REDROOTADESlG 210 ROX __ i� M OFRLL 5 h U that the drainage has be4n Installed to Code. j ,s _ ` FQRRErAI a� PROPOSED namEH t,. PS @B' (GRADl1dGP q / URPOSES /V 81- 6s 3o,i 1�i.9.G7.9� ONLYf H1H �. 9 PB{ya8 P 70 0 CISnNG EDGE OFPAV � DENARDO a,DENARDO VIE -_ — • . _ ITY NATIONAL TITLE INSURANCE SER V/CES,LLC. A VACANTACROSS STREET APPROVAL OF�STOR A'TER,P1AANA . : °...� CONT'RO Pn Cod Pt Date: & (3 /2'm 06 roved b TEST HOLE DATA ---�-,- ns EL:8.0' TOPSOIL -7- PROPOSED REGRADING ---8--- EXISTING CONTOUR r (OL) -1.0' ", LOAM (SM) PROPOSED SANITARY CROSS SECTION r -3.0' SAND j Sc OCKINGECAST IRON COVER PROPOSED GRADE 5%MAX SLOPE s GRAVEL FF-EL 12 T 114IFT PITCH MIN\ / I LICENSE NO.:050363 (Sp) 1B"/FT Pl7CH MIN PEL-8 5' PEL 7 T i ' u -6.0' �@p p) �ppp��/�p WATER H.E.G.W EL 2.0' INV_72' INV.7.0' 1,200 NV 65' X2'DEEP DS-o 1. SVRVEYI BG IN S.TLLON INVfi3 PEL4 26-SILVER BROOK DRIVE SAND FSI 08RS, NEW YORK E (SP) 11901 -12,0' GROUNDWATER 'EL:(631)-369-8312-FAX:(631)-369-8313 TEST HOLE BORING BY ARFIN D. HAND L S HANDS ON SURVEYING IS SURVEYMAP;ECTHER PAPER QR ELECTROIVIC,.NOT8EA7?1NG 12/1612015 ' 3URVI:YORS tNPtEt)SEAL pREMBOSSED SEAL°SHAi:L'NOT 8E BE A VALID GOPYf`•,^-SHALL.NOT BEUSED FQR ANYFURPQS!~ a SURVEY OF STABILIZED CONSTRUCTION ENTRANCE �o DESCRIBED PROPERTY 801AIN. EwsTTNc 6 s P NG VEMEENT HAY BALES SITUATE AT GRO DRAINAGE INLET(TYP.) n n s u �HLTER MOIMTABLEBERM SOUTHOLD TSTONEOR PROHLE CLOTH (OPTIONAL) 1.STONE SIZE-USE 2'STONE,OR RECLAIMED OR RECYCLED CONCRETE EQUIVALENT. A� RECYCLED CO 2.LENGTH-NOT LESS THAN 50 FEET(EXCEPT ON A SINGLE RESIDENCE LOT WHERE FLOW TOVV/V OF SOUTHOLD 80,MIN. A 30 FOOT MINIMUM LENGTH WOULD APPLY). FLOW FLOW COUNTY, NEW YORK 3.THICKNESS-NOT LESS THAN SIX(6)INCHES. 4.WIDTH-TWELVE(12)FOOTMINIMUM,BUT NOTCESS THAN THE FULL WIDTH AT o - POINTS WHERE INGRESS OR EGRESS OCCURS.TWENTY-FOUR(24)FOOT IF SINGLE S.C.T.M. DIST.: 1000 SEC.: 70 BLK, 10 LOT 15 � W ENTRANCE TO SITE. 5.FILTER CLOTH-WIG.BE PLACED OVER THE ENTIRE AREA PRIOR TO PLACING OFSTONE. EXISTIN ¢ 6.SURFACE WATER-ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CON- w • • 15 8 0 15 30 45 60 75 90 105 120 135 GRD p STRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE.IFPIPING IS Z IMPRACTICAL,A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED- SCALE: r 10'ON.ORMATCH ~ TMAINTENANCE-THEENTRANCE SHALL BE MAINTAINED INACONDITIONKWCHWILL SCALE: 1 --30 DATE:DECEMBER 16, 2015 ADJACENTROADWIDTH W PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY,ALL SEDIMENTSPILLED,DROPPED,WASHED OR TRACTED ONTO PUBLIC RfGHTS-OFWAY O PLAN MUST BE REMOVED IMMEDIATELY. J NOTE. 10' 8.WHEN WASHING IS REQUIRED,IT SHALL BE DONE ON A AREA STABILIZED WITH LL MAINTENANCE TO 1NCLLAE PERIODICrn STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. LOT AREA: 15,704 SQ.FT. =0.361 ACRE DRESSING VOTHADDITIONAL STONE AS 9.PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH ELEVATIONS HEREON REFER TO NAVD 1988 AND ARE THE RESULT OF ACTUAL REQURIED STRAW BALE INLET S.C.D.H.S. ENDORSEMENTS FIELD MEASUREMENTS. OUSTMITTGATTONMEAS(JRES: GOOSE CREEK APPROXIMATELY280'TOTHESOUTH '2))wTERONSSITEASNECESONSITE SARTO f LF�TNTROLAND SIGNAGE PROTECTION DETAIL DRYWELL CROSS SECTION 3)APPROPRIATE MEANS SHALL BE USED TO CONTROL DUST DURING CONSTRUCTION ALL PROPERTIES WITHIN 150'ARE IMPROVED AND SERVICED BY PUBLIC WATER UNLESS OTHERWISE NOTED TYPICAL AREA OF SITE DISTURBANCE. 13,500 SQ.FT. „ PRECAST PROPOSED PERVIOUS DRIVEWAY. 875 SQ.FT IMPROVED v; CONCRETE APPROX.:350 CU.YD.'S OF SOIL TO BE EXCAVATED FOR FOUNDATION PUBLIC WATER 11 APPROX 210 CU.YD.'S OF FILL REQUIRED FOR SANITARY TIMBER WALL AREA RING REMAINDER TO BE SPREAD OVER SITE 8' PROPERTY SUBJECT TO TOWN OF SOUTHOLD IMPROVED LIC WATER CHAPTER 226 STORMWATER MANAGEMENT CONTROL PLAN AND SHALL CONFORM TO ALL REQUIRED STANDARDS NOTES: 0 1:PROJECT LIMITING FENCE TO CONSIST OF STAKED SILT FENCE&STAKED HAYBALES CESSPOOL AS REQUIRED BY TOWN OF SOUTHOLD CESSPOOL 2:ROOF RUN OFF SHALL BE CONATINED BY LEADERS GUTTERS THAT EMPTY 0IMPROVED INTO DRYWELLS. (2)8'DIA.X 5'DEEP L.P.S DWELLING FIRST FLOOR FOOT PRINT=2,488 SQ.FT. ELL&SAN/TARP DRYWELL CAPACITY.2,488X 0.1667=415 CU.FTJ9.8 VF(REQUIRED) AS SHOWN : 8'DIA.X 10'DEEP L-P.'S=422 CU.FT. (PROPOSED) 1 LAND N DRIVEWAY TO OF PERVIOUS MATERIAL 875 SQ.FT. NAT W OR FORMERLYOF DRYWELL CAPACITY.875 SQ.FT.X 0.1667=146 CU.FT./3.5VF(REQUIRED) NH.ANDRUSK/ IMPROVED 8`DIA.X 4'DEEP L.P. = 169 CU.FT WITH 6N TRENCH DRAIN PUBLIC WATER PROJECT LIMITING TING FENCE j = Et9� LAND NOW OR FORMERLY OF AND EROSION CONTROL W — — �� _S 83°48'00" RICHARD SOBEL&ROBERT SOBEL I SEA S URES 154.15 v3 a CONCR . G� — — �V ' , ! t w WAREA \\y�o°� M �/ �i — x=ANG AtON EL 5- W WIRE FENCE W/FILTER CLOTH Q ' ' �PROS�_jNAXFIFEINF...L1!TOR$! PROPOS,— D SO[/tDSRNCE:13,5QFr KPILE —————_ BOUNDHAYBALE _—$-- o S � o - 35.0' WDW 22=1" M1317j�"N8N // lL FILTER CLOTH ss a 1 o h MIN.6'BELOW GRADE FLOW � Q' W ry 1�• = W/ T>Eb PROPOSED �VSED + DRIVEWAv W W h -2'X80=1" O (PERVIOUS) C7 oS 35oCUYD 5�—' 2,488 S (sissoFr.) LU_,TO� � FRAA2sE O YQ. T 4 o LU 4j ��HOLE — a 4 BEDROO lNc t� \ sa "av bwDDOR x Z ?2 18:1• 3 BSE 51PT _ $1_ Ljj \ //\ �y/\ � METAL WIRE FENCE �LESSP-SICuYEVIENRATT° PROpPO� o O TUCK CLOTH \ \ �° PTW o' aC 3r. v OJ J W/FILTER CLOTH 7HEO�FSET DIMENRIONS)SIIWM 1 HEREON SARFORASPETO/HE l PS 78. 102 +� 4j Q AND UNDER HAYBALES PUWOSE AND ESE AND THEREFORE K; �.`r DW •-� �- o AND METAL POSTS 10' ARE OSENTENDE TO GUIDETHE NlOR'T1NINFt�NC� ' - PROVIDE- ___ - p a �o� AS SHOWN �,n aR APOOS;AD SirbNsro&ntui sG W/R DIA.X4'DEEPL,p 5 —-�—"- i `� 4 . MAX SPACING ANDANYOTNER CONSTRLGTIOV M \ R/TUREIXP 1 i��;;_ UN 20 ALTERAMNORADDIIION + 1200 - MILISSURVFYISAwaATIONa ��,�����AA[IDN S.T Ap SECnON TMs OF THE NEW YORK STATE ("T 4BEDR C . q t EWCATONLAW \� OOMDESIGN) �210 CUYDS OOPIES Of MIS SURVEY MAP sura ARiNG EL..78, RLL REVD TLLHE OSSED SEAL SHALLNOTRF�1sIDEREO ( •\\ PMT RETAINMG ��—/� � -f TO a AVAUDTITLE COPY / �` \ H4W.•6.B' SAD SEDTTi118�W ; X .� t -f CERnFK:AT10NS a VDCATEDHERONSHALL RUN NGp ALL ✓ �n rs"oRE�A'ED AN,�S A�THE — •. N 81°0630w 1�PDSES 0 )9'' TITECOWANY GOVERNMENTAL AGENCY AND LENDING INSn7�TION Us itTI HER EON,AND �• •.I• / W 149.29' - ` ——— - � r/ ANGLE STAKE INTO M THEA.SSIGNEESOFTHELENDAIGINSTF �� S t TUHON CERTIF.)CPU S ARE NOTTRANRFERA9E - .-, p>tiV.'I,5' rusnTUTousoRsunsEauENr EY/STING .• PBbY'6.5' ,p�y SPE PREVIOUS BALE WATERtifA/N .. H9Wg.0o. L.56' dfl THrn �T 9 0 , CERTIFIED TO:DONALD DENARDO _ �p A FLOW I� t 9 45 t k MARIA DENARDO EDGEOFP t ® etf4v 2'REBAR,S L PICKETS OR FIDELITY NATIONAL TITLE INSURANCE SERVICES,LLC. CLEAR ''' AV"'E^� �' 2'X2'STAKES 1-12'-2'INGROUND VAC V/E''/,/A • _ � _ �4 �,�y a� ., � DRIVE FLUSH W/TOP OF BALES JOB NO.:2015-307 ANTACRSIRE� VE - `� MAP NO.: ET (ABUT TO ADJOINING BALE TIGHTLY) FILED: Y REVISIONS: ADD PROP.GRADING, R. HALEBALE TO BE EMBEDDED INTO SOIL EXTEND EX CONTOURS 20'EASTMI16 -•- ADD TITLE COMPANY TO CERTS MtVI6 MINIMUM OF 4'AND BINDINGS PLACED HORIZONTALLY REVHOUSE FOOTPRINT AND LOCATION 32586 REVHOUSE LOCATION 326/16 �`,r'• ,`�..F SILT FENCE TUCKED UNDER HAYBALE PREP.FOR STORMWATER 4/13/16 4 TEST HOLE DATA STAKES FOR HAYBALES:2'X 2'WOOD STAKES,2'REBAR OR METAL STAVES. POSTS FOR FENCE:METAL / EL 8.0' FENCE WIRE FENCE W/NO MORE THAN 6'MESH OPENING. TOPSOIL -7- PROPOSED REGRADING FILTER CLOTH:FILTER X,STABJLINK OR EQUAL ' (OL) —_ $ —_ PREFABRICATED UNITS:GEOFAB ENVIROFENCE OR EQUAL EXISTING CONTOUR LOAM CONSTRUCTION SPECIFICATIONS: \` _ y. 4.-• �' 1:BALES SHALL BE PLACED AT THE LIMIT OF CLEARING (SM) PROPOSED SAN/TARYCROSS SECTION INA ROW WITH ENDS TIGHTLYABUTTINGADJOINING BALES. -3.0' 2.EACH BALE SHALL BE EMBEDDED IN THE SOIL A MINIMUM OF 4' SAND AND PLACED SO THE BINDINGS ARE HORIZONTAL & LOCKING CAST IRON COVER PROPOSED GRADE 3.BALES SHALL BE SECURELY AMCHORED IN PLACE BY EITHER TWO GRA VEL TO GRADE 5%MAX SLOPE STAKES OR REBARS DRIVEN THROUGH THE BALE THE FIRST STAKE IN LICENSE NO.:050363 FFEL.:11.0 EACH BALE SHALL BE DRIVEN A TAN ANGLE TOWARD THE PREVIOUSLY LAID (SP) 1/4/FT PITCH MIN. IIR',FT.PITCH MIN 6'MN. BALE TO FORCE THEM TOGETHER.STAKES SHALL BE DRIVEN FLUSH WITH THE -6.0' PEL:6.S 1'MIN. PErzr TOP OF THE BALE. HANDS ON SURVEYING WATER H.EG.W- EL-2.0' Ixv:Ts' INV.:TO 1,2W4:INSPECTION SHALL BE FREQUENT AND REPAIR OR REPLACEMENT SHALL BE MADE GALLON "B5 XTDEEP 2' PROMPTLYAS NEEDED. 26 SILVER BROOK DRIVE " IN S T INV.:6.3 PEL'4.0' rrypry 5:BALES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFULNESS SO FLANDERS, NEW YORK SAND AS NOT TO BLOCK OR IMPEDE STORM FLOW OR DRAINAGE. 11901 L (SP) 6:WIRE FENCE TO BE FASTENED TO FENCE POST BY WIRE TIES. TEL.(631)-369-8312-FAX:(631)-369-8313 -12.0' 7.•FILTER CLOTH TO BE FASTENED TO WIRE FENCE WITH WIRE TIES SPACED EVERY MARTIN DON . HAND LS TEST HOLE BORING BY GROUNDWATER :2WHEN TWO SECTIONS 8OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE COPIES OF THIS SURVEY MAP,EITHER PAPER OR ELECTRONIC,NOT BEARING HANDS ON SURVEYING OVERLAPPED BY 6'AND FOLDED TOGETHER. THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE 12/16/2015 9:MAINTENANCE SHALL BE PERFORMED AS NEEDED AND MATERIAL SHALL BE REMOVED CONSIDERED TO BE A VALID COPYAND SHALL NOT BE USED FOR ANY PURPOSE. I WHEN BULGES DEVELOP IN THE SILT FENCE. SURVEY OF STABILIZED CONSTRUCTION ENTRANCE DESCRIBED PROPERTY 8YMIN. SITUATE AT GROL ND 6 �51 P�� HAY BALES . GRO � DRAINAGE INLET(TYP.) �D40�1 FILTER MOLVVTABLEBERM SOUTHOLD2"STOPROFILE CLOTH (OPTIONAL) 1.STONESIZE-USE 2"STONE,OR RECLAIMED OR RECYCLED CONCRETEEQUIVALENTRECYCLECO 2.LENGTH-NOT LESS THAN 510 FEET(EXCEPT ON A SINGLE RESIDENCE LOT WHERE FLOW TOWN OF SOUTHOLD 80'MIN. A30 FOOT MINIMUM LENGTH WOULD APPLY). FLOW SUFFOLK COUNTY, NEW YORK 3.THICKNESS-NOT LESS THAN SIX(6)INCHES. 4.WIDTH-TWELVE(12)R70T MINIMUM,BUT NOT LESS THAN THE RILL WIDTH AT S.C.T.M. DIST.: 1000 SEC.: 70 BM 10 LOT 15 0 2 POINTS WHERE INGRESS OR EGRESS OCCURS.TWENTY-FOUR(24)FOOT IF SINGLE ENTRANCE TO SITE. g 5.FILTER CLOTH-WILL BE PLACED OVER THE EN77RE AREA PRIOR TO PLACING OFST E. 15 8 0 15 30 45 60 75 90 105 120 135 G�Sn D 6STRU77ONENTRANCES SHALL BEPIPED ACRE WATER-ALL SURFACE WA TER OSSTHE ENTRANCE.IVERTED WPPINARD GS 2 IMPRACTICAL,A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. r 10'MINOR CH - 7.MAINTENANCE-THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL SCALE: 1"=30 DATE:DECEMBER 16, 2015 ADMN.OR ADyMDTH w PREVENT TRACKING OR FLOWING OFSEDIMENTONTO PUBLIC RIGHTS-OF-WAY,ALL SEDIMENTSPILLED,DROPPED,WASHED OR TRACTED ONTO PUBLIC RIGHTS-OF-WAY O PLAN MUST BE REMOVED IMMEDIATELY. 8.WHEN WASHING IS REQUIRED,IT SHALL BE DONE ON A AREA STABILIZED WITH MAINTENANCE TO INCLI.OEPEFdOLXC 10' STONE AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. LOT AREA: 15,704 SQ.FT. -0.361 ACRE DRESSING WITH ADDITIONAL STONE AS 9.PERIODIC INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH ELEVATIONS HEREON REFER TO NAVD 1988 AND ARE THE RESULT OF ACTUAL REOu'E STRAW BALE INLET S.C.D.H.S. ENDORSEMENTS FIELD MEASUREMENTS. DUS T WTIGA 77ON MEA SLRES: GOOSE CREEK APPROXIMATELY 280'TO THE SOUTH 2'))WA TERONSCITEASNECESOSARYTO ICONTROL NG FDLIST OLA/�SIGNAGE PROTECTION DETAIL DRYWELL CROSS SECTION 3)APPROPRIATE MEANS SHALL BE USED TO CONTROL DUST DURING CONSTRUCTION a:7.5'-8.0' ALL PROPERTIES WITHIN 150'ARE IMPROVED AND f'M4X SERVICED BY PUBLIC WATER UNLESS OTHERWISE NOTED AREA OF SITE DISTURBANCE. 13,500 SQ.FT. +/- w PRECAST PROPOSED PERVIOUS DRIVEWAY: 875 SQ.FT. IMPROVED - CONCRETE APPROX.:350 CU.YD.'S OF SOIL TO BE EXCAVATED FOR FOUNDATION PUBLIC WATER Gs'IN APPROX 210 CU.YD.'S OF FILL REQUIRED FOR SANITARY TIMBER WALL AREA RING REMAINDER TO BE SPREAD OVER SITE 8' IMPROVED PROPERTY SUBJECT TO TOWN OF SOUTHOLD PUBLIC WATER 2'AeovEGRouND ATER EL:2.0' CHAPTER 226 STORMWATER MANAGEMENT CONTROL PLAN AND SHALL CONFORM TO ALL REQUIRED STANDARDS NOTES: 0 1:PROJECT LIMITING FENCE TO CONSIST OF A STRUCTURAL SILT FENCE CESSPOOL AS REQUIRED BY TOWN OF SOUTHOLD CESSPOOL 2:ROOF RUN OFF SHALL BE CONTAINED BY LEADERS GUTTERS THAT EMPTY O INTO DRYWELLS. IMPROVED DWELLING FIRST FLOOR FOOT PRINT=2,488 SQ.FT ELL&SANITARY DRYWELL CAPACITY:2,468X 0.1667=415 CU-FT/9.8 VF(REQUIRED) AS SHOWN ASPHALT DRIVEWAY 875 SQ.FT. ► LAND N DRYWELL CAPACITY:875 SQ.FT.X 0.1667= 146 CU.FT./3.5 VF(REQUIRED) NAT W OR FORMERLYOF CONCRETE PATIO:416 SQ.FT. NH ANDRUSK/ IMPROVED DRYWELL CAPACITY. 70 CU.FT./1.7 VF(REQUIRED) PUBLIC WATER TOTAL REQUIRED:631 CU.FT. =14.9 VF = PROVIDE:(5) 8'DIA.X X DEEP DRYWELLS(634 CU.FT) W ELs.e LAND NOW OR FORMERLY OF IZZ1 =h==k _S 83"48'00" RICHARD SOBEL&ROBERT SOBEL W — ), 154.15' �� ; a CONCR PROPOS® o(� OW O WASHOUT GBVERATOR PROPOSED PRp,IEC`f— �x �-�NC MON EL8.5' >Y� 77 t�O�, _-AREq WI� �Q LISTLNC PROP t,V �. _ BBQ ' ! WA TE _ — �&4 CU aaEA PROPOSED CSOIL \ TER UNE orL KPILE PRQPGAS LINE PROPOSED V3 8X3 8– w -----—— C' 35.2' PROPOSED -ASC uNTrs ' GRA Q W SHOWER MSED W! COLLECTIONggSIN PCA STEPS co ONLY 3• 2� WiSL0T7ED PROPOSPROPOSED GRATE O 'ROP pSED N.ASPHALT W clo ti DR cn W+n _ 34'x 601-1 +� v JC >` = 7VEWaY C4 of 350 CU 1D_S " THOLE(875 sQFT.) 4�� TO BE SAI, � SQ.FT. p O W m o U, ——FOUNDAnoN 2 STORY w 2 ,rWj FRAME DWELLINGSha 4 z� co Roots 4BED o�� 44 EL r^ o _ W UNRECORDED RrCaEs DORRF� BFL-4.5-+1 T a s STCTURESaRE ROEDO RavTc� Eli n�SSsrfRVEVLLYEvmENTATTHE ; _ � i 1 n+EORSErrorrwti,ENsroNs sNOWN O owSX3 LAN ® Pny.80. NERTnNTRCMTNES?PLC RES ro7HE ' �� 8X3 8 S]EP PBW.75' f o Y - �7f Q PRi i�F R(Y LINES ARETORA SPECIFIC (v DW S f^A I �� PURE+"SE AND USE AND nlERETORE ^ 360• 1 /\ _ ARE H SF AND LIE ro IRFR m� o LEA CD:F'�. PROVIDE- ` _! �' c!�"� h o (`'W ERL�nox of FENus,RtraNur� O CHNGAREA 6 WausPooLSPAnosPUNnNG W ()BOOM-X2'DEEP —–'–"•— 1 �� a REAs'AODfT16NSro9uunmcS O W/ROOM 'e� 1 r–___ AND aNrOTHER coNSTrA,onoN ' fUTi/REIXpR5099 UNAUTHO MALRRATONORaopnON Z LUWW/TO 12� ANS • – –�"` –_�`' 4 TDTHISSURVEYISAVN ONOF S/>FD �����A LtONST. __�`��-.'1 �✓ r O SECTION 72M OF THE NEWYORK STATE �TURgq -\ (" 4BEp APPROX r S ELmTIONLAw :16, ROOM SIGN) 210 CU YTIS ; i COPfFT'OF THIS SURVEY mAP NOTBEARING EL:7 B' OF Flu RC-Q1pR E-S LSNALL�TeE£mN5iDEREo \\ FORRE7AMrpYG WAL R,NEA VALID TITLEOOPv / w6B PROFOSED TTIyg iii +1!/\ 1 O OONLYTOTHEPPtusoNN(STkptw THESURVEr N81" , (GRADIIVGp[/RppERSONLYJ i- ' co Ih 6 PREPARED AND ON HIS&HALF TO THF �– / 0 30"W ` I TITLE COMPANY GOVERNMENTAL AGENLYAND , LENDINGINSniflnON USIED HEREON,AND • — •.'• 14g•29f ! —— TO RIBONaSSIGNfAnT)T ELENDINGINSIF �� _ R)AM CFN&WSToNsaRE NOTUBSEQEENT �/SnN• _. PW.6,9' � PrW..7.o, O ' %aoaS aaaL NsnTunoNs OR suasEarENT PB PIPE GWATEjZMA/N — •• Etss CERTIFIED TO:DONALD DENARDO — '• — ' p - D MARIA DENARDO CLEAR --- .. — EDGEOFPAVEMENT FIDELITY NATIONAL TITLE INSURANCE SERVICES,LLC. — ..� V�,� •�� ' '•• -- -•. —• JUN 27 2417 JOB NO.:2015-307 gCAN7gCROS �' v /4 VE • — 1 MAP NO.: S STREET FILED: B�I,DING DEPT- FILED: TOWNOF SOUTHOLD OR 2'H RDWO TOR USHAPE YPE ADD PROP.GRADING, i 66--m WSSHOP NTNG FENCE-WOVEN WIPE 145GALCE EXTEND EX CONTOURS 2(Y EAST 219/16 En.7ERaoTH-ralPnFr 14MADD TITLE COMPANY TO CERTS 211686 '- - -- (X2APPFOVEDEOIML REV.HOUSE FOOTPRINT AND LOCA77ON 312,"6 , REV.HOUSE LOCA TION 328/16 ? ' PREP-FOR STORMWA TER 4113/16 CORRECT,TYPO'S 4/19116 REV.PER T.O.SOUTHOLD COMMENTS 429/16 1 / .W TEST HOLE DATA ~ REV.PROP.HSE IOC.11!11116 -" �-NaN FENL�PaGT� o ADD PATIOS,DECKS,REV.DRAINAGE.322117 �. 7T EL:8.0' � � TOPSOIL -7- ADD � PROPOSED!REGRADING t WOVENm€FErvcEnvN Tavlca cElAv e J NOTES uuas7Laarr�O /I (OI) p A£SHSPACING)m7HFILTERCLOTHDVERF + r e 1�_ –1.0, O - EXISTING CONTOUR WOVEN mPEFENCE WITH TIES SPACiEDEVERY N- �B FILL 2 FILTERCLO7HTOBFFA$TFNEDSECLE YTO TOPA T LOAM 3WHENTWOSETT NCNJSOFrTFR ILgA7HALLOIN WTOGROUND Z _ I �C107�H6"MINS � (S M) EACHCTIIFRTHEI SHAILBEOVENIAPPEDB,SIX INc"A FOLDED PROPOSED SANITARY CROSS SECTION 4 EDEDANDWTE ALLBE4DVEDVMEDAS -3.O' 4 WEN AND NCESEAL{EPERF R&IFDA UGES DEVELOP ENThESILTFENCE SADyND SECTION & LOCKNGCAST IRON COVER PROPOSED GRADE WOVEN ml6-AAESE(M1N/4frz WOVEAMX 6-NESHMN 141 GRAVEL TO GRADE 5%MAX SLOPE LICENSE NO.:050363 FFEL.:12.T '� 36 N.N� 5� 1147FTPITCHMIN. 6"MIIV iLrMAxCEN7ERrocETL7ER -diVENiGAMNINTO7HE (SP) 1R'JFT PITCH MIN. c uuaO -6.01 PEL.8.5' 1'MIN. PEILT.T 6• �rc HANDS ON SURVEYING warER H.E.G.W. EL2.0' INV.:T2' INV3.0' 1,2p0 �- w 26 SILVER BROOK DRIVE a IN GALLON NV B5'INV..1.3 X2'DEEYPEL'4.0' z anN FLANDERS, NEW YORK SAND 11901 ` (SP) (-PENETRATION IN 0 TEL(631)-369-8312-FAX:(631)-369-8313 -12.0' �" GROUNDWATER ELEVATION MARTIN D. HAND L.S TEST HOLE BORING BY COPIES OF THIS SURVEY MAP,EITHER PAPER OR ELECTRONIC,NOT BEARING HANDS ON SURVEYING SILT FENCE DETAIL THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE 12116/2015 CONSIDERED TO BE A VALID COPY AND SHALL NOT BE USED FOR ANY PURPOSE. SURVEIL OF LOTAREA: 15,704 SQ.FT. =0.361 ACRE ELEVATIONS HEREON REFER TO NAVD 1988'AND ARFE THE RESULT OF ACTUAL DESCRIBED PROPERTY FIELD MEASUREMENTS. } GOOSE CREEK APPROXIMA TEL Y 280'7'0 THE SOUTH SUF OLIO COUNTY DEPAR RIES<IT OF HEALTH&ERVICES SITUA TE A T RUCTION FOR A PERMIT FOP Aim?- RO x'AL,Os �°C�s�i ALL PROPERTIES WITHIN 150 ARE IMPROVED AND SOUTHOLD SERVICED BYPUBLIC WATER UNLESS OTHERWISE NOTED SII'rGLE FAM,1, . RsDE Ca ODIC Y TOWN OF SOUTHOLD ® 4 2®�� SUFFOLK COUNTY, NEW YORK DATE S.C.T.M. DIST.: 1000 SEC.:70 BLK, 10 LOT 15 IMPROVED [�°� ��" ��t�• �IO-1 b- (D- C-) n PUBLIC WATERAPPROVED . 15 8 0 15 30 45 60 75 90 105 120 135 1 - AXIM M, OF �A.04@Chis SCALE. 1"=30' DATE.DECEMBER 16, 2015 EXPIRES THREE 'EARS FROM DATE OFAPPROVAL TEST HOLE DATA PROPOSED SANITARY CROSS SECTION PUBLIC WATER EL:8.0' NTS TOPSOIL LOCKING CASTIRON CqVER PROPOSED GRADE (OL) TO GRADE 5%MAX SLOPE O FF EL 110JINV:721 1/47T PITCHMIN 6°MIN 1A3%FT PITCH MIN CESSPOOL LOAM PEL85' PEL7.7' /1'MIN (SM) INV•70' 1,200 6° CESSPOOL r GALLON NV.8.5' X2'DEEP 2 INV•63' ; -3.0 ST PEC4.o' 2'MIN �, IMPROVED r,_:7 9 X SAND0 ELL&SANITARY GRAVEL I AS SHOWN w,.•;�°�:,�`� _, -r, �s s (Sp) GROUNDWATER ND/�/ WO - R FORMERL Y OF ' NAT =- -6.0' NH.ANDRUSKI WATER H.E.G.W. EL:2.0' IMPROVED IN PUBLIC WATER SANDf U z EL 08' LAND NOW OR FORMERLY OF I •' m (SP) RICHARD SOBEL &ROBERT SOBEL 92.0' � S 83o4800„ 154.'5' - TEST HOLE BORING BY CIOa HANDS ON SURVEYING ®v LOU l 12/16/2015 co^lc. oN _PROPOSED —J I WATERLINE \ / ----- ---a- ------ CERTIFIED TO:DONALD ANTHONY DENARDO a I ' MARIA DENARDO Q. o i O DR✓waED � PROP 6B'D vi �N TESrhoje 'o _ f857Sq,FT. r•3 ^ Q JOB NO.:2015-307 �-`” 0 FRAMED RYMAPN0- 41'!D a m FILED.O: / SAO LAND U`` I 40.01 4BEDROOM/NG �p�u co FF.EL e REVISIONS: ;C�'�`�.\�p l�N f� G�� '� P7W.�e a ADD PROP. GRADING, /;�rr , _ �' _ O 875' 1 43 Q :� a j EXTEND EX. CONTOURS 20 EAST 2/9/16 s h ;Q PRO ——{•— CL COD Z ill — vwxe• -r x ` ' � . AxQ F/ROOM FOR 50 6nJ 1,200 REplpgNSION �•ST 050 �0�, I EL 7,8, r � IMAX BLO/JS,;, DNO T `n` p711!75' M--GN �a—cam; X i EMWENTANDAMSOUNIF10E .,` OF NE V V _ .� // PBW.6B, PROPOSED T7MB J � V `'`( �' sUNRRE°CCORDDEEDARENOTGDu°RARANTEED —� GRAD/NGP fRWALL MZSSAHM=VEV)WATTHE LICENSENO.:050363-�'J 1 jN81,0 " URPD�eS NL nMEOFsugvEV - 6'30 W 149.29E —_— ixE 0FN' OR D'MEISIONS0"O HANDS ON SURVEYING _ _ _ hEREONFROMTNESTROC R�NTNE • /STIN• p�75' PR RPWUYf1NE5AREFMElEF4 _ PURP°SEA"O USEAN Gvlw FORE PBW85. PIPEARExnrixmrDmro°u�DETHE C'WATE/?/yglN ' . , P 7.0' °ELSAWRE�AnomoForno"ro°9n�Nu 26 SILVER BROOK DRIVE " w.'S6' ANDAxrD>NFR�NS��nDN FLANDERS, NEW YORK ' ' • •. ` EDGE OATNS R LA°"D�"°" 11901 w E CL COFPAT 0=7?DNLAW c /� SECn0Nr CfTHENEWYMSTAIE TEL:(631)-369-8312-FAX:(631)-369-8313 ��V1,/ - 1"' TM■ _ _ • t TNELAkDSURVEY0N5iNIffdSEN.OR A EMEDSSEDSEALSNALLNOTSECONS DERED E TO SEA VAn0 n N0fCAT, J& MAR TIN Q. HAND L VACgNTgC ' _ OONLVn/ROTHE R.NSTFORWHQA H SUNxEY ROSS ISPREPAREDAND DN SSENAIF TO THE COPIES OF THIS SURVEY MAP,EITHER PAPER OR ELECTRONIC,NOT BEARING STREET inENaN`o°NF°sni.iP c mNER^Eox�°wTo° THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE TD IHEA591GNEE5 OF THEIEN NNO/Sn rvnoN cERnFicAnoxsARExor rRaxsFERAE E r�navALieuT+runoxs°nsuesEcuarr CONSIDERED TO BE A VALID COPY AND SHALL NOT BE USED FOR ANY PURPOSE. f SURVEY OF ' DESCRIBED PROPERTY o SITUATE AT DD SOUTHOLD I t DEC 2 ® 2016 TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK S.C.T M. DIST: 1000 SEC.:70 BLK, 10 LOT 15 BUILDING DEPT. 15 8 0 15 30 45 60 75 90 105 120 135 / ' TOWN OF SOLTMOLD V— I SCALE: 1 TT=30' DATE:DECEMBER 16, 2015 r\ LOT AREA: 15,704 SQ.FT. =0 361 ACRE ELEVATIONS HEREON REFER TO NAVD 1988 AND ARE THE RESULT OF ACTUAL FIELD MEASUREMENTS. i EASEMENTANNORSUSSURFACE ' STRUCTIRtES REOORDEO OR UNRECORDEDARENUTGUARAN/EED nMNfEss�RrrsLcrEwoENrar THE � ` LAND 'ND NOW 0 n/EOFFSEr(OSARENS10NSJSNOWN A' NATHAN H.ANDRUSKI HEREONFROMTNE STRUCTURES TO THE L y OF PROPOWANDESAREFORA SPECIFIC PURPOSEAND LGEAND THEREFORE ARE T70NOF PER 70 GUIDE THE ERECRONOLS PATIOS, PLANTING WRLIS,POOLS PATS,UI NGS AREAS,ADD/il°YS NSTRUC'NOS ANoaxroTNERcoxsmuGnoN ' UNAUTHORIZED ALTERARON OR ADDIRON IDTSEOTION72MEYua NEWYO KS EL98' LAND NOW OR FORMERLY OUPIESFnAS RIENEYAPNNGTATE 8304800 RICHARD SOBEL&ROBERT S EDucanoNLAW THEE NDSURSSURVEYMAPNOTBEAgING I — ' 'E 154.15 THEWATSURVEYHALLnoEDSEALOq EMBOSSEDSEAL ECONOTBECONSIDENED ro BEAVP11O niIECOPY CERRFICAnONSfA'D'CATED HERONSHALL RUN ISPREP RIE PEASONIlSS))FOR WHOM THESURVEY / i O _CQN(� IS PREPARED ANDONNIS"AWHTMTHE O RnECOMPANY,,GOVERNRENTALAGENCYAND v 11 LENDING INSnMION DSTEDHEREON,AND TO THEASSIGRE6 OFTHELENOING INS I lAZ 011ALWSnINBANSORSTRANSFERABLE ,' �ONPL INSniUnONS ORSUBSEDUENT MV. 1 ' CERTIFIED TO:DONALD DENARDO MARIA DENARDO FIDELITY NATIONAL TITLE INSURANCE SERVICES,LLC. 4, a 140, N 8.01 N , 22.2' v 36.0' O JOB NO.:2015-307 CONCRETE MAP NO.: r� FILED: N FOUNDATION o m REVISIONS: Z cv) 352, TF.- 11.7' ADDPROP.GRADING, /5�©4,AND SURA Lul 803' o O EXTEND IX CONTOURS 20'EAST?A/16 �' REV HOADD USE FOOTPRICOMPANYNT AND LOCATION 325/16 Lj�CFJ?TS 2(16116 ©��I �� p 35,6 O REV-HOUSE LOCATION 328/16 \ N PREP.FOR STORMWATER 4/13/16 v n` �. _� Y 0 n CORRECT,TYPO'S 4/19/16 ` �2 _ _ O nl O 0 REV.PERTO SOUTHOLD COMMENTS 429/16 p n \ REV.PROP.HSE LOC.11/11/16 { r '}�x'} LOC.FOUNDATION 12/15/16 - EL7.8• 05036x' �� ; OF NE\N� i N81°06'30"W 149.29' _ o PIPE i EL•5.6' LICENSE NO.:050363 / EOGEOPPA�EMENr �L HANDS ON SURVEYING ; EARVIEWI, 26 SILVER BROOK DRIVE N A �/ E FLANDERS, NEW YORK 11901 " E TEL:(631)-369-8312-FAX.-(631)-369-8313 MARTIN D. HAND L.S t COPIES OF THIS SURVEY MAP,EITHER PAPER OR ELECTRONIC,NOT BEARING THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID COPY AND SHALL NOT BE USED FOR ANY PURPOSE. fT r, SURVEYOF SANITARY DIMENSIONS DESCRIBED PROPERTY CORNER ST CPI CP2 CP3 CP4 CP5 CP6 SITUATE A T A 23'-6" 50' 44' 42' 43'-6�' 57' 50' SUFFOLK COUNTY DEPARTMENT OFM � � B 30' 19'-S" 22' 24' 29't� 24' 15'--6" - APPROVAL OF CONSTRUCM SO UTHOLD SANITARY DIMENSIONS AS RECEIVED FRAM INSTALLER SUFFOLK COUNTYTY,, NEW YORK A SINGLE i=A61AtL5(���0� TOWN OF LD WATER LINE AND DRYWELL LOCATIONS AS PER INSTALLS Date 1 2�� H.H..','.Reg No. I O '�� '0 O NE S.C.T.M. DIST.: 1000 SEC.: 70 BLK, 10 LOT 15 I The sewage disposal gM waW F2C D inspect-d a-ww coniged by if 15 8 0 15 30 45 60 75 90 105 120 735 be satisfactory FOR A Glf1A3t0AfdUM SCALE: 1"=30' DATE.DECEMBER 16, 2015 LOT AREA: 15,704 SQ.FT. =0.361 ACRE Office Of Wastewater MeottiT ELEVATIONS HEREON REFER TO NAVD 1988 AND ARE THE RESULT OF ACTUAL FIELD MEASUREMENTS.' EASE'NFNraNOgRSUSSSURFA T D STRUCTURES RECORDm OR nN OfSJFOAAENOTGUAAANTEEO DD UNLESSPHTSIGLLYEI7DENTAr THE 'AND "ND NOW n/EOFFSETM DIUTRUCMsto )SHO WN OR FORMERLY _ HEREON FROMnf&01HTURS rorHE A NA THAN y gNDRUSKj OF +TOPERTY UNS A REFOR A SFEGFIC PERPOSEANOVSOTOGulEREFORE JUL 14 ��� ARENoifNTENOm ro GUIGETHE ERECnONOF FENCE$RETAIMNG WA!!S.POOL$PAn05 FIANTING AND aOTHONS ATRU VON i I ANDANY On/ER roNSTitUCnON uxavTHowT®atmunox oR ADanoN ro nn$SURVEy15 AVIOIAnON OF smnoNnoYOFTHExEwrolixsraTE BUILDING DEPT. _ _ LAND NOW OR FORMERLY mGGndIIAW 48 00 RICHARD SOBEL &ROBERTS( �uNosunvIN�s'�a.oR xG ®9'Y 1\ ®d ►'i�CJ 11® �J a ®ELECTRIC METER �S83D ' "E 154.15' EAf90AV SEALSHALL NOiEE roNSfOERm roeEa vavo rmEcow pERnFICMONSINCICAMD HER ON SHALL RUN Q _ ONLY ro THEPERSON(S)FORWHON THESURVEY L� O� MON rs FREPAItmMD ONHIS EEiULF ro nfE Cl CONIC nnECOAP 'GoVEANAffNTaL AGENCYAND O LENpNGINSnM10NUSTm HEREON,ANO ro MEA551GNESOF MELEYDING INSTF DW ` TVnON CEA71FIGnONSAREN071RANSFERASIE roA�OVAL INSnTUnONS OR SUSEOVENT ^ I 011' DW I �! CERTIFIED TO:DONALD DENARDO 1 MARIA DENARDO 35.0' 1 FIDELITY NATIONAL TITLE INSURANCE SERVICES,LLC. ARD. v 7401' N ULSTER SAVINGS BANK, ITS SUCCESSORS AND OR ASSIGNS 22.17, � 36 7' JOB NO.:2015-307 o EARTH W 2STORY MAP NO.: DRq N DRIVEWAY FRAME J FILED: h DWELLING W m REVISIONS: v� ADD PROP.EX7END EX CONTOURS 20'EAST 29/16 /y LA N D zz a a 773 13 Q-Q ADD T17LE COMPANY TO CERTS 2/16%6 p �� S�n �I OVERED v 1 LZ O REV HOUSE LOCATION aDSOCAT10N325/16 ,5�'`OQ�/��� r�/ ` OOI LO ;PORCH A �3' 35.6E M 0 PRERFOR STORMWATER 4/13/16 V Al\ Q M I B (� CORRECT,TYPO'S 4/19/16 V , ? fy^� 9 D REV PERTo.H E LOC 111 COMMENTS 429/16 j Q DW DW j' ST REV PROP A71ON1 11/11/16 Q LOC FOUNDATIONI2/15Fl6 - / .� !!{ LP6 SCDHS FINAL 425/17 � Pe � IP ADD ADDITIONAL CERT 5/11/17 0 LP2 O O REV SEPTIC TANKDIM PER SCDHS 6=017 DEPS ` n/ �j N 8 I DO LPS O LP4 1 lww1' r OF N�yV j �WATEROE'Ew 14929' TER _ o PIPE LICENSE NO.:050363 ^/ EDGEOFPAVEMENT HANDS ON SURVEYING /V_L EA R VIEW 26 SILVER BROOK DRIVE N A VE FLANDERS, NEW YORK N1101 E TEL:(631)`-369-83129 FAX.'(631)-369-8313 �E MARTIN D. HAND L.S C••PIES OF THIS SURVEY MAP,EITHER PAPER OR ELECTRONIC,NOT BEARING THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE Ju'V 2 5 2017 CONSIDERED TO BE A VALID COPYAND SHALL NOT BE USED FOR ANY PURPOSE. 1 a New York State Insurance Fund Workers'Compensation&Disability Benefits Specialists Since 1914 8 CORPORATE CENTER DR,3RD FLR,MELVILLE,NEW YORK 11747-3129 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE RJAW91 AAAAAA 471879484 VESTA DESIGN AND DEVELOPMENT LLC PO BOX 887 NEW YORK NY 10021 In 0 Scan to Validate POLICYHOLDER CERTIFICATE HOLDER HAMPTON MODULAR LLC TOWN OF SOUTHOLD 33 FLYING POINT RD STE#129 PO BOX 1179 SOUTHAMPTON NY 11968 SOUTHOLD NY 11971 POLICY NUMBER CERTIFICATE NUMBER POLICY PERIOD DATE 11485518-3 426194 07/25/2016 TO 07/25/2017 10/21/2016 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO. 1485 518-3, COVERING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER THE NEW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YORK, EXCEPT AS INDICATED BELOW, AND, WITH RESPECT TO OPERATIONS OUTSIDE OF NEW YORK, TO THE POLICYHOLDER'S REGULAR NEW YORK STATE EMPLOYEES ONLY. IF YOU WISH TO RECEIVE NOTIFICATIONS REGARDING SAID POLICY,INCLUDING ANY NOTIFICATION OF CANCELLATIONS, OR TO VALIDATE THIS CERTIFICATE,VISIT OUR WEBSITE AT HTTPS://UWWV.NYSIF.COM/CERT/CERTVAL.ASP.THE NEW YORK STATE INSURANCE FUND IS NOT LIABLE IN THE EVENT OF FAILURE TO GIVE SUCH NOTIFICATIONS. THIS POLICY DOES NOT COVER THE SOLE PROPRIETOR,PARTNERS AND/OR MEMBERS OF A LIMITED LIABILITY COMPANY. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY. D OCT 242016 D NEW YORK STATE INSURANCE FUND BUILDING DEPT: TOWN OF SOUTHOLD DIRECTOR,INSURANCE FUND UNDERWRITING VALIDATION NUMBER:422570266 U-26.3 Client#:4340 VESTA ATE(MM/DD/YYYY) ACORD. CERTIFICATE OF LIABILITY INSURANCE DATE 6 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed.If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Amtech Insurance Brokers PHONE 518 783-8801 F 518-783-0345 a division of Assured SKCG Inc MAIL Et): A/C,No 8 Stanley Circle ADDRESS: info@amtechins.com Latham,NY 12110INSURERS)AFFORDING COVERAGE NAIC q INSURER A:Southwest Marine and General In 12294 INSURED INSURER B: Hampton Modular LLC 33 Flying Point Rd INSURER C: Southampton,NY 11968 INSURER D: INSURER E' INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDLSUB POLICY EFF POLICY EXP LIMITS LTR LAND ND POLICY NUMBER MM/DD MWDD A X COMMERCIAL GENERAL LIABILITY GL2016LHB00014 0110312016 0110312017 EACH OCCCURRENCE $110001000 CLAIMS-MADE F OCCUR PREMISES Eaoccurence $50000 X BI/PD Ded:2,500 MED EXP(Any one person) $5,;00 PERSONAL$ADV INJURY $1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER GENERAL AGGREGATE $2,000,000 PRO- POLICY�ECT FX LOC PRODUCTS-COMP/OPAGG $2,000,000 OTHER $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea,.dent ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY(Per accident) $ HIRED AUTOS NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident $ UMBRELLA LIAR OCCUR EACH OCCURRENCE $ 14EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED I I RETENTION$ $ WORKERS COMPENSATION PER OTH- AND EMPLOYERS'LIABILITY YIN ANY PROPRIETOR/PARTNER/EXECUTIVE E.L.EACH ACCIDENT $ OFFICERIMEMBER EXCLUDED' N/A (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ If yes,describe under DESCRIPTION OF OPERATIONS below E L DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/ MffeS[IRD404,�C� e to,may be attached ifmon:space Is required) D OCT 2 4 2016 CERTIFICATE HOLDER HUM111ING DEPT, CANCELLATION TOWN Olt',SOUTHOLD Town of Southold SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN P.O.Box 1179 ACCORDANCE WITH THE POLICY PROVISIONS. Southold,NY 11971 AUTHORIZED REPRESENTATIVE �QJIJVL �. ©1988-2014 ACORD CORPORATION.All rights reserved. ACORD 25(2014101) 1 of 1 The ACORD name and logo are registered marks of ACORD #S2041231M183897 MEA ACKNOWLEDGMENT BY NOTARY PUBLIC State of New York ) ss: _County of New York ) On this, 21 st day of October 2016, before me, Cory Benjamin, a notary public, the undersigned officer, personally appeared Donald DeNardo, known to me to be the person whose name is subscribed to the within instrument, and acknowledged that he executed the same freely and voluntarily for the uses and purposes therein described. In witness hereof, l hereunto set my hand and official stamp. CORY BENJAMIN NOTARY PUBLIC,State of NewYork t4o.016E6319852 Qualified in Hew York County►J q Commisslon Expit+es Feb.23.20 Notary i eb.23.20Notary Oblic 0 D CC�L�OVI� D OCT 242016 BUILDING DEPT. TOWN OF SOUTHOLD OVERHANG DIMENSION (*) ROOF PITCHHOUSE WIDTH 24'-0" 26'-O" 30'-O"27'-8"L31,-8 5/12 16" 11" 16" 7/12 16" 11" 16" 9/12 12" 11" 12" 121283 4" 83 4" 83 4" Z W C9 Q Z O U W V) \ Z m PLUMBING VENT STACK m � e � o Z 12 0 - 9 w a _ _ c Q W w 0 = ®U a c� • � 3:o 2 OVERHANGoc: = o~ w cp� SEE CHAR o Ncn o CO N M O 0 o o p O a r a Lu 00 M OF m E L io 0 o x c� NOJ LLI N H S= o J Q K C7 > LL O J C.> m _ a. Q I N N�N O : o Lo a>.'t a°' !� C Z co L--• of 00 w> � cx o L)0 030 in ® ti V) p N N L-K M m J o N c N AVG. GRADE 7.5 Q rn ll (n�M --- LLJC, �t w �j Ln Ln QZ O /" �roil� ~ 000 Ld � _j ®® RIGHT ELEVATION I YQz O ®® C < Quo � � X00 z (n JLLJ W W (nL� NCh pry aoo (n O NEW IPE 54YX 1'4{'TgE403 �I�iIIIII � �II11III STAINEDIPEKWRMLS@B6•w11PE I I 'VIII STAINED BOTTOM RALLw1 STAINLESS I l DN STEEL CABLE SYSTEM MEET 4'SPHERE RULE WHERE flEO '•�-\I I I� I �I � II..L•J•••\v� DD NEW 1%41PE DECK '`\ . 'I i I' NEW DECK TO BE CENTERED QV -IV ,�=\`•``� '4f 6'-W DOOR T-r DOOR BYOTHERS.11'6' _ _ ����`\\�� FIANIONGWINDONS – – – – _- - _ = -oNY� APR - 2017 ' _ R BUILDING DEPT. _ TOWN OF SOUTHOLD HOUSE BY OTHERS T0 4TING 4%VBE 24'CONCAETENGF00T VA�� FOOTING 1O'SN OWGRADEMN WI(QXB ti flE43ARS AL.SONO INTO FOO ING M[N G4 ATM 0 T VDCB44-EMBSDINroroonNGMwaJ 4°THICK CONCRETE PA[ G'� HE / _ Up WOOD STEP wl(2)#4 RE. J � Qq, / OSONO USETE FOR OONNEOTMOWOST O '` TO FOOTINGS UNLESS OTHERWISYPICAL.OFALL E NO D) `�Ar j LANDINGABOVE / \ \ PO I `V U a �� /, / 4-1 9TONEPOROHBYOTHER —0N_ 4 DOOBYOTHE CENTERED ON ENTRY i �� 03 366 O STAIFED IPE HeNDRAaB @ 39'S –__� DOON BYOTHERS 4 IT&S STANEDBOTTOMRAR.wISTANaE59 III I 1TI ,, __ AUGN TOP OFPORCHIPEDECK WRHTOPOF STEELCABLERNMNE RULE M70MEE. l I 4 NNE EW 1X IPE DECNEPORCH MEETB DECK 13�17r N4'SPHEgE RULE WHFAE REO. " NEW ERESTON PT D –ISTAINED IPEHANDRAILS@ST – O NEW'IPES-0'X1'4i7REAOSwI6�'RISE MSTAINUESS 1I III► --_�I--= STEEL CABLE RAILING SYSTEM TO MEET / /•� 4'SPHEflE RUIEWHERE REC DOB Stamps and Notes �I PLAN: FIRST FLOOR PROPOSED DECK No use,reproduction Or dlsseminadon may be made of this drawing and the concepts set"heron with out prior written consent.Copyright 2017,CAN Architecture and Design,LLC BUILDING HOUSE BY OTHERS DEPAIITME1N'P e 78 valley Road Greenwich,CT 06807 Phone (203)622.7297 Architecture eaharchitocture corn and Design,LLC DENARDO RESIDENCE 2165 CLEARVIEW AVE SOUTHOLD,NY 11971 PROPOSED DECK BASEMENT PLAN FIRST FLOOR PLAN STONE PORCH BYOTHERS - LANDING TO BE CENTERED ON ENTRY STEPSA90VE – .DOOR BYOTHERS – �- LANDINGABOVE (! �e, aE�ERC♦ Dete 03 3117 All. 4X4 P.T.POSTw17A•CONCRETE BIGFOOT �gS�tO q,hrPraJecC II I I I I I # P007WG@4'4Y BELOWGRADEMIN WI(4)#S pLAN: BASEMENT c L7 ° Revision UP I I I I o u RE43ARSw110'SONONBEWI(4)#SRE-9ARS i EMBEDCB44BAVEITTICAL-EMBSE FORCNTO OOTINGMMB' 1 + �-���.��� I I �N Plf 6 EMBED f8d48ASE FORCONNECTIN6W000 Srak.IJ9°'1'-0° N TOSONOTUSE(TYRCAL OFALL PORCH POST T O4f FOOTINGS UNLESS OTHERWISE NOTED) 9j� 091988 •A B 0F NES Page Number HOUSE BY OTHERS HOUSE BYOTHERS LANDING TOBECENIEREDON ENTRY III P�= III DOORBYOTHERS III I��al III PEHANDRAIL9®36'WISTAINIESS III r– STEEL CABLE RAIL SYSTEM TO MEET4' IPE HANDRABS®3Swf8TAWE0 PE III I I I SPHERE RULE WHERE RED. BOTTOM RALL wISTA1NIESSSTEEL L__J II CABLE RAX SYSTEMTOMEET4' III III 2X31PESMALLNMDRAIL,STApPD SPHERERULEWHEREREO, jjI Ir--_ loll 2X8X8PEPOSTCAP,STAINEl1 STAINED IPE BALUSTERS AS NEEDED 4X4[PE 2X2 PE BALUSTER,STAINED HOUSE BY OTHERS 9a X 4 PE BOTTOM RA14 STAINED FINISHED FIRST FLOOR N':'. EW 1X4 PE LANDING,STAINED x'17-10314' -- N':'D,X10 12'6314' 4X4 P.T.POSE — STONE PORCH BY OTHERS aI P,T Posr �!a�D A C NEW PE B-0'X,$'TREAD6 DOORLANDING TTHERS TEREDON ENTRY V OPHER OR DE DOOR BY OTHERS B ELEVATION:FRONT(SOUTH) N'9 O3?36� Scale.1!4'=1'-0' FoF NES DOB Stamps and Notes No use,reproduction or dissemination may be made of this drawing and the concepts set"heron with out prior written consent.Copy*t 2017,CAH Architecture and Design,LLC BUILDING HOUSE BY OTHERS DEPARTMENT 78 Valley Road Greenwich,CT 06807 Phone (203)622.7287 Architecture oaharchll-tore com NEWDECKTOBECEVTEREO and Design,LLC _ ONDOORBYOTHERS II7nEIARR®3wl BAWSIERSTOMEET4 E SS T ESui(ERERUILEWHEREREO. DENAMO RSIDENCE STEEL GABE.RAIL SYSTEM TO MEET 2X31PESMALLWNUM STAINED 4'6PHERE RULE WHERE RED, 2 2165 CLEARVIEW AVEI X41PE POST,STAINED HOUSE BY OTHERS SODTHOLD,NY 11971 4 _ 2X 2 BAI.U6fER,5rAIff0 NEW ix4IPE LANDING,STAND 1 NEW1XaIPenECKM,STMN STAINED SOUTH ELEVATIONS FINISHED FIRST FLOOR DEOIf-- SOUTH 17-10314• ,76314' NORTH 04 P T POSE NEWPE6'#XI'6'TRFAD NEWIPES-TX1'41'TPENS KT 4X4POST,STAMED GRADE B I I I I I I I I I IData 03 3117 oP ERq, zg I I I II I I I I e�ghi/F� Project I I I I I I I I I I 6TAINEDIPEEALUSITIRSASNEEDED Revision II ILII II II In r A-200.00 ELEVATION: REAR(NORTH) 9r �„� �o� Scale'1/4"=1'-0' OF NES Page Numher I J HOUSE BY OTHERS HOUSE BY OTHERS WE H4NDRAnS®36'WYSTAINLESS - STEEL C4SELRAIL SYSTEM TOMEET 4• , SPHERERULEWHERE REC. 2 X 3IPE SMALL HANDRAB,STAINED 2X 6X6IPEPCSTCAP,STAMED FEKANDRkU@36'W1 4X4WEPO9T,STAMED STAINLESS STEEL CABEL RAJL 2X21PESALUSTER.STAINED RSIIEMMM TCSPKERE S'4 X 4 FE BOTTOM RAR,STAINED NEW 1X4 FE LANDING,STAND NEW IX4 IPE LANDING,STAINED FINISHED FIRST FLOOR DEOKfPBRCH 17-103,4' 12' 3/4° Ea/PP09X4PT.POST —B - 314 4X4P.T.PO5T NEWIPE5-0'X1'BTRFAD G D Ape GRADE �\ 09HER �5 q. 4Q Z� tiGFA _I L__� N k- 03 36B 03936E OFN HOUSE BY OTHERS DDB Stamps and Notes No use,repmdUctIon or diSSeminallon Maybe made of this drewingand the concepts setforth heron with out prior written consent Copynght 2017,CAF,Archfteclure and Design,LLC BUILDING DEPARTMENT ® 78 Valley Road Greenwich,CT 06807 Phone (203)622.7287 Architecture caharchitect ur a coot HOUSE BY OTHERS and Design,LLC DENARDO RESIDENCE TE LC ABLER AILSY•TEMTOMES8 STEQNDRAERA@3rWW1STAINLESS ETa• 2165 CLEARVIEW AVE STEEL CABLE M ISYSTEMTOMEET /•SPHERE PIKE WHEREREO. SPHEAERULEWHEREREO. SOUTHOLD,NY 11971 EXTERIOR ELEVATIONS FINISHED FIRST FLOOR EAST 17-10314" K-SK -- -- DEf!KIPEIRC FINISHED FIRST FLOOR 12'631a° 5� 1r�314° 17.103!4° WEST WE GRADE 1yEp qRO Date 033117 I I I I �\y�ytOPHER,q''//off, ProJact Revision II * I 4 A-201.00 ELEVATION: LEFT SIDE(WEST) �, �� N9r �30 yo L__� 2 Sink.1/4•=1'-0° L__� L__� FOF NES Page Number. NEW YOLK STATE NEW YORK STATE DEPARTMENT OF STATE Division of Building Standards and Codes ® ■ One Commerce Plaza, 99 Washington Avenue Albany, NY 12231 pN DEPARTMENT Phone-(518)474-4073 Fax (518)486-4487 OF STATE www dos.ny.gov E-mail- infoCa?dos ny.qov STANDARDS AND WDBS NOTICE OF APPROVAL This notice serves to inform the local Code Enforcement Official that the New York Department of State (DOS) has reviewed and approved plans, as authorized pursuant to 19 NYCRR Part 1209, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: Manufacturers Name: Westchester Modular Homes, Inc. Reagans Mill Road Wingdale, NY 12594 Building Description: Detached One and Two-Family Dwellings and Multiple Single-Family Dwellings(Townhouses) Approval Number: M0669-2010-118 Applicable Code: Residential Code of New York State 2010 (RCNYS 2010) Expiration Date:, December 24, 2016 Maximum Ground Snow Zone: 85 PSF Seismic Design Category: A, B, C, D0, D1 or D2 (Per 2010 RCNYS Section R602.10 Wall Bracing) Basic Wind Speed: 120 MPH (3 Sec. Gust) Exposure Category: A, B, or C DOS Contact Person.- Edmund F. Girzone, R.A. Additional Conditions See the System Cover Sheet for Wind Design Methodologies used in, "Hurricane Prone Regions"and "Non-Hurricane Prone Regions." Approval Date: December 23,2014 Ronald Piester,AIA Director A copy of this Notice of Approval shall accompany all plans and specifications submitted as part of a permit application Plans should not require a DOS seal provided the registered design professional references the approval number and certifies that the plans and specifications conform to the plans and specifications approved by and on file with the DOS The following statement may be used to provide this certification "The plans and specifications of this permit plan set are derived from and consistent with the systems set of plans and specifications approved and on file with the Department of State,which were approved on December 23,2014 under systems number M0659-2010-118" The approval identified above is limited to all construction that takes place in the factory Site related work including installation and connection of the budding and/or components, foundations, mechanical connections, stairs, decks, etc is the responsibility of the Code Enforcement Official The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the 2010 RCNYS If the code enforcement official believes that any factory manufactured component is in violation of one or more provisions of the RCNYS,he/she should contact the DOS for further review and/or determination r REScheck Software Version 4.6.2 Compliance Certificate Project Energy Code: 2010 New York Energy Conservation Location: Suffolk County, New York Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 2,548 ft2 Glazing Area 14% Climate Zone: 4 (5750 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 2165 CLEARVIEW AVE DENARDO VINCENT L. GIORGIO SOUTHOLD, NY 11971 CEDAR KNOLLS WESTCHESTER MODULAR HOMES 900 MARCONI AVE 30 REAGANS MILL ROAD RONKONKOMA, NY 11779 WINGDALE, NY 12594 compliance- 17.9%Better Than Code Maximum UA: 464 Your UA: 381 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home Envelope Assemblies Gross Area, Cavity Cont. Perimeter Ceiling 1: Raised or Energy Truss 1,788 38.0 0.0 0.025 45 Wall 1: Wood Frame, 16"o.c. 2,550 21.0 0.0 0.057 121 Window 1:Wood Frame:Double Pane with Low-E 341 0.290 99 Door 1:Solid 40 0.160 6 Door 2: Glass 40 0.310 12 Perimeter:Wood Frame, 16" D.C. 164 12.0 0.0 0.085 14 Floor 1:All-Wood J oist/Truss:Over Unconditioned Space 1,788 19.0 0.0 0.047 84 Compliance Statement: The proposed building design described here is consistent with the building plans,specifications, and other calculations submitted with the permit application.The proposed building has been designed to meet the 2010 New York Energy Conservation Construction Code requirements in REScheck Version 4.6.2 and to comply with the mandatory requirements listed In the REScheck Inspection Checklist. Vincent L. Giorgio - Designer 03/18/16 Name-Title Signature OF NSkp4h � S,9 cc Project Title: O 03/18/16 Data filename: \\Wmh-2012\engineering\Check\16069.rck 9�fF$$1o� Page 1 of 6 REScheck Software Version 4.6.2 Inspection Checklist Energy Code: 2010 New York Energy Conservation Construction Code Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Plans Verified Field Verified # Pre-Inspection/Plan Review Complies? Comments/Assumptions &Rep.ID Value Value . . 103.2 ;Construction drawings and ; E ❑Complies ; 1 ` _ r 4 ❑Does Not [PRl] :documentation sufficiently r � - { demonstrates energy code compliance for the building ; ❑Not Observable lenvelope. l: ;❑Not Applicable 103.2, ;Construction drawings and ❑Complies ; 403.7 :documentation sufficiently S, N z •- '�❑Does Not [PR3]1 :demonstrates energy code I❑Not Observable compliance for lighting and mechanical systems.Systems ; -;❑Not Applicable ;serving multiple dwelling units must demonstrate compliance I ; :with the commercial code. r 4016• ;Heating and cooling equipment is; Heating- Heating: ;❑Complies [PR2]2 !sized per ACCA Manual S based I Btu/hr I Btu/hr ❑Does Not on loads per ACCA Manual J or iCooling: Cooling: ;❑Not Observable other approved methods. Btu/hr ; Btu/hr ❑Not Applicable f Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3Low Impact(Tier 3) Project Title: Report date: 03/18/16 Data filename: \\Wmh-2012\engineering\Check\16069.rck Page 2 of 6 Section # Foundatiori'Inspection '" Complies? Comments/Assumptions &..Req.ID 303.2:1 1Exposed foundation insulation I❑Complies '[FO3192 !protection, UDoes Not ' ❑Not Observable; j❑Not Applicable 403.8 }Snow melt controls. ❑Complies [FO12]2 ` ;❑Does Not ❑Not Observable 3 ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3, Low Impact(Tier 3) Project Title: Report date: 03/18/16 Data filename: \\Wmh-2012\engineering\Check\16069.rck Page 3 of 6 section pians Verified' Field.Verified # ° ,Framing/,Rough-In Inspection ;Complies?6omm'ents/Assumptions &Rega® Value Value 402.4.4 Fenestration that is not site built " ; =;❑Complies [FR20]1 is listed and labeled as meeting ❑Does Not Ik jAAMA/WDMA/CSA 101/I.S.2/A440 r j❑Not Observable ;or has infiltration rates per NFRC `' u ' 1400 that do not exceed code ❑Not Applicable limits. ' a 402.4.5; ;IC-rated recessed lighting fixtures', ❑Complies [FR16]2 !sealed at housing/Interior finish ° 1 E'' ❑Does Not land labeled to Indicate&It;= 2.0 4 cfm leakage at 75 Pa. ❑Not Observable �❑Not Applicable 403.2.2 ;All joints and seams of air ducts, ❑Complies [FR13]1 air handlers,filter boxes, and _ ❑Does Not ;building cavities used as return ❑Not Observable ducts are sealed. ❑Not Applicable 403.2.3 Building cavities are not used as ;. ;- , i❑Complies [FR15]3 !ducts or plenums. , i'`: . ❑Does Not 1 ❑Not Observable - .PNot Applicable 403,3 !HVAC piping conveying fluids ; R- ; R- ;❑Complies [FRi7]2 J above 105°F or chilled fluids ; ❑Does Not below 55°F are Insulated to R-3. f ! ; '❑Not Observable I ; ;❑Not Applicable 403:4Circulating service hot water R- R- ;❑Complies [FR18]2 !pipes are insulated to R-2. ; UDoes Not , '❑Not Observable ! ; ;❑Not Applicable 403.5 ,Automatic or gravity dampers are . ❑Complies [FR19]2 'I installed on all outdoor air - ❑Does Not .. Intakes and exhausts. f. ` t❑Not Observable 3 ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: 'Report date: 03/18/16 Data filename: \\Wmh-2012\engineering\Check\16069.rck Page 4 of 6 Section 1, # ' ' Insulation Inspection t, Complies? Comments/Assumptions, &Req.ID ` 303.1 All installed insulation labeled or ;❑Complies [IN1311 installed R-values provided. ;❑Does Not {❑Not Observable; ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) -3 1 Law Impact(Tier 3) Project Title: Report date: 03/18/16 Data filename: \\Wmh-2012\engineering\Check\16069.rck Page 5 of 6 Section Plans Verified Field Verified # Final.lnspection Provisions Complies? Comments/Assumpti0ns &Req.ID Value. Value , 402.4.2, :Building envelope tightness ACH 50 = ACH 50 = ;❑Complies 402.4.2.1 verified by blower door test result E❑Does Not [FI17]1 :of<7 ACH at 50 Pa.This ;requirement may instead be met ; ;❑Not Observable via visual inspection, in which ; ❑Not Applicable ;case verification may need to ; occur during Insulation Inspection. ; 403.2.2 Duct tightness via post- ; cfm cfm ❑Complies [FI4]1 :construction with maximum ;❑Does Not leakage of 8 cfm to outdoors, or ; ;❑Not Observable 12 cfm across systems.For rough-in tests,verification may ; ;❑Not Applicable need to occur during Framing Inspection,with maximum ; leakage of 6 cfm across systems and 4 cfm without air handler. 40 3.1.1 Programmable thermostats }❑Complies [Fi9]2 1 installed on forced air furnaces. (" „ k- ❑Does Not �; ... 1❑Not Observable ' ' 'y;❑Not Applicable 4033: =on heat pumpsthermostat installed ❑Complies ,❑Does Not 1' w �❑Not Observable j ';F-]Not Applicable 403.4 Circulating service hot water 10complies [FI11]2 ±systems have automatic or , ' .{ ,+}❑Does Not accessible manual controls. ❑Not Observable 'j❑Not Applicable 401.3 `;Compliance certificate posted. ( , ' E]Complies ❑Does Not 44 'J❑Not Observable 3 ]❑Not Applicable 303.3 • I Manufacturer manuals for r' E �❑Complies [FI18]3 !mechanical and water heating f'" I ❑Does Not equipment have been provided. r ;❑Not Observable ]❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3•1 Low Impact(Tier 3) Project Title: Report date: 03/18/16 Data filename: \\Wmh-2012\engineering\Check\16069.rck Page 6 of 6 2010 New York Energy Conservation Construction Code Energy Efficiency Certificate Rating. R-Value Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 19.00 Ceiling /Roof 38.00 Ductwork (unconditioned spaces): Glass&Door Window 0.29 Door 0.31 •. a Heating System: Cooling System• Water Heater• Name: Date• Comments u STATE OF NEW YORK DEPARTMENT OF STATE ONE COMMERCE PLAZA ANDREW M. CUOMO 99 WASHINGTON AVENUE GOVERNOR ALBANY,NY 12231-0001 ROSSANA ROSADO WWW DOS NY.GOV ACTING SECRETARY OF STATE NOTICE OF APPROVAL This notice serves to inform the local Code Enforcement Official that the New York Department of State(DOS)has reviewed and approved documents, as authorized pursuant to 19 NYCRR Part 1209, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein Manufacturers Name. Professional Building Systems 72 East Market Street Middleburg, PA 17842 Building Description. Detached One and Two-Family Dwellings and Multiple Single-Family Dwellings (Townhouses) Approval Number Modifications to Previously Approved System of Models M013-2015-001 (Tracking Number M013-2016-014) Applicable Code. Residential Code of New York State 2010(RCNYS 2010 Expiration Date. October 3,2016 ® �CM�Vg D Maximum Ground Snow Zone 120 PSF 2017 Seismic Design Category A, B, or C AN 5 Basic Wind Speed- Up to 120 MPH with 3 sec -13 DING ID . Exposure Category A, B, C or D TO OF SOUTHOLID DOS Contact Person: Don Thomas Jr.,AIA Additional Conditions, Increased Snow Load to 120 psf. Approval Date: May 17, 2016 Ronald Piester, AIA r 4i ' Director A copy of this Notice of Approval shall accompany all plans and specifications submitted as part of a permit application Plans should not require a DOS seal provided the registered design professional references the approval number and certifies that the plans and specifications conform to the plans and specifications approved by and on file with the DOS. The following statement may be used to provide this certification. 'The plans and specifications of this permit plan set are denved from and consistent with the systems set of plans and specifications approved and on file with the Department of State,which were approved on November 12,2015 under systems number M013-2015-001" The approval identified above Is limited to all construction that takes place in the factory.Site related work Including installation and connection of the building and/or components,foundations,mechanical connections,stairs,decks,etc is the responsibility of the Code Enforcement Official The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the 2010 •RCNYS If the code enforcement official believes that any factory manufactured component Is in violation of one or more provisions of the RCNYS,he/she should contact the DOS for further review and/or,determination. 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" -- � I �- , ,,',�,,,-,,�, -'. - , " - I I -- -- " ,,, I'll- i , .1. , ;� ,, -- 1-111�--, -,�, .1, " c Nw REScheck Software Version 4.6.2 Compliance Certificate Project ON-70759 01 N EI�,1- Energy Code: 2010 New York Energy Conservation Q- 11% OM 0 Location: Suffolk County, New York Co �p F� Construction Type: Single-family * Q Project Type: New Construction '- °C Conditioned Floor Area: 3,139 ft2 m JI w Glazing Area 15% Climate Zone: 4 (5750 HDD) A 080526 Permit Date: 9pF�sS'ONP�' Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 2165 CLEARVIEW DRIVE HAMPTON MODULAR PROFESSIONAL BUILDING SYSTEMS SOUTHOLD, NY 11971, NY 11971 P.O. BOX 866 ' 72 EAST MARKET STREET SOUTH HAMPTON, NY 11968 MIDDLEBURG, MA 17842 631-204-6272 570-837-1424 Compliance: 13.9%Better Than Code Maximum UA: 461 Your UA: 397 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Gross Area Assembly or Cavity Cont. U-Factor UAS Ceiling 1: Raised or Energy Truss 597 38.0 0.0 0.025 15 Ceiling 2: Flat Ceiling or Scissor Truss 1,181 31.1 0.0 0.034 40 Wall 1:Wood Frame, 16"o.c. 2,698 21.0 0.0 0.057 128 Window 1:Vinyl Frame:Double Pane with Low-E 368 0.300 110 Door 1: Solid 22 0.140 3 Door 2:Solid 20 0.210 4 Door 3: Glass 41 0.320 13 Floor 1:All-Wood joist/Truss:Over Unconditioned Space 1,778 19.0 0.0 0.047 84 Compliance Statement. The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2010 New York Energy Conservation Construction Code requirements in REScheck Version 4.6.2 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. PROFESSIONAL BUILDING SYSTEMS 12/30/2016 Name-Title Signature Date Project Title: ON-70759 ' Report date: 12/30/16 Data filename: M:\70000\70759-2010.rck Page 1 of 6 REScheck Software Version 4.6.2 Inspection Checklist Energy Code: 2010 New York Energy Conservation Construction Code Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. section Plans Verified Field Verified # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions & Req.ID 103.2 ;Construction drawings and ;❑Complies [PR1]1 documentation sufficiently ❑Does Not ;demonstrates energy code ❑Not Observable ;compliance for the building iE]Not lenvelope. Applicable 103.2, iConstruction drawings and J❑Complies ; 403.7 l documentation sufficiently ❑Does Not l [PR3]1 ;demonstrates energy code l r ;compliance for lighting and ❑Not Observable i mechanical systems. Systems ❑Not Applicable ;serving multiple dwelling units ; must demonstrate compliance ; ;with the commercial code. 403.6 j Heating and cooling equipment is: Heating: I Heating: !❑Complies [PR2]2 +sized per ACCA Manual S based Btu/hr Btu/hr l❑Does Not Ion loads per ACCA Manual J or Cooling: l Cooling: l I other approved methods. Btu/hr ; Btu/hr l❑Not Observable l l❑Not Applicable ; Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: ON-70759 Report date: 12/30/16 Data filename: M:\70000\70759-2010.rck Page 2 of 6 Section # Foundation Inspection Complies? Comments/Assumptions & Req.l® 303.2.1 Exposed foundation insulation ❑Complies [FO1112 'protection. ;❑Does Not ❑Not Observable; ❑Not Applicable 403.8 ;Snow melt controls. ;❑Complies [F012]2 ;❑Does Not ❑Not Observable; ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON-70759 Report date: 12/30/16 Data filename: M:\70000\70759-2010.rck Page 3 of 6 Framing es? Rough-in Inspection Value Value Compiles' Comments/Assumptions Fi4ld Verified Section Plans Verified & Req.1113 : 402.4.4 ;Fenestration that is not site built i E]Complies [FR20]1 is listed and labeled as meeting iUlDoes Not :AAMA/WDMA1CSA 101/15.2/A440 ;E]Not Observable ;or has infiltration rates per NFRC J400 that do not exceed code E]Not Applicable limits. 402.4.5 -rated recessed lighting fixtures; UComplies [FR16]2 sealed at housing/interior finish jElDoes Not land labeled to indicate&It;= 2.0 '1p :E]Not Observable icfm leakage at 75 Pa. z 'E]Not Applicable 403.2.2 ;All joints and seams of air ducts, i. 'ElComplies EFR1311 ;air handlers,filter boxes, and Zboes Not !building cavities used as return ' ;ducts are sealed. IE]Not Observable '�E]Not Applicable 403.2.3 ;Building cavities are not used as I UComplies [FR15]3 ducts or plenums. s ;E]Does Not 'x01 ![-]Not Observable ;[-]Not Applicable 403.3 ;HVAC piping conveying fluids 1 R- R- ;,E]Complies [FR17]2 above 105 QF or chilled fluids :E]Does Not below 55 QF are insulated to R-3. :E]Not Observable :E]Not Applicable 403.4 !Circulating service hot water R- R- ;,E]Complies [FR18]2 Ipipes are insulated to R-2. :E]Does Not i ;Lilmut Observable :E]Not Applicable 403,5 �Automatic or gravity dampers are: 'ElComplies [FR19]2 I installed on all outdoor air s a❑Does Not intakes and exhausts. 1[]Not Observable E]Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: ON-70759 Report date: 12/30/16 Data filename: M:\70000\70759-2010.rck Page 4 of 6 i Section - # Insulation Inspection Complies? Comments/Assumptions & Req.ID 303.1 1AII installed insulation labeled or ;❑Complies [IN13]2 I installed R-values provided. I❑Does Not ❑Not Observable I !F-]Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 12 J Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: ON-70759 Report date: 12/30/16 Data filename: M:\70000\70759-2010.rck Page 5 of 6 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 402.4.2, :Building envelope tightness ACH 50 = ; ACH 50 = ;❑Complies 402.4.2.1 :verified by blower door test result) :❑Does Not [FI17]1 ;of<7 ACH at 50 Pa.This I C ;requirement may instead be met ; ;❑Not Observable :via visual inspection, in which ❑Not Applicable Icase verification may need to ;occur during Insulation :Inspection. 403.2.2 ;Duct tightness via post- ; cfm ; cfm ;❑Complies ; [F14]1 :construction with maximum I I :❑Does Not I J ;leakage of 8 cfm to outdoors,or : I❑Not Observable 112 cfm across systems. For :rough-in tests,verification may ; ;❑Not Applicable need to occur during Framing , , IInspection, with maximum i leakage of 6 cfm across systems and 4 cfm without air handler. 403.1.1 Programmable thermostats ❑Complies [FI9]2 installed on forced air furnaces. ❑Does Not f{ ❑Not Observable ❑Not Applicable ; 403.1.2 Heat pump thermostat installed ❑Complies [FI10]2 on heat pumps. ❑Does Not ❑Not Observable ❑Not Applicable 403.4 S Circulating service hot water ❑Complies ; [FI11] systems have automatic or ❑Does Not 2 t �accessible manual controls. E j, i t ❑Not Observable I 3 # ❑Not Applicable I 401.3 1Compliance certificate posted. ❑Complies [FI7]2 ❑Does Not I ❑Not Observable ] ❑Not Applicable , 303.3 ;Manufacturer manuals for ❑Complies [FI18]3 mechanical and water heating ❑Does Not ;equipment have been provided. I ❑Not Observable I ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: ON-70759 Report date: 12/30/16 Data filename: M:\70000\70759-2010.rck Page 6 of 6 201 ® New York Energy Conservabon ConstruOon Code Certificate Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 19.00 Ceiling / Roof 31.10 Ductwork (unconditioned spaces): �•• • Window 0.30 Door 0.32 •. Heating System: Cooling System: Water Heater: Name: Date: Comments STRUCTURAL LUMBER PROFESSIONAL BUILDING SYS7EIv1S,-INC. INTERACTION CALCULATIONS, 4f1llfNlEA'L',ad, 5133 1 25 1,6 S.10 17 ENGINEER 20 21 .D No.PE4MaUE t9i r w w v lot Z {b� t. N 9 1 22 ! 0 10 3 O 5 6 ® 02/021,10 tq 40 PSI GSL BALANCED SNOW LOAD: 29.26 psI UNBALANCED SNOW LOAD: 64.12 psi' TRUSS NO.:TR10.31.6•REVISED OPPOSITE SIDE UNB.SNOWLOAD 8.78 psf JOB NO.:100068 UNBALANCED SNOW LOAD LENGTH: 5,62 It PITCH:101121 TC DL: 10 PSI SPAN:31'•8° BC DL: 10 PSI TRUSS CENTERS:16' BC LL- 40 pst(SETWEEN KNEEWALLS) BC LL: 10 pst WHERE h!42' BC LL: 20 PSI WHERE h s=421 ,UPLIFT: 29.87 psf AT 100 mph PER ASCE 7-05 MEMBER INFORMATION: _MAXIMUM SUPPORT REACTIONS Ilbsi - SIZE&' OL+LLD, MEMBER SPECIES DEAD 40 psf 100 mph 1-8 2 x,10 SPF 112 LOAD SNOW UPLIFT 9-12&15-18 2 x 8 SYP#2 EXTERIOR WALL 501.3 1428.2 -313' 13&14 2 x 4 SPF 112 MATING W7 U 191.5 646.5 0 19-22 2 x 4 SPF#2 23 2 x G BPF,#2 MAXIlIUM INTERACTION&DEFLECTION: MAXIMUM NOTES:1,MATING WALL LOADS ARE TOTAL FOR BOTH SIDES, MAXIMUM DEFLECTION 2.WIND PER ASCE MS0 100 mph„EXF,C.C&C PRESSURES. CSI Qn) It 3.SNOW PER ASCE 7-05,40 PSI GSL,Ct=I.I. BOTTOM CHORD0.98618 0.44818 437 DRIFTING LENGTH iS LATERAL DISTANCE FROM RIDGE, TOP CHORD 0,96825 1.25669 241 4.WIND UPLIFT REACTIONS ARE BASED ON C&C PRESSURES, WEB0:17282 1 0.00 1 ^' WIND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED - wl MWFRS PRESSURES(SEE CONNECTION SECTION OF MANUAL). P5201 W09008XIMER•7N1a•31-6;f27.�15[Uah t STRUCTURAL LUMBER PROFESSIONAL BUILDING SYSTEMS, INC. INTERACTION CALCULATIONS 13 14 12 15 1 23 16 10 17 20 21 g 19 22 18 1 23 4 5 6 7 8 0 0 20 psf TRUSS NO.:TR10-27-6 BALANCED SNOW LOAD- `16.26 psf JOB NO.: 110480 UNBALANCED SNOW LOAD: 40.8 psf PITCH: 10/12 OPPOSITE SIDE UNB.SNOW LOAD: 4.88 psf SPAN:27'-6" UNBALANCED SNOW LOAD LENGTH: 4 55 ft TRUSS CENTERS: 16" TC DL: 10 psf 20 psf MINIMUM USED BC DL: 10 psf BC LL: 10 psf WHERE h<42" BC LL: 20 psf WHERE h z 42" MEMBER INFORMATION: BC LL: 40 psf BETWEEN KNEEWALLS SIZE& UPLIFT: 32.06 psf AT 110 mph PER ASCE 7-05 MEMBER SPECIES 47.68 psf AT 130 mph PER ASCE 7-05 1-8 2 x 10 SPF#2 MAXIMUM SUPPORT REACTIONS(lbs): 9-12&15-18 2x8 SPF#2 DL+LL+ DL+ DL+ 13&14 2 x4 SPF#2 DEAD 20 psf 110 mph 130 mph 19-22 2 x4 SPF#2 1 LOAD SNOW UPLIFT UPLIFT 23 2 x 6 SPF#2 EXTERIOR WALLI 423.3 1 9832 1 -288.5 1 -552.8 MATING WALLI 190.5 1 606.1 1 -24 1 -914 NOTES: 1 MATING WALL LOADS ARE TOTAL FOR BOTH SIDES. MAXIMUM INTERACTION&DEFLECTION: 2.WIND PER ASCE 7-05,110&130 mph,EXP C,C&C PRESSURES MAXIMUM 3 SNOW PER ASCE 7-05,20 psf GSL,Ct=1.1, MAXIMUM DEFLECTION Ce=1.0,DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. CSI (in) (/ 4 WIND UPLIFT REACTIONS ARE BASED ON C&C PRESSURES BOTTOM CHORDI 0.58405 025378 677 WIND LATERAL AND UPLIFT ANCHORAGE AT SUPPORTS ARE DESIGNED TOP CHORDI 0.64810 0.50454 526 w/MWFRS PRESSURES(SEE CONNECTION SECTION OF MANUAL). WEBI 0.09672 1 0.00 1 ..... P 12011\110480\INTER-TR10-27-6,ds Project 70759 E'ricrsa�r�ru GREGO Location CB 1-1 PBS Multi-Loaded Multi-Span Beam 72 EAST MARKET STREET of [2015 International Budding Code(2015 NDS)] MIDDLEBURG,PA 17842 (2)1 5 IN x 9 25 IN x 7 08 FT StruCalc Version 10.0.0.7 12/22/2016 6 46 43 AM 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By.17 7% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0 09 IN U900 Dead Load 0 07 in Total Load 0 16 IN U524 Live Load Deflection Criteria.U360 Total Load Deflection Criteria.U240 REACTIONS A B Live Load 2064 Ib 2621 Ib Dead Load 1507 Ib 1859 Ib Total Load 3571 Ib 4480 Ib Bearing Length 1 59 in 1 99 inW" s, gr g BEAM DATA Center Span Length 708 ft Unbraced Length-Top 0 ft 7.08 ft Unbraced Length-Bottom 708 ft Live Load Duration Factor 1 00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 7 plf Bending Stress- Fb= 2900 psi Fb'= 2996 psi Total Uniform Load 7 pif Cd=1 00 CF=1.03 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Cd=1.00 Left Live Load 506 plf 821 pif Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Left Dead Load 370 plf 569 plf Comp.-L to Grain- Fc-1= 750 psi Fc--I-'= 750 psi Right Live Load 506 pif 821 plf Controlling Moment: 7183 ft-Ib Right Dead Load 370 pif 569 plf 3.89 Ft from left support of span 2(Center Span) Load Start Oft 358 ft Created by combining all dead loads and live loads on spanLoad End 3 58 ft 7 08 ft s)2 Load Length 3 58 ft 3.5 ft Controlling Shear: -44801b 7.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus. 28 77 in3 42 78 in3 Area(Shear) 23.58 in2 27 75 in2 Moment of Inertia(deflection) 90 68 in4 197 86 in4 Moment 7183 ft-Ib 10681 ft-Ib Shear -4480 Ib 52731b NOTES �oF N Al EI.I,y r— -< fr I� w 080526 v ROPES S1 ONP Protect 70759 F— � Pa9e Pfcr ssr�nu GREGO Location CB 1-2 PBS Multi-Loaded Multi-Span Beam 72 EAST MARKET STREET of [2015 International Building Code(2015 NDS)] MIDDLEBURG,PA 17842 15 IN x 24 0 IN x 21 25 FT 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 0 7 12/22/2016 6 46:43 AM Section Adequate By 123 5% Controlling Factor.Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 023 IN U1130 Dead Load 011 in Total Load 0 34 IN U759 Live Load Deflection Criteria.U360 Total Load Deflection Criteria U240 REACTIONS A B Live Load 1806 Ib 1806 Ib Dead Load 882 Ib 882 Ib Total Load 2688 Ib 2688 Ib Bearing Length 239 in 2.39 in BEAM DATA Center Span Length 2125 ft Unbraced Length-Top 0 ft 21.26 ft Unbraced Length-Bottom 21 25 ft Live Load Duration Factor 1 00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 170 plf 2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 74 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress Fb= 2900 psi Fb'= 2659 psi Total Uniform Load 253 plf Cd=1 00 CF=0.92 Shear Stress. Fv= 285 psi Fv'= 285 psi Cd=1 00 Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Comp -L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 14281 ft-Ib 10 62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2688 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 64 44 m3 144 m3 Area(Shear) 14 15 int 36 int Moment of Inertia(deflection) 550 47 in4 1728 in4 Moment: 14281 ft-Ib 31912 ft-Ib Shear 2688 lb 6840 lb NOTES OF NEW Y �NoM);s O,p F Q T n >I Y V w rn - G< 080526 <tr= R°FESS1oNP Project:70759 p;iwet�rarrAL GREGO Location CB 1-3 PBS Srartr�,n,;, Multi-Loaded Multi-Span Beam = 72 EAST MARKET STREET of [2015 International Building Code(2015 NDS)] MIDDLEBURG,PA 17842 (2)151Nx9251Nx11OFT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0 0 7 12/22/2016 6 46.43 AM Section Adequate By 4 8% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0 20 IN U653 Dead Load 0.09 in Total Load 0 30 IN U446 Live Load Deflection Criteria:U240 Total Load Deflection Criteria U180 REACTIONS A B Live Load 935 Ib 935 Ib Dead Load 435 Ib 435 Ib Total Load 1370 Ib 1370 Ib Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 11 ft Unbraced Length-Top 0 ft 11 n Unbraced Length-Bottom 11 ft Live Load Duration Factor 1 15 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 170 plf #2-Spruce-Pine-Fir Uniform Dead Load 74 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress Fb= 875 psi Fb'= 1107 psi Total Uniform Load 249 pif Cd=1.15 CF=1 10 Shear Stress Fv= 135 psi Fv'= 155 psi Cd=1.15 Modulus of Elasticity E= 1400 ksi E'= 1400 ksi Comp -L to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment: 3767 ft-Ib 5 5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1370 Ib At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 40 84 in3 42 78 in3 Area(Shear)- 13 23 in2 27 75 in2 Moment of Inertia(deflection)- 79.9 in4 197 86 in4 Moment. 3767 ft-Ib 3946 ft-Ib Shear- -1370 Ib 2872 lb NOTES pF NEINY ANOMAS 0 r < T W C? 0805216 v PESSIO Project'70759 — page Pscurssanu GREGO Location CB 1-4 B... PBS Sxsia.K,eri Multi-Loaded Multi-Span Beam - 72 EAST MARKET STREET or [2015 International Budding Code(2015 NDS)] MIDDLEBURG,PA 17842 (2)1 5 IN x 9 25 IN x 8 92 FT StruCalc Version 10 0 0.7 12/22/2016 6 46 43 AM 2 0 Rigidlam LVL-Roseburg Forest Products Section Adequate By 92.3% Controlling Factor.Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0 12 IN U926 Dead Load 0 06 in Total Load 0 18 IN U609 Live Load Deflection Criteria.U360 Total Load Deflection Criteria.U240 REACTIONS A B Live Load 1091 Ib 1793 Ib Dead Load 550 Ib 949 Ib Total Load 1641 Ib 2742 Ib Bearing Length 0.73 in 1 22 in4wtmrt M.. �a BEAM DATA Center " y 3" Span Length 8.92 ft Unbraced Length-Top 0 ft 8.92 ft Unbraced Length-Bottom 892 ft Live Load Duration Factor 1 00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress Fb= 2900 psi Fb'= 2996 psi Total Uniform Load 7 plf Cd=1 00 CF=1 03 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress* Fv= 285 psi Fv'= 285 psi Load Number One Two Cd=1 00 Left Live Load 170 plf 485 plf Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Left Dead Load 74 plf 253 plf Comp.-I-to Grain- Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 170 plf 485 plf Controlling Moment: 5044 ft-Ib Right Dead Load 74 plf 253 plf 5.26 Ft from left support of span 2(Center Span) Load Start 0 ft 458 ft Created by combining all dead loads and live loads on span(s)2 Load End 458 ft 8 92 ft Controlling Shear: -2742 Ib Load Length 4.58 ft 4.34 ft 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus- 20 2 in3 42 78 in3 Area(Shear): 14 43 in2 27 75 in2 Moment of Inertia(deflection) 77 97 in4 197 86 in4 Moment 5044 ft-Ib 10681 ft-Ib Shear. -2742 Ib 5273 Ib NOTES 0F N 1- o CNOMAS 0 r Q < CC V W m 080526 ti 9OFESSO Project 70759 f�ocr"�ssronai GREGO Location CB 1-6 8°1°`' PBS Sxsru .r.+c, Multi-Loaded Multi-Span Beam - 72 EAST MARKET STREET of [2015 International Budding Code(2015 NDS)] MIDDLEBURG,PA 17842 (2)1.5 IN x 9 25 IN x 9 83 FT StruCalc Version 10.0 0 7 12/22/2016 6 46 43 AM #2-Spruce-Pine-Fir-Dry Use Section Adequate By.31.2% Controlling Factor.Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 013 IN L/915 Dead Load 0 06 in Total Load 0 19 IN U625 Live Load Deflection Criteria.U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 836 Ib 836 Ib Dead Load 389 Ib 389 Ib Total Load 1225 Ib 1225 Ib Bearing Length 096 in 0 96 in BEAM DATA Center Span Length 983 ft Unbraced Length-Top 0 ft 9.93 ft Unbraced Length-Bottom 983 ft Live Load Duration Factor 1.15 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 170 plf #2-Spruce-Pine-Fir Uniform Dead Load 74 plf Base Values Adjusted Beam Self Weight 5 plf Bending Stress. Fb= 875 psi Fb'= 1107 psi Total Uniform Load 249 plf Cd=1 15 CF=1 10 Shear Stress- Fv= 135 psi Fv'= 155 psi Cd=1.15 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp -Lto Grain: Fc- = 425 psi Fc--I-'= 425 psi Controlling Moment: 3008 ft-Ib 4.91 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1224 Ib 10 0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 32 61 in3 42 78 in3 Area(Shear)- 11 83 in2 27.75 in2 Moment of Inertia(deflection) 57 02 m4 197 86 in4 Moment: 3008 ft-Ib 3946 ft-Ib Shear -1224 lb 2872 Ib NOTES OF NEt�iY F� Q n f W c� 080526 Q� v 9°FES S10 Project 70759 - - Paye Pp�r�s�wu, GREGO Location.HDR 1-1 PBS 4'9z1TfiA',iRM. Multi-Loaded Multi-Span Beam 72 EAST MARKET STREET of [2015 International Building Code(2015 NDS)] MIDDLEBURG,PA 17842 (3)15 IN x 11.25 IN x 9.25 FT StruCalc Version 10 0.0.7 12/22/2016 6:46:44 AM 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By:80 9% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U2378 Dead Load 0.02 in Total Load 0.06 IN U1736 Live Load Deflection Criteria:U360 Total Load Deflection Criteria.U240 REACTIONS A_ B Live Load 3684 Ib 853 Ib Dead Load 1632 Ib 249 Ib Total Load 5316 Ib 1102 Ib Bearing Length 1.58 in 0.33 in BEAM DATA Center Span Length 9.25 ft Unbraced Length-Top 0 ft 9.25 n Unbraced Length-Bottom 925 ft Live Load Duration Factor 1.00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 pif 2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress: Fb= 2900 psi Fb'= 2923 psi Total Uniform Load 113 plf Cd=1.00 CF=1.01 POINT LOADS-CENTER_SPAN Shear Stress: Fv= 285 psi Fv'= 285 psi Load Number One Two Cd=1.00 Live Load 1806 Ib 1806 Ib Modulus of Elasticity- E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc-1= 750 psi Fc--LDead Load 882 Ib 882 Ib '= 750 psi Location 1 lft 1 ft Controlling Moment: 5256 ft-Ib 1.02 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5316 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 21 58 in3 94.92 in3 Area(Shear)- 27 98 in2 50.63 in2 Moment of Inertia(deflection): 80.82 in4 533 94 m4 Moment: 5256 ft-Ib 23125 ft-Ib Shear: 5316 Ib 9619 Ib NOTES OF NElN� 0MAs O'A C8a526' Q,� v ,Ro�Ess►oNP Project:70759 - GREGO =_ page Prsr=_sawu PBS / Location.HDR 1-2 � �U1L0fr� - 'PBS 6xSd8r.X6; ". Multi-Loaded Multi-Span Beam 72 EAST MARKET STREET or [2015 international Building Code(2015 NDS)] MIDDLEBURG,PA 17842 (.2)1.5 IN x 9.25 IN x 3.58 FT StruCalc Version 10 0.0.7 12/22/2016 6:46:44 AM #2-Spruce-Pine-Fir-Dry Use Section Adequate By:14.3% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0 01 IN U4381 Dead Load 0.00 in Total Load 0 01 IN U3078 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 1527 Ib 701 Ib Dead Load 658 Ib 260 Ib Total Load 2185 Ib 961 Ib Bearing Length 1.71 in 0.75 in BEAM DATA Center Span Length 358 ft Unbraced Length-Top 0 ft 3.58 ft Unbraced Length-Bottom 3.58 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 plf #2-Spruce-Pine-_Fir Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 5 pif Bending Stress: Fb= 875 psi Fb'= 963 psi Total Uniform Load 105 plf Cd=1.00 CF=1 10 POINT LOADS-CENTER SPAN Shear Stress: Fv= 135 psi Fv'= 135 psi Load Number One Two Cd=1.00 Live Load 935 Ib 935 Ib Modulus of Elasticity E= 1400 ksi E' 1400 ksi Comp L to Grain- Fc-1= 425 psi Fc--L= Dead Load 435 Ib 465 Ib ' 425 psi Location 1 lft 1 ft Controlling Moment: 2130 ft-Ib 10 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2184 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus. 26.56 in3 42 78 in3 Area(Shear)- 24.27 in2 27 75 in2 Moment of Inertia(deflection) 16.26 1n4 197.86 1n4 Moment: 2130 ft-Ib 3431 ft-Ib Shear. 2184 lb 2498 lb NOTES 0F NE►N y �P �N°MAS o,A C? C80526 �i� v 9OFES S10 Project 70759 k�� s:sspru GREGO Location.hdr 1-4 'PBS SY5TeM14£,iF•C. Multi-Loaded Multi-Span Beam 72 EAST MARKET STREET of [2015 International Building Code(2015 NDS)] MIDDLEBURG,PA 17842 1.75 INx5.5INx15.OFT 1.8 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 0 7 12/22/2016 6 4644 AM Section Adequate By 1095 3% Controlling Factor-Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0 00 IN Ulnfinity Dead Load 0 06 in Total Load 0.06 IN U2869 Live Load Deflection Criteria.U360 Total Load Deflection Criteria,U240 REACTIONS A B Live Load 0 Ib 0 Ib Dead Load 18 Ib 18 Ib Total Load 18 Ib 18 Ib Bearing Length 0.01 in 0 01 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft 15 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 100 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1 8 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf Base Values Adffiusted Beam Self Weight 2 plf Bending Stress Fb= 2600 psi Fb'= 2580 psi Total Uniform Load 2 plf Cd=0.90 CF=I.10 Shear Stress: Fv= 285 psi Fv'= 257 psi Cd=O 90 Modulus of Elasticity. E= 1800 ksi E'= 1800 ksi Comp -L to Grain. Fc-1= 700 psi Fc-1'= 700 psi Controlling Moment: 68 ft-Ib 7.5 Ft from left support of span 2(Center Span) Created by dead loads only on all span(s). Controlling Shear: 18 Ib At left support of span 2(Center Span) Created by dead loads only on all span(s) Comparisons with required sections: Read Provided Section Modulus. 0 31 in3 8 82 in3 Area(Shear) 0.11 m2 9.63 in2 Moment of Inertia(deflection)- 2 03 in4 24.26 m4 Moment: 68 ft-Ib 1897 ft-Ib Shear 18 lb 1646 lb NOTES PX1 OF NEIN Y ,'�ApMAs F O� r— CC W Ch ii d 1 080526 e ti 90FES S10\4 Project 70759 ,�-a page sncesssronu GREGO Location.HDR4 1-4 B°11` PBS arsr_eK,r Multi-Loaded Multi-Span Beam - 72 EAST MARKET STREET or [2015 International Budding Code(2015 NDS)] MIDDLEBURG,PA 17842 (5)1 5 IN x 14 0 IN x 18 17 FT StruCalc Version 10 0.0.7 12/22/2016 6 46:44 AM 2 0 Rigidlam LVL-Roseburg Forest Products Section Adequate By 40 9% Controlling Factor Deflection CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN U603 Dead Load 0 28 in Total Load 0 65 IN U338 Live Load Deflection Criteria:U360 Total Load Deflection Criteria.U240 REACTIONS A B Live Load 4597 Ib 4597 Ib Dead Load 3600 Ib 3600 Ib Total Load 8197 Ib 8197 Ib Bearing Length 146 in 1 46 'in BEAM DATA Center Span Length 1817 ft Unbraced Length-Top 0 ft 18.17 ft Unbraced Length-Bottom 1817 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 506 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 370 plf Base Values Adiusted Beam Self Weight 26 plf Bending Stress Fb= 2900 psi Fb'= 2845 psi Total Uniform Load 902 plf Cd=1 00 CF=O 98 Shear Stress Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Comp -L to Grain Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 37235 ft-Ib 9 09 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -8197 Ib 18 0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus 157 07 in3 245 in3 Area(Shear)- 43 14 int 105 in2 Moment of Inertia(deflection) 1217 6 in4 1715 in4 Moment: 37235 ft-Ib 58078 ft-Ib Shear: -8197 lb 19950 lb NOTES �OF NE � �r �Q. NOMAS O,p Co F n I til W rn �, 080526 v R°Fes s�oN� Project.70759 - Page PrioreasgtiaY, GREGO Location HDR 1-4 I'oius"' PBS Star�rr:,irx. Multi-Loaded Multi-Span Beam 72 EAST MARKET STREET or [2015 International Building Code(2015 NDS)] MIDDLEBURG,PA 17842 (5)l 5 IN x 14 0 IN x 18.17 FT StruCalc Version 10 0 0 7 12/22/2016 6.46:44 AM 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By 40 9% Controlling Factor.Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.36 IN U603 Dead Load 0.28 in Total Load 0.65 IN U338 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 4597 Ib 4597 Ib Dead Load 3600 Ib 3600 Ib Total Load 8197 Ib 8197 Ib Bearing Length 1.46 in 1.46 in BEAM DATA Center Span Length 18.17 ft Unbraced Length-Top 0 ft 18.17 e Unbraced Length-Bottom 18.17 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 506 plf 2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 370 plf Base Values Adjusted Beam Self Weight 26 plf Bending Stress Fb= 2900 psi Fb'= 2845 psi Total Uniform Load 902 plf Cd=1.00 CF=O 98 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1 00 Modulus of Elasticity: E= 2000 kst E'= 2000 ksi Comp -1-to Grain Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 37235 ft-Ib 9.09 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -8197 Ib 18.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 157 07 m3 245 in3 Area(Shear)- 43.14 in2 105 in2 Moment of Inertia(deflection): 1217 6 1n4 1715 in4 Moment- 37235 ft-Ib 58078 ft-Ib Shear: -8197 lb 19950 lb NOTES ©F NE�yy r— 0 < Cc C7 ui• Lu m C80526 v R0FEssko- Protect 70759 page Pt�sr':s�ru GREGO Location HDR 1-3 �""� ° PBS �YFT1 ti,tf.'S:. Multi-Loaded Multi-Span Beam - 72 EAST MARKET STREET of [2015 International Building Code(2015 NDS)] MIDDLEBURG,PA 17842 (4)1 5 IN x 14 0 IN x 4 18 FT StruCalc Version 10 0.0 7 12/22/2016 6 46 44 AM 2 0 Rigidlam LVL-Roseburg Forest Products Section Adequate By 12 7% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U3620 Dead Load 0 01 in Total Load 0 02 IN U2329 Live Load Deflection Criteria.U360 Total Load Deflection Criteria U240 REACTIONS A B Live Load 9104 Ib 6118 Ib Dead Load 5058 Ib 3414 Ib Total Load 14162 Ib 9532 Ib Bearing Length 315 in 2.12 in BEAM DATA Center Span Length 4.18 ft Unbraced Length-Top 0 ft 416 ft Unbraced Length-Bottom 418 ft Live Load Duration Factor 1.00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 pif 2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf Base Values Adjusted Beam Self Weight 21 pif Bending Stress Fb= 2900 psi Fb'= 2845 psi Total Uniform Load 21 pif Cd=1.00 CF=O.98 POINT LOADS-CENTER SPAN Shear Stress Fv= 285 psi Fv'= 285 psi Load Number One Two Cd=1.00 Live Load 7611 Ib 7611 Ib Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Dead Load 4192 Ib 4192 Ib Comp. I to Grain: Fc-1 = 750 psi Fc-1'= 750 psi Location 1 68 ft 1 68 ft Controlling Moment: 23650 ft-Ib 1 67 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 14162 Ib At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus- 99 77 in3 196 m3 Area(Shear): 74 54 in2 84 in2 Moment of Inertia(deflection) 1414 m4 1372 in4 Moment- 23650 ft-Ib 46463 ft-Ib Shear: 14162 Ib 15960 lb NOTES OF NE(N Y T 080526 RopEs S10 Project 70759 � �- Page Ps�av�sawr;u GREGO Location CB 1-5 PBS Sxsrar�,,r.�. Multi-Loaded Multi-Span Beam 72 EAST MARKET STREET of [2015 International Building Code(2015 NDS)] MIDDLEBURG,PA 17842 (2)1 5 IN x 20 0 IN x 22 43 FT(16 7+5 8) StruCalc Version 10 0 0 7 12/22/2016 6 46 44 AM 2.0 Rigidlam LVL-Roseburg Forest Products Section Adequate By.14.1% Controlling Factor Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Richt LOADING DIAGRAM Live Load 0 12 IN U1690 -0.01 IN U6000 Dead Load 0 06 in -0 01 in Total Load 0 18 IN L/1093 -002 IN U3965 Live Load Deflection Criteria.U360 Total Load Deflection Criteria U240 REACTIONS A B C Live Load 3293 Ib 7611 Ib 460 Ib Dead Load 1814 Ib 4192 Ib -965 Ib Total Load 5107 Ib 11803 Ib -505 Ib Bearing Length 227 in 525 in 000 in BEAM DATA Center Right Span Length 16.68 ft 5 75 ft �s.sa ft 5 75 R Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 1668 ft 575 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Right Notch Depth 000 Uniform Live Load 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 15 plf 15 plf Base Values Adjusted Total Uniform Load 15 plf 15 plf Bending Stress Fb= 2900 psi Fb'= 1352 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1 00 C1=0.00 CF=O 94 Load Number One Shear Stress Fv= 285 psi Fv'= 285 psi Left Live Load 485 plf Cd=1.00 Left Dead Load 253 plf Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Right Live Load 485 plf Comp -L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 253 plf Controlling Moment: -19755 ft-Ib Load Start 0 ft Over right support of span 2(Center Span) Load End 16.68 ft Created by combining all dead loads and live loads on span(s)2,3 Load Length 16.68 ft Controlling Shear: -74641b RIGHT SPAN 17.0 Ft from left support of span 2(Center Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2,3 Left Live Load 485 plf 170 plf Left Dead Load 253 plf 74 plf Comparisons with required sections: Rea'd Provided Right Live Load 485 plf 170 plf Section Modulus: 175 32 in3 200 in3 Right Dead Load 253 plf 74 plf Area(Shear)- 39 29 in2 60 m2 Load Start 0 ft 033 ft Moment of Inertia(deflection): 439.29 in4 2000 in4 Load End 0.33 ft 5 75 ft Moment: -19755 ft-Ib 22536 ft-Ib Load Length 0 33 ft 542 ft Shear -7464 lb 11400 Ib NOTES OF NELyY r— Q < Cr C7 ]r W m ° 080526 v R°PE sS10 i "NtI4 I ENGINEERS NC. PLANNERS CONSULTANTS 306 NORTH OAKLANDAVENUE • P.O.BOX 490 • NAPPANEE,INDIANA 46660 PHONE: 674-773-7976 WEB:WWW.NTAINC.COM FAX: 674-773-5739 CLIENT: Professional Building Systems DATE: 12/20/2016 JOB NO: PBS121416-29 PROJECT: 70579-NY CODE: ASCE 7-05 OVERALL BUILDING DIMENSIONS: 31'-6"X 58'-0"Main and 27'-6"x 22'-0"Garage ROOF SLOPE: 10/12 GROUND SNOW LOAD: 20psf WIND SPEED: 120mph,Exposure C(Vasd) SEISMIC DESIGN CATEGORY: C CALCULATION INDEX Page Description Main 1.1-1.4 Design criteria 2.1-2.7 Lateral loads 3.1-3.2 Diaphragm design 4.1-4.22 Shearwall design Garage 5.1-5.4 Design criteria 1F NEIV 6.1-6.3 Lateral loads �`G OV. 80 0 7.1-7.2 Diaphragm design CO 8.1-8.9 Shearwall design 9.1-9.2 Sliding and other shearwall related connections 1( V \A��1�� NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design any aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction. NTA,Inc.is not responsible for fabric;:!ion or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA,Inc.directly to obtain a file copy. TMP 05.02 Calculation Index 2007-06-28.doc Page 1 of 1 16.1000 IBC Criteria 2015-01-27.xls 12/19/2016 318 PM Input Page 1 of 5 Design Criteria Summary Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 58.00 ft Stories Above Grade,n= 2 Framing Type. Cape Truss Gable Width,L= 3150 ft Max Blocking Height,hb= 48 in. Roof Slope,a= 10.00/12 pitch Module Width,Lm= 15.75 ft Sidewall/Eave Height,he= 247.25 in. Sidewall Overhang,LDH= 16 In. Min.Mean Roof Height,h= 15 ft Endwall Overhang,Box= 16 in. Roof Cavity Insulation,R= 30 Uniformly Distributed Design Loads: Ground Floor Roof Other Floors(above ground) Floor Live,L= 40 psf Top Chord Load= 30.9 psf Floor Live,L= 40 psf Floor Dead,D= 10 psf Top Chord Dead Load= 10 psf Floor Dead,D= 10 psf Wall Dead Load,D,,,= 5 psf Loft Live Load,L= 20 psf Wall Dead Load,Dw= 5 psf Wall Height,h„,= 108 in. Bottom Chord Dead Load= 10 psf Wall Height,hw= 96 in. Misc.Design Parameters: Seismic Loads: Occupancy Category: If (IBC Table 1604,5) Seismic Importance Factor,IE= 1.00 Mapped Coefficients: Se= 0.55 g Roof/Snow Load: SI= 0.13 g Ground Snow Load,Pa= 20 0 psf Response Coefficients: SDs= 0.49 g Ground Snow Load NY,PONY= 27.1 psf SDI= 0.19 g Min.Design Load,Lr= 14.0 psf Site Class= D Flat-Roof Snow Load,PI= 15A psf IBC Design Category= D Sloped Roof Snow Load= 14.3 psf IRC Design Category= C Max.Unbalanced Load,PO= 30.9 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,CB= 1 10 A13 Light-frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,CI= 1.1 Design Base Shear Cs= 0.08 W Wind Loads: Basic Wind Speed= 120 mph (Vasd)- Wind Exposure= C Flood Loads: Wind Importance Factor,Iw= 1.00 Site Specific,flood loads have not been assessed in this Internal Pressure Coefficient= +/-0.18 analysis, For Buildings located in Hood hazard areas, Mean Roof Height= 31.7 ft as established In Section 1612.3 of the IBC,Hoods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads: Furthermore,when required,the design information End Zone Interior Zone required,by IBC section"1603.1.6 must be provided on the Component (psf) (psf) construction documents. Window +36.6/49 +366/-39.7 Door +31.1/-38.1 +31.1/-34.2 Roof Cladding +33.51-42.8 +33.5/-36.6 Overhang -62.1 -62.1 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. " I 1.( 16 1000 IBC Criteria 2015-01-27 As 12/19/2016 3:18 PM Wind Page 2 of 5 Wind Load Calculation Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 58.0 ft Basic Wind Speed,V3.= 120 mph Sidewall Eave,z= 24.6 ft Total Width,L= 31.5 ft Importance Factor,IW= 1.00 Roof Peak,z= 38.8 ft Blocking Height,hb= 48 in. Exposure Category: C Mean Roof Height,h= 31.7 ft Sidewall/Eve Height,hB= 247.25 in. Topographic Factor,Kzt= 10 Roof Slope,a= 10.0/12 pitch Height&Exposure,Kh= 0.99 Component Dimensions: Roof slope,a= 39 8 deg Directionality,Kd= 0.85 Stud Height,hs= 108 In Sidewall Overhang,LOH= 16 in. Wind Pressure,qh= 31.0 psf Truss Span,st= 189 in Endwall Overhang,BOH= 16 in. Internal Pressure,Gcp,= 018 -018 Main Wlndforce-Resisting System Loads(MWFRS): Normal to Surface 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCq 11.8 0.9 -18.9 -17.1 -19.5 -19.5 15.8 2.8 -22.0 -205 -GCpi 23.0 121 -7.8 -59 -8.4 -8.4 27.0 14.0 -10.9 -9.3 Max 23.0 12.1 -18.9 -17.1 -19.5 -19.5 27.0 14.0 -22.0 -20,5 Long +GCri 6.8 -27.0 -17.1 -14.6 -19.5 -195 13.3 -38.8 -22.0 -18.9 -GCpl 18.0 -15.8 -5.9 -3.4 -84 -8.4 24.5 -27.6 -10.9 -7.8 Max 18.0 -27.0 -17.1 -14.6 -19.5 -19.5 24.5 -38.8 -22.0 -18.9 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW Roof LW Roof End Interior 1E 4E 1 4 Trans 36.3 24.8 28.9 19.9 14.0 -22.0 12.1 -18.9 -16.4 -18.3 270 -20.5 23.0 -17.1 Long 32.3 24.8 214 19.9 -38.8 -220 -27.0 -17.1 -58.0 46.2 27.0 -20.5 18.0 -14.6 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.2 ft Area Pressure(psf) Area Pressure(psf) Roof Components. (ft) Pos Neg Wall Components: (ft`) Pos Neg Zone 1: Maximum 10 33.5 -36.6 Zone 4: Maximum 110 36.5 -39.7 Minimum 50 31.3 -32.3 Minimum 100 31.1 -34.2 Truss/Rafter 82.7 30.7 -30.9 Door 100.0 311 -342 Overhang is n/a -62.1 Stud 27.0 34.3 -37.4 Zone 2: Maximum 10 33.5 -42.8 Zone b: Maximum 10 36.6 -49.0 Minimum 100 30.4 -36.6 Minimum 100.0 31.1 -38.1 Truss/Rafter 82.7 30.7 -37.1 Door 100.0 31.1 -38.1 Overhang 1.8 Na -621 Stud 27.0 1 34.3 -44.3 Zone 3: Maximum 10 33.5 -428 Minimum 100 30.4 -36.6 Truss/Rafter 827 30.7 -37.1 Overhang 1.6 Na -62.1 �Z 16.1000 IBC Criteria 2015-01-27.xis 12/19/2016 3:16 PM Seismic Page 5 of 5 Seismic Load Calculation Client: Professional Building Systems Job Number: PBS121416-29 Description:70759-NY Location: IBC SDC C Design Classification: - Response Acceleration:(ASCE 7,Figs.22-1,22-2) Occupancy Category:II Short Period(SB)= 55%g Importance Category,JE: 1.00 1-Second Period(SI)= 13%g Site Class:D ASCE 7 Design Category: D IRC Design Category:C Seismic Resisting System:A13 Light-frame walls with wood shearpanels Response Factor,R:6.5 System Overstrength Factor,U.:3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped Site Coeff. Maximum Design ,Ss S, Fe F„ S" SMS SDs SDI 0.55 0.13 1.36 228 075 0.30 0.50 0.20 Fundamental Period:(ASCE 7,Sec.12.8.1.1) Period Coefficient,CT= 0.020 Height to Highest Level,h„= 20.6 It T.=CTh�1/4= 0.193 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7,Sec.9.5.5.2) C,,,,,=0.0445Ds18=0.022 Min.For SDC E of F. C.=SDS =0.077 RI-1. C�� _0.5St=0.010 CaAa._ale =0.16 RIs 'Sec 12.8.1.1 Design CS= 0.077 Seismic Response Coefficient:(Simp/ifled Analysis,Sec.1617 5) F= C,=1'RDS=0.092 Sec 12.14.8 Design C.= 0.092 Seismic Base Shear: Base Shear Coefficient,Ca= 0 077 W Minimum Interconnection Force:(ASCE 7,Sec,12.1.3) 0.133 x SDs= 0.066 W Min.= 0.050 W CSDX4= 0.066 W 16.1000 IBC Criteria 2015-01-27.xis 12/19/2016 3:18 PM Snow Page 4 of 5 Snow Load Assessment ' Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 17 ft Ground Snow Load,pe= 20 psf a CS ps Exposure Factor,CB= 1.0 (deg) C,=1.0 C,=1.1 C,=1.2 (pat) Thermal Factor,C,= 1.1 39.8 1 0.75 0.93 1.00 14.3 Importance Factor,Is= 1.0 Framing Type. TrussesfOther Snow Density(y): lee Dams Along Eves2: y=0.13pg+14= 16.6 pcf p5 =2p f = 14.3 psf but not more than 30 pcf Flat-Roof Snow Load(p r): Minimum Roof Live Load(Lr): (IBC 1607.11.2.1): p f=0.7CeC,LPB= 15.4 psf R,= 1.0 R2= 0.7 Rain on Snow Surcharge: F= 10.0 amax= 0.34167 deg L, =20RIR2 = 14.0 psf pg<=20 psf prss= 0.0 psf 12:5 L,5 20 pf= 15.4 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than Monoslope roofs= 15.0 deg or am,,,=70/W+0.5= 4.6 deg 2.38 deg amin= 15.0 deg pg<=20 psf pf=I,Pe= 20.0 psf pg>20 psf p f=20I,= 20.0 psf pfmin= 20.0 psf p f= 15.4 psf Unbalanced Snow Loads: Applicable to roof slopes between: amar= 70.00 deg amm=701W+0.5= 4.60 deg amm= 2.38 deg governing a w,. = 2 38 deg Unbalanced Loads: P rw S= 1.20/1 PWw Ridge Length Eave W=l„= 17.1 ft (psf) (psf) (ft) (psf) h d= 1.09 ft 4.3 30.9 3.2 14.3 Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protlons of the building. 2.Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load Is applied. ly i 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.x1s 12/19/2016 10:32 AM 2 Story Detailed Page 1 of 5 j I Lateral Load Analysis (Two-Sto i/ding,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Building Geometry: Loading Conditions: Ridge Length,B= 24.0 It Wind Speed= 120 mph Gable Width,L= 31.5 ft Exposure Category: C Module Width= 15.8 ft Blocking Height,hb= 48.0 in. Height Above Grade: Sidewall/Eve Height,ha= 247.3 in. Stories Above Grade= 2 Roof Slope,a= 10.0/12 pitch Sidewall Eave(z)= 24.6 ft Roof slope,a= 39.8 deg. Roof Peak(z)= 38.8 ft Sidewall Overhang,LOH= 16.0 in. Mean_Roof Height(h)= 31.7 ft Endwall Overhang,BOH= 16.0 In. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group:11 ASD Adjustment Factor=0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.:D Wall Height,k(in.) 108 96 n/a Site Class: D IRC Seismic Design Cat.:C Wall Dead Weight(psf) 5 5 n/a Response Factor,R: 6.5 SD,=0.50 Floor/Level Dead Weight(psf) 10 10 20 Cs=0.09 Bottom Chord Dead Weight(psf) - - 10 Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Ground Floor Wall Height= 9.0 ft Horizontal Wind Pressure(MWFRS) Above Ground Floor Wall Height= 8.0 ft Net Wall End Zone 36.3 Vertical Roof Projection= 14.2 ft Interior 28.9 Misc.Framing Height= 1.2 ftllevel d Net Roof End Zone 24.8 Blocking Height= 4.0 ft d Interior 19.9 Ground Floor Endwall Weight= 1418 Ibf = Max.Wall End Zone 20.5 Above Ground Floor Endwall Weight= 1260 Ibf rB Interlorl 17.1 Gable Endwall Weight= 2381 Ibf Max.Roof End Zonal 22.0 Interior 18.9 MWFRS End Zone,2a= 6.3 ft Wind Seismic Transverse Lateral Forces Net Weight Net 2nd of 2 Story End(plf) 520 - - Interior(plf) 416 - - Diaphragm(pit) - 670 43 Transverse Walls(Ibflwall) - 1751 113 Total Force to Transverse Walls(Ibf') 10633 - 1262 Level OTM(ft-kip) 85.1 - 10.1 1st of 2 Story End(plf) 352 - -- Interior(plf) 280 - -- Diaphragm(plf) -- 400 26 Transverse Walls(lbf/wall) -- 709 46 Total Force to Transverse Walls(Ibf► 17808 -- 3232 Level OTM(ft-kip) 279.5 - 44.6 Base of 2 Story End(plf) 330 -- - Interior(plf) 263 -- - Diaphragm(plf) -- 360 23 Transverse Wails(Ibf/wall) -- 709 46 Total Transverse Force at Base(Ibf) 24538 -- 3880 Total OTM(ft-kip) 309.0 -- 49.2 Z� 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.xls 12/19/201610:32 AM 2 Story Detailed Page 3 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Ground Floor Wall Height= 9.0 ft Net Wall End 32.3 Above Ground Floor Wall Height= 8.0 ft Interior 21.4 Vertical Roof Projection= 14.2 ft Net Roof End — Misc.Framing Height= 1.2 ft/ievel v Interior — Blocking Height= 4 It to Max.Wall End 20.5 Ground Floor Sidewall Weight= 1080 Ibm Interior 17.1 Above Ground Floor Sidewall Weight= 960 Ibm Max.Roof End — Interior — MWFRS End Zone,2a= 6.3 ft Wind Seismic Longitudinal Lateral Forces Net Weight Net 2nd of 2 Story(Total) End Max(plf) 316 — — Min(pif) 148 — — Interior Max(plf) 403 — -- Min(plf) 211 — -- Diaphragm(plf) — 645 42 Longitudinal Walls(Ibf/wall) -- 480 31 Total Force to Longitudinal Walls(Ibf) 8849 — 1370 Level OTM(ft-kip) 70.8 — 11.0 Roof Diaphgram Only End Max(pIQ 85 — — Min(plf) 0 — — Interior Max(plf) 152 — — Min(pif) 56 — — Diaphragm(pit) — 293 19 Roof Force to Longitudinal Walls(Ibf) 2303 — 595 Catling Diaphgram Only End Max(plf) 233 — — Min(plf) 148 — — Interior Max(plf) 251 — — Min(plf) 155 — -- Diaphragm(plf) -- 351 23 Ceiling Force to Longitudinal Walls(Ibf) 6546 — 775 1st of 2 Story End Zone(plf) 313 — — Interior(plf) 208 -- -- Diaphragm(plf) — 283 18 Longitudinal Walls(Ibf/wall) — 540 35 Total Force to Longitudinal Walls(Ibf) 16056 — 2076 Level OTM(ft-kip) 245.2 — 33.8 Base of 2 Story End Zone(plf) 278 — — Interior(plf) 184 — -- Diaphragm(plf) -- 243 16 Longitudinal Walls(Ibf/wall) - 540 35 Total Longitudinal Force at Base(Ibf) 22446 -- 2639 Total OTM(ft-kip) 272,2 1 -- 34.1 7.Z 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.xis 121191201610:32 AM 2 Story Detailed Page 4 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Walls Wall Wall Along Length,X R„ R,X d R„d R„d P Lateral Loads Qbf) Bracing 2nd Story Line Length_ (ft) (In.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 5560 631 2 24.0 5560 631 3 4 5 6 7 8 g 10 2;=1 0.0 0 CR„_ — It Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry R,rX d Ryd Ryd2 Lateral Loads(lbf) Bracing 2nd Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 4647 685 B 31.5 4647 685 C D E F G H I J E=I 0,0 0.0 CRS,= — ft Overall J= — Location Stiffness Governing Transverse Walls Wall Wall Along Length,X R,, R„X d R.,d R„d2 Lateral Loads(Ibf) Bracing 1st Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 9316 1616 2 24.0 9316 1616 3 4 5 6 7 8 0 9 10 E=1 0.0 0.0 CR.= — It Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry R,X d Ryd Ryd2 Lateral Loads(Ibf) Bracing 1st Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (k-In.) Wind Seismic A 0.0 8516 1038 B 31.5 8516 1038 C D E F G H J E=1 0.0 0.0 CRy- -- ft Overall J= - 7.3 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30.xis 12/19/2016 10.32 AM 2 Story Detailed Page 5 of 5 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X RX R,X d RXd R,rd2 Lateral Loads(IbQ Bracing 2 Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 12838 1946- 2 24.0 12838 1940 3 4 5 6 7 8 9 10 E= 0.0 0 CR,_ — It Location Stiffness Governing Longitudinal Foundation Wail Wall Along Width,Y Ry RXX d Ryd Ryd2 Lateral Loads(IbQ Bracing 2 Story Line Length (ft) (In.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 11946 113119— B 31.5 11946 1319 C D E F G H I J E= 0.0 0.0 CR,= — ft Overall J= — 7-1 I 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29.xls 12119/2016"11:26 AM 1 Story Detailed Page)of 3 Lateral Load Analysis (One-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Building Geometry: Loading Conditions: Ridge Length,B= 58.0 ft Wind Speed= 120 mph Gable Width,L= 31.5 ft Exposure Category: C Module Width= 15.8 it Blocking Height,hb= 48.0 in. Height Above Grade: Sidewall/Eve Height,he'= 127.3 in. Stories Above Grade= 1.0 Roof Slope,a= 10.0/12 pitch Sidewall Eave(z)= 14.6 ft Roof slope,a= 39,8 deg. Roof Peak(z)= 28.8 ft Sidewall Overhang,LOH= 16.0 in. Mean Roof Height(h)= 21.7 ft Endwall Overhang,BOH= 16.0 in. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group:II ASD Adjustment Factor=0 7 Ground Other Roof Importance Category,Is: 1.00 IBC Seismic Design Cat: D Wall Height,hW(in.) 108 0 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 0 n/a Response Factor,R:6.5 SDs=0.50 Floor/Level Dead Weight(psf) 10 0 20 Cs=0.08 Bottom Chord Dead Weight(psf) - - 10 Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Horizontal Wind Pressure(MWF S) Wall Height= 9.0 ft Net Wall End Zone 33.5 Vertical Roof Projection= 14.2 ft Interior 26.6 Misc.Framing Height= 1.6 ft/level m Net Roof End Zone 22.9 Blocking Height= 4.0 It Interior 18.3 Endwall Weight= 2539 Ibm Max.Wall End Zone 18.9 �- Interior 15.7 Max.Roof End Zone 20.3 Interior 17.5 MWFRS End Zone,2a= 6.3 ft Wind Seismic Transverse Lateral Forces Net Weight Net list of 1 Story End(plf) 504 - - Interior(plf) 402 -- Diaphragm(pif) - 675 36 Transverse Walls(Ibf/wall) - 1830 136 Total Force to Transverse Walls(Ibf) 23960 - 2375 Level OTM(ft-kip) 215.6 - 21.4 Base of 1 Story End(plf) 312 - - Interior(plf) 248 - - Diaphragm(plf) - 360 19 Transverse Walls(Ibf/wall) - 709 38 Total Transverse Force at Base(Ibf) 38729 - 3573 Total OTM(ft kip) 277.8 - 27.1 z 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29.xls 12119/201611:26 AM 1 Story Detailed Page 2 of 3 Lateral Load Analysis (One-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Longitudinal Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Wall Height= 9.0 It Net Wall End 29.8 Vertical Roof Projection= 14.2 It Interior 19.8 Misc.Framing Height= 1.6 ft/level Net Roof End — Blocking Height= 4 it Interior — Sidewall Weight= 2610 Ibm Max.Wall End 18.9 Interior 15.7 Max.Roof End — interior — MWFRS End Zone,2a= 6.3 It i Wind Seismic Longitudinal Lateral Forces Net Weight Net lot of 1 Story End Max(plf) 347 — Min(pif) 191 — — Interior Max(pif) 386 — — Min(pif) 208 — — Diaphragm(plf) -- 1222 66 Longitudinal Walls(Ibf/wall) — 1305 70 Total Force to Longtiduinal Walls(Ibf) 8646 — 2207 Level OTM(ft-kip) 77.8 1 19.9 Roof Diaphgram Only End Max(plf) 111 — — Min(plf) 33 — — Interior Max(pill 141 — — Mm(plf) 52 — — Diaphragm(plf) — 602 32 Roof Force to Longitudinal Walls(Ibf) 2125 — 509 Ceiling Diaphgram Only End Max(pil) 236 -- -- Min(plf) 158 -- -- Interior Max(plf) 245 — — Min(pig 157 - — Diaphragm(plf) -- 620 33 Ceiling Force to Longitudinal Walls(Ibf) 6521 — 1698 Base of 1 Story End Zone(plf) 277 — — Interior(plf) 184 — — Diaphragm(plf) — 663 36 Longitudinal Walls(Ibf/wall) — 1305 70 Total Longitudinal Force at Base(Ibf) 15022 — 3469 Total OTM(ft-kip) 101.9 — 25.4 Z.G 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 As 12119/201611:26 AM 1 Story Detailed Page 3,of 3 Lateral Load Analysis (One-Story Budding,Flexible Diaphragm) ' Description: 70759-NY Location Stiffness Governing Transverse Walls Wall Wall Along Length,X RX R„X d R„d RXd2 Lateral Loads Qbf) Bracing Roof and Ceiling Line Length (ft) (In.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 12265 1188 2 58.0 12265 1188 3 4 5 6 7 8 9 10 £= 0.0 0 CR„_ - It Location Stiffness Governing Longitudinal Walls Wall Wall Along YWdth,Y Ry RxX d Ryd Ryd2 Lateral Loads(Ibf) Bracing Roof and Ceiling Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 4546 1104 B 31.5 4546 1104 C D E F G H J z=1 0.0 0.0 CR„= - ft Overall J= - Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X RX RXX of R,d Rxd2 Lateral Loads(Ibf) Base of 1 Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 19830 1786 2 58.0 19830 1786 3 4 5 6 7 8 9 - 10 Location Stiffness Governing Longitudinal Foundation Wall Wall Along Width,Y �Ry RxX d Ryd Ryd2 Lateral Loads(Ibf) Base of 1 Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 7989 1734— B 315 7969 1734 C D E F G H - J , �.7 23.0728 Design Transverse Shearwall Systems 2009-06-01.xis 12/19/201611:24 AM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 31.5 It Wind Speed= 120 mph Stories Above Grade= 2.0 Blocking Height,hb= 48.0 in. Exposure Category: C Sidewall Eave(z)= 24.6 ft SldewalUEve Height,hB= 247.3 in. End Zone Length,2a= 6.30 ft Roof Peak(z)= 38.8 ft Roof Slope,a= 10.0/12 pitch Mean Roof Height(h)= 31.7 ft Roof slope,a= 39.8 deg. Sidewall Overhang,LOH= 16.0 in. Endwall Overhang,BOH= 16.0 in. Vertical Roof Projection= 14.2 ft Wall Height= 9.0 ft(max.) Misc.Framing Height= 1.8 fIllevel Seismic Design Parameters: Seismic Use Group:H Ground Other Roof Importance Category,IE: 1.00 Wall Height,h„,(in.) 108 96 n/a Site Class: D Wall Dead Weight(psf) 5 5 n/a Seismic Resisting System:A13 Light-tame walls wffh wood shearpenels Floor/Level Dead Weight(psf) 10 10 20 Response Factor,R: 6,5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,Q.:3.0 Deflection Amp.Factor,Ca:4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor=0.7 Seismic Design Cat.: D IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 698 plf Sos= 0.50 Effective Seismic Weight at Floor Level= 450 pit Cs= 0.092 Additional Endwall Dead Weight= 1418 Ibm NET Horizontal Wind Loads(MWFRS) Dlaphgram Loads 0 Wall End Zone 36.3 Zone Wind Seismic Interior 28.9 Roof Dlaphgram End(plf) 550 Roof End Zone 24.8 Interior(plf) 439 45 r- Interior 19.9 Endwall Surcharge(lbf) -- 91 Wall End Zone 32.3 Above Ground End Zone(pif) 392 - o Interior 21.4 Floor Dlaphgram Interior(plf) 312 29 g Roof End Zone = Endwall Surcharge(lbf) - 91 Interior Ground Level End Zone(plf) 196 - Floor Dlaphgram Interior(plf) 156 14 Endwall Surcharge(lbf) - 46 Transverse Diaphragm Design Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener:0.131"x2.5"Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 39 Blocked 4 6 6 12 328 235 43 Blocked 4 4 6 12 438 313 59 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field WindSeismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 22 Blocked 3 6 6 6 270 193 35 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 28 Blocked 4 6 6 12 333 238 44 f 23.0728 Design Transverse Shearwall Systems 2009-06-01.xis 12/19/201611:24 AM Diaphragms Page 2 of 2 Transverse Diaphragm Design Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener. 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221- 59 Blocked 4 6 6 12 34B 248 67 Blocked 4 4 6 12 464 331 90 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 32 Blocked 3 6 6 6 270 193 51 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind SelsmlcT Max.Module Length(ft) Unblocked " 3 6 6 12 224 160 41 Blocked 4 6 6 12 333 238 64 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 94 Blocked 4 6 6 12 348 248 126 Blocked 4 4 6 12 464 331 126 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Selsmlc Max.Module Length(ft) Unblocked 3 6 6 6 178 127 68 Blocked 3 6 6 6 270 193 94 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 87 Blocked 4. 6 6 12 333 236 126 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(FI) Fastener: Fastener: for illustration purposes) (ft) (lbf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 2811 22 40 45 3557 27 50 50 4392 34 61 60 6324 48 88 70 8608 66 120 80 11243 86 157 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 1998 16 28 45 2528 20 36 • 50 3122 24 44 • 60 4495 35 63 • • : • 70 6118 47 85 Fr . 80 7991 61 111 • 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart 3� i 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/201610:30 AM Typical Page 1 of 21 Shearwall Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 4647 Ibf 37.2 ft-kip Seismic Shear= 685 Ibf 5.5 ft-kip Response Factor,R: 6.5 24'-0"Length,36'•10"O/A Height IBC Seismic Design Cat.: D 120 mph(Exp C),SDC D Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 24.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3680 36 80 Door 1 CR135 3.0 7 Items Supported: Sidewall 2 CR135 17.5 48 Window 2 CN235 10.0 3 Roof Only 3 CN235 41.25 48 Window 3 CR135 21.0 4 4 30410-4 161.5 62 Window 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at,12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 20.6 ft Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nall 6/12 Shear Panel Length= 15.7 ft Back Panel:None Max.Opening Height= 4.0 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 0.89 Min.Framing SG:SPF Wind Shear= 296 plf Seismic Shear= 44 pit Anhorage: Uplift Force= -331 pit Chord Force= 2648 Ibf Wall Start: 0'-0" Wall End: 20'-7" Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 6/12 Cumulative Length(ft) 15.7 15.7 Back Panel:None Design Shear(plf) 295.8 43.6 Panel Edge Framing:1.5-in.edge framing Mn.Framing SG:SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 01-01, 2'-10" 6 2 4'-3" 8'-6" 7 3 11'-11" 20'-7" 8 4 9 5 10 Chord Force= 2648 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces. Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 19.5 psf(MWFRS) Wind Zone End 44.3 psf(C&C End) Top-of-Wall -385 plf Out-of-Plane Shear= 78 plf(MWFRS) 0.6 x Wall DL 24 plf 177 psf(C&C) Pert.SW Uplift -?"1 plf In-Plane Shear= 296 plf(MWFRS) Bottom of Wail -592 plf Chord Force,P= 2648 Ibf 4 ( 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 As 12/19/2016 10:30 AM Typical Page 2 of 21 Shearwall Design(cont) Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 2648 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp Cr CP Stress Load width(b)= 1.5 in. F.= 725 1.00 1.60 - 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 — — 560 4620 c= 0.8 Fes= 425 — — — — 425 3506 IJd= 17.5 Ems"= 440000 — — — — 440000 F,= 1187 Holdbwn Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Ft R� a Connector: Simpson STHD14RJ Holdown: USP PHD2SDS3 Strap:(1)Simpson CMST14 Fasteners:(38)0.148'x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(23)0.131"X2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 22 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min Concrete f.,= 2500 psi min. End Distance= 1.5 in.min. Plant-Installecl.'No"Idown Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown '• FA F • F1 a Ft •• as a• a• i • •a Strap:(1)Simpson CMST14 Connector: Simpson MSTC66B3 Holdown: USP PHD2SDS3 Fasteners: (23)0.131"x2.5"Nails Each End Fasteners: (27)0.148"x 3"Nails Threadrod Dia.= 0.625 In. Strap Width= 3.00 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 22 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. i/,2 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/2016 10:30 AM Typical Page 3 of 21 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 236 Ibf/bay 3"x0.131"Nall 4 per bay FR= 236 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 ibf/bay #10x3"Screw 5 per bay F2= 354 lbf/bay 3"x0.131"Nail 6 per bay FR= 354 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 236 Ibf/bay 3"x0.131"Nail 3 per bay FR= 236 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 354 Ibf/bay 3"x0.131"Nail 3 per bay FR= 354 Ibf/bay Sheathfng-to-Roof/Ceiling Ralf Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3 rows 4-in,oc lapped across joint) Tensile Strength: 960 pit 0.131"x2.5"Nail 2 rows 3-In.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc • F2 Panel CSI= 0.82 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-In.oc Min.Panel Width: 18.2 in. F,= 296 plf F2= 692 plf FR= 753 plf Sheathing-to-Floor Rim Joist Sheathing Type:OSB 0.099'5(2"Nall 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-In.oc Shear Strength: 2951.04 plf 7/16"x2.5'5(15 Ga.Staple 3 rows 4-in.oc Panel CSI= 0.82 OK 7/16'5(1.5"x16 Ga.Staple 3 rows 3-in.oc � I F Min.Panel Width: 18.2 in. I F,= 296 plf F2= -692 pit • :�s, FR= 753 plf N.3 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/201610:30 AM l Typical(2) Page 4 of 21 Shearwall Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Wall Line: Bracing 2nd Story,Longitudinal Wall Line B Design Parameters: Shear OTM Wind Shear= 6908 Ibf 37.2 ft-kip Seismic Shear= 685 Ibf 5.5 ft-kip Response Factor,R: 6.5 24'-0"Length,38'-10"O/A Height IBC Seismic Design Cat.: D 6908 Ibf= 4647 Ibf+ 2261 Ibf 120 mph(Exp C),SDC D (2nd of 2-Story Plus Dormer and Fireplace) Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 24.0 ft Mark Width Height Type Mark (it) (in.) Wind Exposure: Exterior 1 3680 36 80 Door 1 30410-4 12.0 0 Items Supported: Sidewall 2 CR136 17.5 48 Window 2 Roof Only 3 CN235 41.25 48 Window 3 4 30410-4 161.5 62 Window 4 Top of Openings= 80.0 In.AFF 5 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"cc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Part.Wall Length= 24.0 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 10.5 it Back Panel: — Max.Opening Height= 5.1 it Panel Edge Framing: — Pert.Wall Factor= 0.66 Min.Framing-SG:— Wind Shear= 655 plf Seismic Shear= 65 pif Anhorage: Uplift Force= -994 pif Chord Force= 7952 Ibf Wall Start:— Wall End:— Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131 N2.5"Nall 2/12 Cumulative Length(ft) 10.5 10.5 Back Panel: None Design Shear(pif) 655.3 65.0 Panel Edge Framing:3-in.edge framing Min.Framing SG:SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 01-01, 5'-3" 6 2 18'-8" 24'-0" 7 3 B 4 9 5 10 Chord Force= 5242 lbf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 19.5 psf(MWFRS) Wind Zone End 44.3 psf(C&C End) Top-of-Wall -385 plf E Out-of-Plane Shear= 78 pif(MWFRS) 0.6 x Wall DL 24 pif iI 177 psf(C&C)- Pert.SW Uplift 0 pif In-Plane Shear= 655 plf(MWFRS) Bottom of Wall -361 pif Chord Force,P= 5242 Ibf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 12/19/201610:30 AM Typical(2) Page 5 of 21 r' Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line B Compression Chord Member Strength: Chord Force,P= 5242 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Cp Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 - 0.70 811 6689 depth(d)= 5.5 in. F,= 350 1.00 1.60 - - 560 4620 c= 0,8 FL= 425 -- - - - 425 3506 la/d= 17.5 Emco= 440000 - -- - - 440000 F,E= 1187 OptionsSite-Installed Holdown Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Ft R� a Connector: NG-Cannot be used Holdown: USP PHD6SDS6 Strap:(1)Simpson CMST14 Fasteners:- Threadrod Dia.= 0.875 in. Fasteners: (44)0.131"x25"Nails Each End Strap Width=- In. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length=- in. End Length= 40 In. Chord Studs=- Qty Min. Chord Studs= 2 Qty Min. Concrete f.=-- psi min. End Distance=-- in.min. OptionsPlant-installed Holdown Conventional Strap Holdown Pro.-Bent Strap Holdown Preformed Holdown t Strap:(1)Simpson CMST14 Connector: NG-Cannot be used Holdown:USP PHDMD86 Fasteners:(44)0.131N2.5"Nails Each End Fasteners:- Threadrod Dia = 0.875 In. Strap Width= 3.00 In. Strap Width=- in. Chord Studs= 2 Qty Min. End Length= 40 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=- Qty Min. Width Length Thk. 3.00 4.3 0.37 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 1 KGs 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/2016 10:30 AM Typical(2) Page 6 of 21 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Longitudinal Wall Line B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.cc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 236 Ibf/bay 3"x0.131"Nail 4 per bay FR= 236 Ibf/bay Stud Spacing= 24 In.oc #8 x 3"Screw 6 per bay Fti F,_ _ 0 lbf/bay #10x3"Screw 5 per bay, F2= 354 Ibf/bay 3"x0.131"Nail 6 per bay FR= 354 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.cc #8 x 3"Screw 3 per bay F, 0 lbf/bay #104"Screw 3 per bay F2= 236 Ibf/bay 3"x0.131"Nail 3 per bay FR= 236 Ibf/bay Stud Spacing= 24 in.oc 48 x 3"Screw 3 per bay @, Fr= 0 Ibf/bay #10x3"Screw 3 per bay F2= 354 Ibf/bay YxO.131"Nail 3 per bay FR= 354 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type:OSB 0.099"x2"Nail 3 rows 3-in.cc (direct uplift carried by continuous sheathing Sheathing Thick.:318-in. 0.113"x2.5"Nail 3 rows 4-1n.cc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 3-in.cc Shear Strength: 2951 plf 7116"x2.5"x15 Ga.Staple 3 rows 4-1n.oc F2 Panel CSI= 0.62 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 11.9 in. F,= 655 plf F2= 385 pif I l i FR= 760 pif Sheathing-to-Floor Rim Joist, Sheathing Type:OSB, 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/84n. 0.113"x2.5"Nall 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"4.5"Nall 2 rows 3-In.oc I I Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc ' I Panel CSI= 0.60 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc � � F Min.Panel Width: 11.1 in. Fr= 655 pif ` Fr .I I F2= -361 plf ���� FR= 746 pif qk 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/201611:18 AM Typical(3) Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Wall Line: Bracing 2nd Story,Transverse Wall Lines Design Parameters: Shear OTM Wind Shear= 7075 Ibf 101.4 ft-kip Seismic Shear= 1365 Ibf 10.9 ft-kip Response Factor,R:6.5 58'-0"Length,38'-10"O/A Height IBC Seismic Design Cat.: D 7075 Ibf= 5616 Ibf+ 1459 Ibf 120 mph(Exp C),SDC D (2nd of 2-Story Plus Dormer and Fireplace) Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 31.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3680 36 80 Door 1 Items Supported: Endwall 2 CR135 17.5 48 Window 2 Roof Only 3 CN235 41.25 48 Window 3 4 30410-4 161.5 62 Window 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Center 6 6 7 7 B 8 9 10 11 Note:Field fastners spaced at 6"oc for 318",and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 31.5 ft Wall Sheathing:7116"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4/12 Shear Panel Length= 31.5 ft Back Panel: None Max.Opening Height= 0.0 ft Panel Edge Framing: 1.5-in.edge framing Pert.Wall Factor= 1.00 Min.Framing SG:SPF Wind Shear= 225 pif Seismic Shear= 43 plf Anhorage: Uplift Force= -225 plf Chord Force= 1797 Ibf Wall Start:0'-0" Wall End:31'-6" Segmented Method Wind Seismic Wall Sheathing,7/16"Structural Sheathing,7/16"x1.5"x16 Ga Staple 4/12 Cumulative Length(ft) 31.5 31.5 Back Panel: None Design Shear(plf) 224.6 43.3 Panel Edge Framing: 1.5-In.edge framing Mn.Framing SG:SPF Segment Layout:(w,r.t reference end of wall) I No. Start End No. Start End 1 01-01, 31'-6" 6 2 7 3 8 4 9 5 10 Chord Force= 1797 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 19.5 psf(MWFRS) Wind Zone End 44.3 psf(C&C End) Top-of-Wall -96 pif Out-of-Plane Shear= 78 pif(MWFRS) 0.6 x Wall DL 24 pif 177 psf(C&C) Pert.SW Uplift 0 pif In-Plane Shear= 225 plf(MWFRS) Bottom of Wall -72 pif Chord Force,P= 1797 Ibf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/2016 11:18 AM Typical(3) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 2nd Story,Transverse Wall Lines i Compression Chord Member Strength: Chord Force,P= 1797 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable' Species: SPF Stress CF - Co Cr CP Stress Load width(b)= 1.5 in. F"= 725 1.00 1.60 — 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1,00 1.60 — — 560 4620 C= 0.8 FaL= 425 — -- — — 425 3506 IJd= 17.5 Em n= 440000 — -- — — 440000 FSE= 1187 HoldownOptions Concrete Embedded Strap Holdown Prefom►ed Holdown Strap-Type Holdown(Story-to-Story) Fi Fi Connector: Simpson STHD14RJ Holdown:Simpson HDU2-SD82.5 Strap:(1)Simpson CS14-R Fasteners: (38)0.14874.25"Nails Threadrod Dia.= 0.625 In. Fasteners: (16)0.131'x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in.. End Length= 39.6 In. End Length= 18'in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. OptionsPlant-Installed Hoidown Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Strap:(1)Simpson C814-R Connector. Simpson MSTC66B3 Holdown:Simpson HDU2-SDS2.5 Fasteners:(16)0.131"x2.5"Nails Each End Fasteners: (18)0.148"0"3"Nails Threadrod Dia.= 0.625 in. Strap Width,= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 18 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. I 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/2016 11:18 AM f Typical(3) Page 3 of 3 Shearwall Design(cont.) i Wall Line: Bracing 2nd Story,Transverse Wall Lines Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 236 Ibf/bay 3"x0.131"Nail 4 per bay FR= 236 Ibf/bay ` Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay FZ= 354 Ibf/bay 3'x0.131"Nail 6 per bay FR= 354 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 236 lbf/bay 3'x0.131"Nail 3 per bay FR= 236 ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay ¢ry F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 354 Ibf/bay 3'x0.131"Nail 3 per bay FR= 354 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0 099"x2"Nail 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 44n.oc lapped across Joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 5-In.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 4-in.oc 12 Panel CSI= 0.18 OK 7/16"x1.5"x16 Ga.Staple 3-in.oc Min.Panel Width: 8.0 in. F� ,1{' F,= 225 pif I I F2= 96 plf FR= 244 pif II I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-In. 0.113"x2.5"Nall 4-in.oc lapped across Joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 5-in.oc I Shear Strength: 2951.04 pif 7/16"x2.5"x15 Ga.Staple 4-in.oc I I Panel CSI= 0.15 OK 7/16"x1.5"x16 Ga.Staple 3-in.oc Min.Panel Width: 8.0 in. I I � I Fr= 225 pif •` Fr`` ,i FZ= -72 pif FR= 236 pif i �.R 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 As 12/19/2016 10:30 AM Typical(4) Page 10 of 21 Shearwall Design Client: Professional Building Systems' Job Number: PBS121416-29 Description: 70759-NY Wall Line: Bracing list Story,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 9433 Ibf 130.1 ft-kip Seismic Shear= 1038 Ibf 16.9 ft-kip Response Factor,R:6.5 24'-0"Length,38'-10"O/A Height IBC Seismic Design Cat.: D 9433 Ibf= 8516 Ibf+ 917 Ibf 120 mph(Exp C),SDC D (1st of 2-Story Plus Bumpout) Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 58.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure:Exterior 1 3056-4 162.5 70 Window 1, 3056-2 5.0 6 Items Supported:Sidewall 2 3056-2 76.75 70 Window 2 Bumpout 18.0 0 2nd of 2 Story 3 Bumpout 84 108 Door 3 1856 26.0 7 4 1856 22.125 70 Window 4 60611 31.0 6 Top of Openings= 80.0 In.AFF 5 60611 75.5 83 Door 5 1856 36.0 5 Dimensioning Method: Center 6 AR31 36.5 42 Window 6 3056-2 51.0 0 7 1832 22.125 42 Window 7 8 3056 38.375 70 Window 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 49.3 it Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 24.2 ft Back Panel:— Max.Opening Height= 9.0 ft, Panel Edge Framing: -- Pert.Wall Factor= 0.50 Min.Framing SG:-- Wind Shear= 389 pif Seismic Shear= 43 plf Anhorage: Uplift Force= -785 pif Chord Force= 7068 Ibf Wall Start:— Wall End:— Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 4/12 Cumulative Length(ft) 24.2 24.2 Back Panel: None Design Shear(pif) 389.3 42.8 Panel Edge Framing: 1.5-in.edge framing Mn.Framing SG-SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 8'-8" 14'-6" 6 2 21'-6" 25'-7" 7 3 V-4" 47'-9" 8 4 54'-2" 58'-0" 9 5 10 Chord Force= 350T Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tenslon/Uplift Forces:(-Upward/+,Downward) Out-of-Plane Pressure= 19.5 psf(MWFRS) Wind Zone End 44.3 psf(C&C End) Top-of-Wall -314 pif Out-of-Plane Shear= 88 plf(MWFRS) 0.6 x Wall DL 27 pif 199 psf(C&C) Pert.SW Uplift 0 pif In-Plane Shear= 389 plf(MWFRS) Bottom of Wall -287 pif Chord Force,P= 3504 Ibf 44 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/201610:30 AM ! Typical(4) Page 11 of 21 FI Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 3504 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Cp Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 — 0.61 712 5873 depth(d)= 5.5 In. Fr= 350 1.00 1.60 — — 560 4620 c= 0.8 Fes= 425 -- — — — 425 3506 I•/d= 19.6 EmIn= 440000 -- — — — 440000 F,E= 938 OptionsSite-installed Holdown Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) • F, bo Fi Fi P� a Connector:Simpson STHDI4RJ Holdown;USP PHD2-SDS3 Strap:(1)Simpson CMST14 Fasteners:(38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(30)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 28 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown '� II Strap:(1)Simpson CMST14 Connector: Simpson MSTC66B3 Holdown: USP PHD2-SDS3 Fasteners: (30)0.131"x2.5"Nails Each End Fasteners: (35)0.148"x 3"Nalls Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 In. Chord Studs= 2 Qty Min. End Length= 28 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit Installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. y.t( 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/201610:30 AM I Typical(4) Page 12 of 21 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 5 per bay (fastened through 5/8"gypsum) F1= 0 Ibf/bay #10x3"Screw 4 per bay F2= 266 Ibf/bay 3x0.131"Nail 5 per bay FR= 266 lbf/bay w Stud Spacing= 24-in.oc #8 x 3"Screw 7 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay F2= 399 Ibf/bay 3'Sc0.131"Nail 7 per bay FR= 399 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc, #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 266 Ibf/bay 3x0.131"Nail 3 per bay FR= 266 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay �cR F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 399 Ibf/bay 3'Sc0.131"Nail 3 per bay FR= 399 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-1n.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 44n.oc lapped across joint) Tensile Strength: 960 pif 0.131"4.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 4-in.oc Fz Panel CSI= 0.46 OK 7/16"x1.5x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 8.0 in. R� F,= 389 pif F2= 314 pif FR= 500 plf , II I � I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-1n.oc (direct uplift carried by continuous sheathing Sheathing Thick.:318-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nail 2 rows 5-In.oc I I Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple' 2 rows 4-in.oc I I Panel CSI= 0.43 OK 7/16'x1.5"x16 Ga.Staple 2 rows 3-in.oc F Min.Panel Width: 8.0 in. F,= 389 plf F2= -287 plf ly; FR= 484 plf 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/2016 10:30 AM Typical(5) Page 13 of 21 ShearwaH Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Wail Line: Bracing 1st Story,Longitudinal Wall Line B Design Parameters: Shear OTM Wind Shear= 10777 Ibf 130.1 ft-kip Seismic Shear= 1038 IV 16.9 ft-kip Response Factor,R: 6.5 24'-0"Length,38'-10"O/A Height IBC Seismic Design Cat.: D 10777 Ibf= 8516 Ibf+ 2261 Ibf 120 mph(Exp C),SDC D (1st of 2-Story Plus Dormer and Fireplace) Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wail Height= 9.0 ft Rough Opening Location Overall Wall Length= 40.0 it Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3056-4 162.5 70 Window 1 3056-4 12.0 0 Items Supported:Sidewall 2 CR135 17.5 48 Window 2 3056 30.0 3 2nd of 2 Story 3 CN235 41.25 48 Window 3 3056 36.0 6 4 30410-4 161.5 62 Window 4 Top of Openings= 80.0 in.AFF 5 3056 38.375 70 Window 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wali Length= 34.9 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 18.2 ft Back Panel:— Max.Opening Height= 5.8 it Panel Edge Framing:— Perf.Wall Factor= 0.69 Min.Framing SG:— Wind Shear= 593 plf Seismic Shear= 57 pit Anhorage: Uplift Force= -858 pif Chord Force= 7724 Ibf Wail Start:— Wall End: — Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 3/12 Cumulative Length(ft) 18.2 18.2 Back Panel:None Design Shear(pif) 593.4 57.2 Panel Edge Framing:3-In.edge framing Min.Framing SG:SPF Segment Layout:(w.r.t reference end of wall) I No. Start End No. Start End 1 01-01. 5'-2" 6 2 18'-9" 28'-7" 7 3 31'-10" 34'-10" 8 4 9 5 10 Chord Force= 5340 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 19.5 psf(MWFRS) Wind Zone End 44.3 psf(C&C End) Top-of-Wall -314 plf Out-of-Plane Shear= 88 plf(MWFRS) 0.6 x Wail DL 27 plf 199 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 593 pit(MWFRS) Bottom of Wall -287 plf Chord Force,P= 5340 Ibf �/13 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 1211912016 10:30 AM Typical(5) Page 14 of 21 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line B Compression Chord Member Strength: Chord Force,P=- 5340 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, Cp Stress Load width(b)= 1.5 In. F,,= 725 1.00 1.60 - 0.61 712 5873 depth(d)= 5.5 in. F,= 350 1.00 1.60 - - 560 4620 c= 0.8 F.,= 425 -- - - 425 3506 IJd= 19.6 Emi"= 440000 - - - - 440000 FrF= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) a F+ a a i Connector.NG-Cannot be used Holdown:USP PHD6SD86 Strap: (1)Simpson CMST14 Fasteners:- Threadrod Dla:= 0.875 In. Fasteners: (45)0.131"x2.5"Nails Each End Strap Width=-- in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length=-- In. End Length= 41 in. Chord Studs=- Qty Min. Chord Studs= 2 Qty Min. Concrete Po= - psi min. End Distance= - In.min. OptionsPlan t-Ins tailed Holdown Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown t • a Strap: (1)Simpson GMST14 Connector:NG-Cannot be used Holdown: USP PHD6SD86 Fasteners: (45)0.131"x2.5"Nails Each End Fasteners:= Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width=- in. Chord Studs= 2.Qty Min. End Length= 41 in. End Length= in Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=- Qty Min. Width Length Thk. 3.00 4.4 0.38 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of dm joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. • �,lY 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12119/201610:30 AM I Typical(5) Page 15 of 21 111 Shearwall Design(cont.) Wall Line: Bracing let Story,Longitudinal Wall Line B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 5 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 266 Ibf/bay 3'k0.131"Nail 5 per bay FR= 266 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 7 per bay Fi= 0 Ibf/bay #10x3"Screw 5 per bay F2= 399 Ibf/bay 3"x0.131"Nail 7 per bay FR= 399 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay F,= 0 ibf/bay #10x3"Screw 3 per bay F2= 266 Ibf/bay 3NO.131"Nail 3 per bay FR= 266 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 399 Ibf/bay 3'xOA31"Nail 3 per bay FR= 399 Ibf/bay Sheathing-to-Roof/Ceiling Rall Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2'rows 4-in.oc Shear Strength: 2951 pif 7/16"x2.5"x15 Ga.Staple 2 rows 3-in oc • F2 Panel CSI= 0.53 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc Min.Panel Width: 8.9 in. F,= 593 pif F2= 314 plf FR= 671 pif II � I E � Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nall 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-In. 0.113x2.5"Nall 2 rows 3-in.oc lapped across joint) Tensile Strength; 960 plf 0.131"x2.5"Nail 2 rows 4-In.oc I Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc Panel CSI= 0.50 OK 7/16"x1.5"x16 Ga.Staple 3 rows 4-in.oc l ' Min.Panel Width: 8.0 in. I F,= 593 plf F2= -287 pif �L, FR= 659 pif 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/20161:35 PM Typical(6) Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Wall Line: Bracing 1st Story,Transverse Wall Line 7 Design Parameters: Shear OTM Wind Shear= 16834 Ibf 110.4 ft-kip Seismic Shear= 1188lbf 9.911-kip Response Factor,R: 6.5 58'-0"Length,28'-10"O/A Height IBC Seismic Design Cat.: D 16834 Ibf= 12265 Ibf+ 4569 Ibf 120 mph(Exp C),SDC D (1st of 1-Story Plus Two Story Section) Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 27.7 It Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3680 36 80 Door 1 Util 15.0 0.25 Items Supported: Endwall 2 CR135 17.5 48 Window 2 Roof Only 3 CN235 41.25 48 Window 3 4 30410-4 161.5 62 Window 4 Top of Openings= 80.0 in.AFF 5 Util 41.5, 80 Door 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 27.7 11 Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 24.2 It Back Panel:-- Max.Opening Height= 6.7 ft Panel Edge Framing:-- Pert.Wall Factor= 0.87 Min.Framing SG:-- Wind Shear= 695 plf Seismic Shear= 49 plf Anhorage: Uplift Force= -801 plf Chord Force= 7213 Ibf Wall Start:— Wall End:— Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nail 2/12 Cumulative Length(ft) 24.2 24.2 Back Panel:None Design Shear(plo 695.3 -,49.0 , Panel Edge Framing: 3-in.edge framing Mn.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 13'-3" 6 2 16'-9" 27'-8" 7 3 8 4 9 5 10 Chord Force= 6258 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces. Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.0 psf(MWFRS) Wind Zone End 40.9 psf(C&C End) Top-of-Wall -87 plf Out-of-Plane Shear= .81 plf(MWFRS) 0.6 x Wall DL 27 plf 184 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 695 plf(MWFRS) Bottom of Wall -60 plf Chord Force,P= 6258 Ibf i 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 As 12/19/2016 1:35 PM Typical(6) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 1 Compression Chord Member Strength: Chord Force,P= 6258 Ibf Grade- STUD Tabulated Stress Adjustment Factors Allowable Species: - SPF Suess CF Cp C, Co Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 — 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 — — 560 4620 C= 0.8 Fa=- 425 — — — — 425 3506 IJd= 19.6 440000 — — — — 440000 F,= 938 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) F Ft Fi Connector:NG—Cannot be used Holdown:USP PHDMDS6 Strap:(1)Simpson CMST14 Fasteners:— Threadrod Dia.= 0.875 in. Fasteners:(53)0.131"x2.5"Nails Each End Strap Width=— in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length=— In. End Length= 48 In. Chord Studs=-- Qty Min. Chord Studs= 2 Qty Min. Concrete fe,=-- psi min. End Distance=— in.min. OptionsPlant-Installed Holdown Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown �• The • Strap:(1)Simpson CMST14 Connector:NG—Cannot be used Holdown:USP PHD6SD86 Fasteners:(53)OAA x2.5"Nails Each End Fasteners:— Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width=— in. Chord Studs= 2 Qty Min. End Length= 48 in. End Length= in Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=— Qty Min. Width Length Thk. 3.00 5.1 0.44 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/20161:35 PM Typical(6) Page 3 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wali Line 1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10xT'Screw 4 per bay F2= 245 Ibf/bay 3"x0.131"Nail 5 per bay FR- 245 Ibf/bay t Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay F,= 0 Ibf/bay #10x3"Screw 5 per bay F2= 368'Ibf/bay 3"x0.131"Nail 7 per bay FR= 368 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per'bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 245 Ibf/bay TWA 31"Nail 3 per bay FR= 245 Ibf/bay Stud Spacing= 24 In.oc #8 x 3"Screw 3 per bay <r, F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 368 Ibflbay 3"x0.131"Nail 3 per bay FR= 368 Ibf/bay Sheathing-to-Roof/Ceding Rail Sheathing Type:OSB 0.099'x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0,113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 4-In.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-In.oc FZ Panel CSI= 0.33 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 8.0 in. F� i F,= 695 pif I( i� F2= 87 pif i I j I FR= 701 plf I 'I i. it Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nall 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-1n.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 4-in.oc I Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-In.oc I I I Panel CSI= 0.30 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc I F Min.Panel Width: 8.0 In. , F,= 695 pif F2= -60 plf FR= 698 pif 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19120161:34 PM 4 Typical(7) Page 1 of 3 Shearwall Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Wall Line: Bracing 1st Story,Transverse Wall Line 2 Design Parameters: Shear OTM Wind Shear= 16834 Ibf 110.4 ft-kip Seismic Shear= 1188 Ibf 9.9 ft-kip Response Factor,R:6.5 58'-0"Length,28'-10"O/A Height IBC Seismic Design Cat.: D 16834 Ibf= 12265 Ibf+ 4569 Ibf 120 mph(Exp C),SDC D (1 at of 1-Story Plus Two Story Section) Bracing 1st Story Overall Wali Geometry: Opening Deflnitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 31.5 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3680 36 80 Door 1 AR31 4.0 0 Items Supported: Endwali 2 CR135 17.5 48 Window 2 EDGE 15.0 9 Roof Only 3 CN235 41.25 48 Window 3 1832 17.0 8.5 4 30410-4 161.5 62 Window 4 AR31 27.0 6 Top of Openings= 80.0 in.AFF 5 ut11 41.5 80 Door 5 Dimensioning Method: Center 6 AR31 36.5 42 Window 6 7 1832 22.125 42 Window 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 20.5 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 17.6 It Back Panel: — Max.Opening Height— 3.5 ft Panel Edge Framing:— Perf.Wall Factor= 0.98 Min.Framing SG:— Wind Shear= 958 pit Seismic Shear= 68 plf Anhorage: Uplift Force= -978 pit Chord Force= 8804 Ibf Wall Start:— Wall End:— Segmented Method Wind Seismic Wali Sheathing:Double Sided,7/16"Structural Sheathing,0.131"x2.5"Nall 4/12 Cumulative Length(ft) 17.6 17.6 Back Panel:Same as front panel Design Shear(plo 957.7 67.6 Panel Edge Framing: 1.5-in.edge framing Mn.Framing SG:SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 5'-6" 15'-9" 6 2 18'-7" 25'-11" 7 3 8 4 9 5 10 Chord Force= 8619 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 18.0 psf(MWFRS) Wind Zone End 40.9 psf(C&C End) Top-of-Wall -87 pit Out-of-Plane Shear= 81 plf(MWFRS) 0.6 x Wall DL 27 pit 184 psf(C&C) Pert.SW Uplift 0 pit In-Plane Shear= 958 plf(MWFRS) Bottom of Wall -60 pit Chord Force,P= 8619 ibf 23.0727 LFRS Shearwali Design Case Specific 2012-12-03.xls 12/19/20161:34 PM Typical(7) Page 2 of 3 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 2 Compression Chord Member Strength: Chord Force,P= 8619 Ibf I Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr Cp Stress Load width(b)= 1.5 In. F"= 725 1.00 1.60 - 0.61 712 5873 depth(d)= 5.5 in. Fi= 350 1.00 1.60 - - 560 4620 C= 0.8 Fw,= 425 -- - - - 425 3506 181d- 19.6 Emrn= 440000 - - - - 440000 F,= 938 Holdown Options Concrete Embedded Strap Holdown Pre ed Holdown Strap-Type Holdown(Story-to-Story) F, Fi R� P` Connector: NG-Cannot be used Holdown: USP PHD8SDS3 Strap:(1)Simpson CMST12 Fasteners:- Threadrod Dia.= 0.875 in. Fasteners:(66)0.131"x2.5"Nails Each End Strap Width=-- in. Chord Studs= 3 Qty Min. Strap Width= 3.00 in. End Length=-- in. End Length= 117 in. Chord Studs=- Qty Min. Chord Studs= 3 Qty Min. Concrete f,,=- psi min. End Distance=- In.min. OptionsPlant-Installed Holdown Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown `' `� F i b` I Strap: (1)Simpson GMST12 Connector: NG-Cannot be used Holdown:-USP PHD8•SDS3 Fasteners: (66)0.131"x2.5"Nails Each End Fasteners:- Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width=- in. Chord Studs= 3 Qty Min. End Length= 117 In. End Length= in. Plate Washer Size Chord Studs= 3 Qty Min. Chord Studs=- Qty Min. Width Length Thk. 3.00 7.0 0.60 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be Installed within 1"of the bottom of the rim joist. f 23.0727 LFRS Shearwall Design Case Specific 2012-12-03 As 12/19/20161:34 PM � Typical(7) Page 3 of 3 Shearwali Design(cont.) Wall Line: Bracing 1st Story,Transverse Wall Line 2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 4 per bay Fz= 245 Ibf/bay 3"x0.131"Nail 5 per bay FR= 245 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 6 per bay Fry F,= 0 lbf/bay #10x3"Screw 5 per bay FZ= 368 Ibf/bay 3"x0.131"Nail 7 per bay FR= 368 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 245 Ibf1bay 3x0.131"Nail 3 per bay FR= 245 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay �ry F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 368 Ibf/bay 3"x0.131"Nail 3 per bay FR= 368 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type:OSB 0.099"x2"Nail 4 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 3 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3 rows 4-in.oc Shear Strength: 2951 plf 7116"x2.5"x15 Ga Staple 3 rows 3-in.oc F2 Panel CSI= 0.42 OK 7/16"x1.5"x16 Ga.Staple 4 rows 3-In.oc Min.Panel Width: 8.0 in. F,= 958 plf reduced F,= 958 pif In addition,attach top '-� FZ= 87 plf plates to rail with E l', FR= 962 pif 0.131"x2.5"Nails 2 rows 6-in.oc (face-nailed) 958 pif- 528 pif= 430 Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 4 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-In. 0.113"x2.5"Nail 3 rows 3-in.oc lapped across joint) Tensile Strength: 960 pif 0.131"x2.5"Nall 3 rows 4-in.oc Shear Strength: 2951.04 plf 7116"x2.5"x15 Ga.Staple 3 rows 3-in.oc ' Panel CSI= 0.39 OK 7/16"x1.5"x16 Ga.Staple 4 rows 3-in.oc II , F Min.Panel Width: 8.0 In. F,= 958 pif reduced F,= 958 pif In addition,attach bottom ` I FZ= -60 pif plate to rail with FR= 960 pif 0.131"x2.5"Nails 2 rows 6-In.oc a (face-nailed) 958 plf- 528 pif= 430 . I d{,Z� Shear Joist.xis Timber Beam Analysis 12/20/2016 8:23 AM Dim Output Page 1 of 1 Client: Professional Budding Systems Job Number: PBS121416-29 Description: 2-A Shear Joist Member Properties: Material Properties: Grade: #2 plies= 2 Tabulated Co CFb Cr Allowable Species: SPF A= 27.8 in? Fb= 875 1.60 1.10 1.00 1540 psi b= 1.5 in. Ix= 197.9 in° F„= 135 1.60 — — 216 psi d= 9.25 in. SX= 42.8 in.' FL=,_ 425 — — — 425 psi E= 1400000 — — — 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 2650 ibf V-6" L Deflection Limit:L/360 L+0.51)Deflection Limit:L/240 Beam Dia-gram: LL ' Load Case 01-91 T-0" 0.50DL+LL -1324 -1324 LL -1324 -1324 DL 0 Flexural Strength: Shear Strength: Unsupported Length,lu= 1 in. Vu= 1324 lbs Effective Length Factor= 2.06 Vn= 3996 lbs Effective Length,Is= 2.06 In. VuNn= 0.33 OK Slenderness Ratio,Rb= 2.91 Fb"= 1540 psi Minimum Bearing at Supports: FbE= 165311 psi FbE/Fb`= 107.3 Pu= 1324 lbs Stability Factor,CL= 1.00 Bearing Width,b= 3 in. Min.Length= 1.0 in. Mu= 55608 in:Ibs Mn= 65852 in.-lbs Deflection Limits: Mu/Mn= 0.84 OK LL Deflection:V 712 OK LL+0.5131-Deflection:V 712 OK Notes:1. Multiple members must be equally loaded or Interconnected to transfer load sufficiently between Individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. I 16.1000 IBC Criteria 2015-01-27.xis 12/19/2016 10.58 AM Input Page 1 of 5 Design Criteria Summary Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 22.00 it Stories Above Grade,n= 1 Framing Type: Cape Truss Gable Width,L= 27.50 ft Max Blocking Height,hb= 48 in. Roof Slope,a= 10.00/12 pitch Module Width,Lm= 13.75 ft Sidewall/Eave Height,hB= 127.25 in. Sidewall Overhang,LOH= 16 in Min.Mean Roof Height,h= 15 it Endwall Overhang,BOH= 16 in. Roof Cavity Insulation,R= 30 Uniformly Distributed Design Loads: Ground Floor Roof Floor Live,L= 40 psf Top Chord Load= 29.3 psf Floor Dead,D= 10 psf Top Chord Dead Load= 10 psf Wall Dead Load,D,y= 5 psf Loft Live Load,L= 20 psf Wall Height,h„,= 108 In. Bottom Chord Dead Load= 10 psf Misc.Design Parameters: Seismic Loads: Occupancy Category: II (IBC Table 1604.5) Seismic Importance Factor,IE= 1.00 Mapped Coefficients: SS= 0.55 g Roof/Snow Load: S,= 0.13 g Ground Snow Load,Pe= 20.0 psf Response Coefficients: SDs= 049 g Ground Snow Load NYS,PgNY= 27.1 psf SDI= 0.19 g Min.Design Load,Lr= 14.0 psf Site Class= D Flat-Roof Snow Load,Pr= 15.4 psf IBC Design Category= D Sloped Roof Snow Load= 14.3 psf IRC Design Category= C Max.Unbalanced Load,P„b= 293 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,CB= 1.0 A13 Light-frame walls with wood shearpanels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,Ct= 1.1 Design Base Shear Cs= 0.08 W Wind Loads: Basic Wind Speed= 120 mph Wind Exposure= C Flood Loads: Wind Importance Factor,Iw= 1.00 Site Specific flood loads have not been assessed in this Internal Pressure Coefficient= +/-0.18 analysis. For Buildings located in flood hazard areas, Mean Roof Height= 20.9 ft as established in Section 1612.3 of the IBC,floods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads. Furthermore,when required,the design information End Zone Interior Zone required by/BC section 1603.1.6 must be provided on the Component (psf) (psf) construction documents. Window +33.5/-44.9 +33.5 f-36.4 Door +28.5/-34.9 +28.5/-31.4 Roof Cladding +30.7/-39.2 +30.7/-33.5 Overhang -56.8 -56.8 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. 51 16.1000 IBC Criteria 2015-01-27.xi5 12/19/2016 10:58 AM Wind Page 2 of 5 Wh id Load Calculation Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Building Geometry: Loading Condit Ions: Height Above Grade: Ridge Length,B= 22.0 ft Basic Wind Speed,Vu= 120 mph Sidewall Eave,z= 14.6 ft Total Width,L= 27.5 ft Importance Factor,IW= 1.00 Roof Peak,z= 27,2 ft Blocking Height,hb= 4B in. Exposure Category: C Mean Roof Height,h= 20.9 ft Sldewall/Eve Height,he= 127.25 in. Topographic Factor,K#= 1.0 Roof Slope,a= 10.0/12 pitch Height&EKposure,Kh= 0.91 Component Dimensions: Roof slope,a= 39.8 deg. Directionality,Kd= 0.85 Stud Height,he= 108 in Sldewall Overhang,LOH= 16 In. Wind Pressure,qh= 28.4 psf Truss Span,st= 165 in Endwall Overhang,BOH= 16 in. Internal Pressure,Gcp= 0.18 -0.18 Main Windforce-Reststing System Loads(MWFRS): Normal to Surface 1 2 3 4 5 6 1E 2E 3E 4E Trans +GCp 10.8 0.9 -17.3 -15.6 -17.9 -17.9 14.5 2.6 -20.2 -18.8 -GCpi 21.0 11.1 -7.1 -5.4 -7.7 -7.7 24.7 12.8 -99 -8.5 Max 21.0 11.1 -17.3 -15.6 -17.9 -17.9 24.7 12.8 -20.2 -18.8 Long +GCa 6.3 -24.7 -15.6 -13.4 -17.9 -17.9- 12.2 -35.5 -20.2 -17.3 -GCpI 16.5 -14.5 -5.4 -3.1 -7.7 -7.7 22.5 -25.3 -9.9 -7.1 Max 16.5 -24.7 -15.6 -13.4 -17.9 -17.9 22.5 -35.5 -20.2 -17.3 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW Roof LW Roof End Interior 1 E 4E 1 4 Trans 33.3 22.7 26.4 18.2 128 -20.2 11.1 -17.3 -15.1 -16.8 24.7 -18.8 21.0 -16,6 Long 29.6 22.7 19.6 18.2 -35.5 -20.2 -24.7 -15.6 -53.2 -42.4 24.7 -18.8 16.5 -13.4 Components and Cladding Loads(C&CI: C&C End Zone Distance,a= 3.0 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (M Pos Neg Wall Components: (ft`) Pos Neg Zone 1: Maximum 10 30.7 -33.5 Zone 4: Maximum 10 33.5 -36.4 Minimum 50 28.7 -29.6 Minimum 100 28.5 -31.4 Truss/Rafter 63,0 28.4 -29.0 Door 100.0 28.5 -31.4 Overhang 1.8 Na -56.8 Stud 27.0 31.4 -34.2 Zone 2: Maximum 10 30.7 -39.2 Zone 5: Maximum 10 33.5 -44.9 Minimum 100 27.9 -33.5 Minimum 100.0 28.5 -34.9 Truss/Rafter 63.0 28.4 -34.7 Door 100.0 28.5 -349 Overhang 1.8 rile -56.8 Stud 27.0 1 31.4 -40.6 , Zone 3: Maximum 10 30.7 -39.2 Minimum 100 27.9 -33.5 Truss/Rafter 63.0 28.4 -34.,7 Overhang 1.8 Na -56.8 • I I 16.1000 IBC Criteria 2015-01-27.xls 12/19/201610.58 AM Seismic Page 5 of 5 Seismic load Calculation Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Location: IBC SDC C Design Classification: Response Acceleration:(ASCE 7,Figs 22-1,22-2) Occupancy Category:11 Short Period(S,)= 55%g Importance Category,IE: 1.00 1-Second Period(SI)= 13%g Site Class:D ASCE 7 Design Category-D IRC Design Category. C Seismic Resisting System:A13 Light-frame walls with wood shear panels Response Factor,R:6.5 System Overstrength Factor,d2,:3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped I Site Coeff. I Maximum I Design Ss SI F. F, SMS SMI SDs SDI 0.55 0.13 1.36 2.26 0.75 0.30 0.50 0.20 Fundamental Period:(ASCE 7,Sec.12.8.1.1) Period Coefficient,CT= 0.020 Height to Highest Level,h„= 10.6 It T.=C,.h.1/1= 0.118 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7,Sec.9.5.5.2) C,m.=0 0444sfE=0.022 Min.For SDC E of F: C,= Sm =0.077 R/ e C..mO.SSsn = , =0.010 C,m„_( SDI ,,,;)T=0.26 Sec 12 8 1.1 Design C,= 0.077 Seismic Response Coefficient:(Simplified Analysis,Sec.1617.5) F= C,="2R°S=0.092 Sec 12.14.8 Design Ce= 0.092 Seismic Base Shear: Base Shear Coefficient,CB= 0.077 W Minimum Interconnection Force:(ASCE 7,Sec.12.1.3) 0.133 X SDS= 0.066 W Min = 0.050 W CScXN= 0.066 W I i 1 16.1000 IBC Criteria 2015-01-27.xis 12/19/201610:58 AM Snow Page 4 of 5 Snow Load Assessment Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 15 ft Ground Snow Load,pg= 20 psf a Cs ps Exposure Factor,C,= 1.0 (deg) C,=1.0 C,=1.1 Ct=f.2 (psf) Thermal Factor,Ct= 1.1 39.8 1 0.75 0.93 1.00 14.3 Importance Factor,Is= 1.0 Framing Type: Trusses/Other Snow Density(y): Ice Dams Along Evesz- y=0.13pg+14= 16.6 pd ps =2p f = 14.3 psf but not more than 30 pof Flat-Roof Snow Load(pr): Minimum Roof Live Load(Lr): (IBC 1607.11.2.1): p f=0.7CQC,IPg= 15.4 psf R,= 1.0 R2= 0.7 Rain on Snow Surcharge: F= 10.0 amax= 0.30167 deg L,=20R,R2= 14.0 psf pg-20 psf prss= 0.0 psf 12 5 L,5 20 pf= 15.4 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than Monoslope roofs= 15.0 deg or a,,,,,=70/W+0.5= 5.1 deg 2.38 deg amin= 15.0 deg pa<=20 psf pr=1,Pg= 20.0 psf pg'>20 psfpf=201,= 20.0 psf pfmin= 20.0 psf p f= 15.4 psf Unbalanced Snow Loads: Applicable to roof slope's between: a,,,a, = 70.00 deg am,=701W+0.5= 5.14 deg a mm= 2.38 deg governing a„a, = 2.38 deg Unbalanced Loads: Pim S= 1.20/1 pWw Ridge Length Eave W=i„= 15.1 It (psf) s (ft) ( sf) h e= 0.99 ft 4.3 29.3 2.9. 14.3 Notes:1. Higher loads may apply were sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2.Applies only to unvenfllated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29.xis 12/19/2016 10 58 AM 1 Story Detailed Page 1 of 3 Lateral Load Analysis (One-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Building Geometry: Loading Conditions: Ridge Length,B= 22.0 ft Wind Speed= 120 mph Gable Width,L= 27.5 ft Exposure Category: C Module Width= 13.8 ft Blocking Height,hb= 48.0 in. Height Above Grade: SidewalVEve Height,he= 127.3 in. Stories Above Grade= 1.0 Roof Slope,a= 10.0/12 pitch Sidewall Eave(z)= 14.6 ft Roof slope,a= 39.8 deg Roof Peak(z)= 27.2 It Sidewall Overhang,LOH= 16.0 in. Mean Roof Height(h)= 20.9 it Endwall Overhang,BOH= 16.0 In. Foundation Type: Raised floor Seismic Design Parameters: Seismic Use Group:11 ASD Adjustment Factor=0 7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.: D Wall Height,h,v(in.) 108 0 n/a Site Class. D IRC Seismic Design Cat: C Wall Dead Weight(psf) 5 0 n/a Response Factor,R•66 SDs= 0 50 Floor/Level Dead Weight(psf) 10 0 20 Cs=0.08 Bottom Chord Dead Weight(psf) - - 10 Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Wall Height= 9.0 ft Net Wall End Zone 33.3 Vertical Roof Projection= 12.6 it Interior 26.4 Misc.Framing Height= 1.6 f ilevel Net Roof End Zone 22.7 Blocking Height= 4.0 ft Interior 18.2 Endwail Weight= 2102 Ibm Max.Wall End Zone 18.8 Interiorl 15.6 Max.Roof End Zone 1 20.2 Interiorl 17.3 MWFRS End Zone,2a= 6.0 ft Wind Seismic Transverse Lateral Forces Net Weight Net list of 1 Story End(pif) 462 - - Interior(plf) 369 - - Diaphragm(plf) 595 32 Transverse Walls(Ibf/wall) 1483 113 Total Force to Transverse Walls(Ibf) 8674 - 929 Level OTM(ft-kip) 78.1 - 8.4 Base of 1 Story End(pif) 309 - - Intenor(plf) 246 - - Diaphragm(plf) - 320 17 Transverse Walls(Ibf/wall) - 619 33 Total Transverse Force at Base(Ibf) 14464 - 1373 Total OTM(ft-kip)1 101.3 1 - 10.6 6.► I 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29 xis 12119/2016 10.58 AM 1 Story Detailed Page 2 of 3 Lai oral Load Analysis (One-Story Building,Flexible Diaphragm) Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Longitudinal Diaphragm Parameters., Horizontal Wind Pressure(MWF S) Wall Height= 9.0 ft Net Wall End 29.6 Vertical Roof Projection= 12.6 ft Interior 19.6 Misc.Framing Height= 1.6 ft/ievel c Net Roof End -- Blocking Blocking Height= 4 It 45 Interior — Sidewall Weight= 990 Ibm of Max.Wall End 18.8 0 Interior 156 Max.Roof End — Interior — MWFRS End Zone,2a= 6.0 It Wind Seismic Longitudinal Lateral Forces Net Weight Net let of 1 Story End Max(pit) 337 — — Min(plf) 190 — — Interior Max(plf) 351 — — Min(plf) 202 — — Diaphragm(plf) — 502 27 Longitudinal Walls pbf/wall) -- 495 27 Total Force to Longtiduinal Walls(Ibf) 7081 — 794 Level OTM(ft-kip) 63.7 7.1 Roof Dlaphgram Only End Max(plf) 107 -- Min(plf) 33 Interior Max(plf) 123 — Min(plf) 49 — — Diaphragm(plf) -- 243 13 Roof Force to Longitudinal Walls(Ibf) 1620 — 180 Ceiling Dlaphgram Only End Max(plf) 231 = Min(plf) 157 — Interior Max(plf) 227 -- — Min(plf) 153 — Diaphragm(plf) -- 258 14 Ceiling Force to Longitudinal Walls(Ibf) 5461 — 614 Base of 1 Story End Zone(plf) 275 -- — Interior(plf) 182 -- Diaphragm(plf) — 256 14 Longitudinal Walls Qbf/wall) — 495•, 27 Total Longitudinal Force at Base(IbQ 12653 — 1225 Total OTM(ft-kip) 84.0 — 9.1 i 16.2511 Lateral Load Cases Gable Detailed 1 Story 2009-09-29.xls 12/19/2016 10:58 AM 1 Story Detailed Page 3 of 3 Lateral Load Analysis (One-Story Building,Flexible Diaphragm) Description: 70759-NY Location Stiffness Governing Transverse Walls Wall Wall Along Length,X R„ RxX d Rxd Rd' Lateral Loads(Ibf) Bracing Roof and Ceiling Line Length (ft) (in.) (k/1n.) (k) (ft) (k) (ft-k) Vllind Seismic 1 00 4541 464 2 22.0 4541 464 3 4 5 6 7 8 9 10 £= 0.0 0 CR„_ — ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y R RxX d Ryd Ryd2 Lateral Loads(Ibf) Bracing Roof and Ceiling Line Length (ft) (in.) (k/In.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 3743 397 B 27.5 3743 397 C D E F G H I J E=1 0.0 0.0 CRY= — ft Overall J= — Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X Rx RXX d Rxd Rxd 2 Lateral Loads(Ibf) ,Base of 1 Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 7574 687 2 22.0 7574 687 3 4 5 6 7 8 9 10 Location Stiffness Governing Longitudinal Foundation Wall Wall Along Width,Y RY RxX d RYd Ryd2 Lateral Loads Clio Base of 1 Story Line Length (ft) (in.) (kiln.) (k) (ft) (k) (ft-k) Wind Seismic A 0.0 6746 613 B 27.5 6746 613 C D E F G H I J 23.0728 Design Transverse Shearwall Systems 2009-06-01.x1s 12/19/201610:58 AM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Professional Building Systems Job Number: PBS121416-29 I Description: 70759-NY Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 27.5 ft Wind Speed= 120 mph Stories Above Grade= 1.0 Blocking Height,hb= 48.0 in. Exposure Category: C Sidewall Eave(z)= 14.6 ft Sidewall/Eve Height,he= .127.3 in. End Zone Length,2a= 6.00 it Roof Peak(z)= 27.2 ft Roof Slope,a= 10.0/12 pitch Mean Roof Height(h)= 20.9 ft Roof slope,a= 39.8 deg. Sidewall Overhang,LOH= 16.0 In. Endwall Overhang,BOH= 16.0 in. Vertical Roof Projection= 12.6 ft Wall Height= 9.0 it(max.) Misc.Framing Height= 1.6 fl/level Seismic Design Parameters: Seismic Use Group:H Ground Other Roof Importance Category,IE: 1.00 Wall Height,hW(in.) 108 0 n/a 'Site Class: D Wall Dead Weight(psf) 5 0 Na Seismic'ResistingSystem:A13Ught-6amewaft wMwoodshearponels Floor/Level Dead Weight(psf) 10 0 20 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,.Q.: 3.0 Deflection Amp.Factor,Ca: 4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analy Is ASD Adjustment Factor=0.7 Seismic Design Cat.: D IRC Seismic Design Cat.: C, Effective Seismic Weight at Roof Level= 618 plf SDs= 0.50 Effective Seismic Weight at Floor Level= -410 plf Cs= 0.092 Additional Endwall Dead Weight= 1238 Ibm NET Horizontal Wind Loads(MWFRS) Dlaphgram Loads Wall End Zone 33.3 Zone Wind Seismic Interior 26.4 Roof Dlaphgram End(plf) 462 - F Roof End Zone 22.7. Interior(plf) 369, 40 Interior 18.2 Endwall Surcharge(Ibf) - 80 Wall End Zone 29.6 Above Ground End Zone(plf) 353 -, 9 Interior 19.6 Floor Dlaphgram Interior(plf) 280 26 cRoof End Zone Endwall Surcharge(lbf) - 80 . Interior - I Ground Level End Zone(plf) 176 - Floor Dlaphgram Interior(plf) -140 13 Endwall Surcharge(lb - 40 Transverse Diaphragm Design Roof Diaphragm Sheathing Configuration:7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species:SPF Continuous Joints Parallel to Load) Fastener,:0.131"x2.5"Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 , 6 12 296 212 41 _ Blocked 4 6 6 12 328 235 45 Blocked 4 - 4 6 12 438 313 62 Fastener 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 _ 127 23 Blocked 3 6 6 6 270 193 37 Fastenerh 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 30 Blocked 4 6 6 12 333 238 46 71 f ,i l 23.0728 Design Transverse Shearwall Systems 2009-06-01,xls 12/191201610:58 AM Diaphragms Page 2 of 2 Transverse Diaphragm Design Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 57 Blocked 4 6 6 12 348 248 65 Blocked 4 4 6 12 46.4 331 87 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 31 Blocked 3 6 6 6 270 193 ' 49 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 40 Blocked 4 6 6 12 333 238 62 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species:SPF Continuous Joints Parallel to Load) Fastener:0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 82 Blocked 4 6 6 12 348 248 110 Blocked 4 4 6 12 464 331 110 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 66 Blocked 3 6 6 6 270 193 82 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 82 Blocked 4 6 6 12 333 238 110 Connection Module Chord 'Quantity Each Side of Joint (fastener size,and position exaggerated Length Force(FI) Fastener: Fastener: for illustration purposes) (ft) (ibf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 2711 21 38 45 3431 26 48 50 4236 33 59 60 6100 47 85 70 8302 63 116 80- 10844 83 151 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 2060 16 29 45 2608 20 37 50 3220 25 45 60 4636 36 65 70 6310 48 88 80 8242 63 115 4-11 minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart z i 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.x1s 12119/201610:57 AM i Typical Page l'of9 Shearwall Design Client: Professional Building Systems Job Number: PBS121416-29 k, Description: 70759-NY Wall Line: Bracing 1st Story,Longitudinal Wall Line A Design Parameters: Shear OTM Wind Shear= 3743 Ibf 33.7 ft-kip Seismic Shear= 397'Ibf 3.6 ft-kip Response Factor,R: 6.5 22'-0"Length,27'-2"O/A Height IBC Seismic Design Cat.: D 120 mph(Exp C),SDC D Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft -- Rough Opening Location Overall Wall Length= 22.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3680 36 80 Door 1 A21 5.0 0 Items Supported: Sidewall 2 A21 24.625 42 Window 2 A21 9.0 0 Roof Only 3 6072 60 70 Window 3 A21 13.0. 0 4 3658 36 58 Window 4 A21 17.0 0 Top of•Openings= 80.0 in.AFF 5 4658 46 58 Window 5 Dimensioning Method: Center 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on stud 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 ` 15 Shearwall Sheathing Design: 16 Perforated Method Perr.Wall Length= 22.0 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2.5"Nail 3/12 Shear Panel Length= 7.9 ft Back Panel: None Max.Opening Height= 3.5 ft Panel Edge Framing: 3-In.edge framing _ Parr.Wall Factor= 0.91 Min. gaming SG: SPF Wind Shear= 471 pif Seismic Shear= 50 plf Anhorage: Uplift Force= -517`pif Chord Force= 4652 Ibf Wall Start: 0'-0" Wall End:22'-0" Segmented Method Wind Seismic all Sheathing:'7/16"Structural Sheathing,0.131"x2.5"Nail 4/12 Cumulative Length(ft) 7.9 7.9 Back Panel: None Design Shear(pif) 470.9 49.9 Panel dge Framing: 1.5-in.edge framing Mr Framing SG:SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 3'-11" 6 2 18'-0" 22'-0" 7 3 8 4 9 5 10 Cord Force= 4652 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 17.9 psf(MWFRS) • Wind Zone End 40.6 psf(C&C End)' Top-of-Wall -307' plf Out-of-Plane Shear= 81 pif(MWFRS) 0.6 x Wall DL 27 pif 183 psf(C&C) Perf.SW Uplift -517 plf In-Plane Shear= 471 pif(MWFRS) Bottom of Wall -797 pif Chord Force,P= 4652 Ibf k I 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/2016 10:57 AM 4 Typical Page 2 of 9 Shearwall Design(cont.) ' Wall Line: Bracing let Story,Longitudinal Wall Line A Compression Chord Member Strength: Chord Force,P= 4652 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr C, Stress Load width(b)= 1.5 in. F,= 725 1.00 1.60 - 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 - - 560 4620 c= 0.8 Fc,= 425 - - - - 425 3506 I f d= , 19.6 Emig= 440000 -- - - 440000 FCE= 938 Site-Installed Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Ft Fi Connector.Simpson STHD14RJ Holdown: USP PHD5SDS3 Strap:(1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia._. 0.625 in. Fasteners:(39)0.131"x2.5"Malls Each End Strap Width= 3.0 In. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 36 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete Pc_ 2500 psi min. End Distance= 1.5 in.min. Plant-Installed Holdown Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown t • F1 • F1 Strap:(1)Simpson CMST14 Connector: NG-Cannot be used Holdown: USP PHD5SDS3 Fasteners:(39)0.131"x2.5"Nails Each End Fasteners:- Threadrod Dia.= 0.625 in. Strap Width= 3.00 In. Strap Width=- In. Chord Studs= 2 Qty Min. End Length= 36 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=- 'Qty Min. Width Length Thk. 3.00 3.8 0.32 Notes,1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant Installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist r i 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xls 12/19/2016 10:57 AM j Typical Page 3 of 9 _ Shea all Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Pa ameters/Loads diameter or staple size) Spacing SW Top Plate4o-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 4 per bay (fastened through 5/8"gypsum) F, 0 Ibf/bay #10x3"Screw 4 per bay F2 243 Ibf/bay 3"x0.131"Nail 5 per bay FR= 243 Ibf/bay' Stud Spacing 24 in.oc #8 x 3"Screw 6 per bay Fti F, 0 Ibf/bay #10x3"Screw 5 per bay F2 365 ibf/bay 3x0.131"Nail 7 per bay FR= 365 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 In.oc #8 x 3"Screw 3 per bay Fr 1 0 Ibf/bay #10x3"Screw 3 per bay F2 T 243 Ibf/bay 3"x0.131"Nall 3 per bay FR 243 Ibf/bay Stud Spacing 24 in.oc #8 x 3"Screw 3 per bay ¢ti Fi 0 Ibf/bay #10x3"Screw 3 per bay F2 365 Ibf/bay 3"x0.131"Nail 3 per bay FR= 365 Ibf/bay Sheathing4o-Roof/Ceiling Rail Sheathing Type OSB 0.099"x2"Nail 4 rows 3-In,oc (direct uplift carried by continuous sheathing Sheathing Thick. 3/8-in. 0.113x2.5"Nail 3 rows 3-in.oc lapped across joint) Tensile Strength 960 pif 0.131"45"Nail 2 rows 3-in.oc Shear Strength 2951 pif 7/16"x2.5"x15 Ga.Staple 3 rows 3-In.oc F� Panel CSI- 0.99 OK 7/16"x1.5"x16 Ga.Staple 4 rows 3-in.oc Min.Panel Width/ 23.6 in. 1`1 F,= 471 pif F2= 797 pif I ! FR 926 pif II' Sheathing-to-Floor Rim Joist Sheathing Type, OSB 0.099"x2"Nail 4 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick. 3/8-In. 0.113"x2.5"Nail 3 rows 3-in.oc lapped across joint) Tensile Strength 960 plf 0.131"x2.5"Nail 2 rows 3-In.oc I I Shear Strength 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 3-in.oc Panel CSI= 0.99 OK 7/16"x1.5"x16 Ga.Staple 4 rows 3-in.oc Min.Panel Width 23.6 in. F1- 471 plf. ` r F2- -797 plf FR=� 926 plf - S,3 i 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 12/19/201610:57 AM j Typical(2) Page 4 of 9 i Shear waii Design Client: Professional Building Systems Job Number: PBS121416-29 Description: 70759-NY Wall Line: Bracing 1st Story,Longitudinal Wall Line B Design Parameters: Shear OTM Wind Shear= 5189 Ibf 33.7 ft-kip Seismic Shear= 3971bf 3.611-kip Response Factor,R: 6.5 22'-0"Length,27'-2"O/A Height IBC Seismic Design Cat.: D 5189 Ibf= 3743 Ibf+ 1446 Ibf 120 mph(Exp C),SDC D (1st of 1-Story Plus Dormer) Bracing let Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9 0 ft Rough Opening Location Overall Wall Length= 22.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3680 36 80 Door 1 A21 5.0 0 Items Supported: Sidewall 2 A21 24.625 42 Window 2 A21 9.0 -0 Roof Only 3 6072 60 70 Window 3 A21 13.0 0 4 3658 36 56 Window 4 A21 17.0 0 Top of Openings= 80.0 in.AFF 5 4658 46 58 Window 5 Dimensioning Method: Center 6 6 7 7 8 8 9 - 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 22.0 11 Wali Sheathing: NG-Must use segmented design method Shear Panel Length= 7.9 It Back Panel: -- Max.Opening Height= 3.5 ft Panel Edge Framing: - Pert.Wall Factor= 0.91 Min.Framing SG:— Wind Shear= 653 plf Seismic Shear= 50 pit Anhorage: Uplift Force= -717 pif Chord Force= 6449 IV Wail Start:— Wall End:— Segmented Method Wind Seismic Wall Sheathing:7/16"Structural Sheathing,0.131"x2.5"Nall 2/12 Cumulative Length(ft) 7.9 7.9 Back Panel: None Design Shear(pif) 652.8 49.9 Panel Edge Framing:3-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) I No. Start End No. Start End 1 0'-0" T-11" 6 2 18'-0" 22'-0" 7 3 8 4 9 5 10 Chord Force= 5875 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 17.9 psf(MWFRS) Wind Zone End 40.6 psf(C&C End) Top-of-Wall -307 pif Out-of-Plane Shear= 81 pif(MWFRS) 0.6 x Wall DL 27 pif 183 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 653 pif(MWFRS) Bottom of Wall -280 pif Chord Force,P= 6875 Ibf ` r 23.0727 LFRS Shearwall Design Case Specific 2012-12-03.xis 121191201610:57 AM Typical(2) Page 5 of 9 Shearwall Design(cont.) Wall Line: Bracing 1st Story,Longitudinal Wall Line B Compression Chord Member Strength: Chord Force,P= 5875 Ibf Grade: STUD Ta�ulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp C, Cp Stress Load Width(b)= 1.5 in. Fc= 725 1.00 1.60 — 0.61 712 5873 depth(d)= 5,5 in. F,= 350 1.00 1.60 — — 560 4620 C= 0.8 F 1= 425 — -- — — 425 3506 IJd= 19.6 Emrn= 440000 — -- — — 440000 F,= 938 OptionsSite-Installed Holdown Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) • Connector:NG—Cannot be used- Holdown: USP PHD6-SD86 Strap:(1)Simpson CMST14 Fasteners:— Threadrod Diia.= 0.875 in. Fasteners:(49)0.131"x2.5"Nails Each End Strap Width=— in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length=— in. End Length= 44 In. Chord Studs=— Qty Min. Chord Studs= 2 Qty Min. Concrete P.=— psi min. End Distance=-- in.min. ;o6talled HoldownOptions Conventional Strap Holdown Pre Bent Strap Holdown Preformed Holdown �• F1 '• Ft • I • Strap: (1)Simpson CMST14 Connector:NG-Cannot be used Holdown:USP PHD6SDSB Fasteners: (49)0.131"x2.6'Nails Each End Fasteners:— Threadrod Dia = 0.875 in Strap Width= 3.00 in. Strap Width=— in. Chord Studs= 2 Qty Min. End Length= 44 in. End Length= in Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs=— Qty Min. Width Length Thk. 3.00 4.8 0.42 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist �.5 R ��C pdC GENERAC9 JUN 2 7 2017 D GUARDIAN® SERIES _ BUMDING DEPT. Residential Standby Generators TOWN OF SOUTHOLD Air-Cooled Gas Engine INCLUDES: • True Power'" Electrical Technology Standby Power Rating • Two Line LCD Multilingual Digital Models G007036-0, G007037-0(Aluminum- Bisque)- 16 kW 60 Hz Evolution'" Controller(English/Spanish/ Model G007035-0(Aluminum- Bisque) - 16 kW 60 Hz French/Portuguese) Models G007039-0, G007038-0 (Aluminum-Bisque) -20 kW 60 Hz • Two Transfer Switch Options Available: Models G007043-0, G007042-0 (Aluminum-Bisque) -22 kW 60 Hz 100 Amp, 16 Circuit Switch or 200 Amp Service Rated Smart Switch. 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Transfer Switch Of a fsiicable) • Fully automatic Transfers your vital electrical loads to the energized source of power • NEMA 3R Can be installed inside or outside for maximum flexibility • Remote mounting Mounts near your existing distribution panel for simple,low-cost installation. Evol utionn" Controls • Auto/Manual/Off illuminated buttons Selects the operating mode and provides easy,at-a-glance status indication in any condition. • Two-line LCD multilingual display Provides homeowners easily visible logs of history,maintenance and events up to 50 occurrences. • Sealed,raised buttons Smooth,weather-resistant user interface for programming and operations. • Utility voltage sensing Constantly monitors utility voltage,setpoints 65%dropout,80%pick-up,of standard voltage. • Generator voltage sensing Constantly monitors generator voltage to ensure the cleanest power delivered to the home • Utility interrupt delay Prevents nuisance start-ups of the engine,adjustable 2-1500 seconds from the factory default setting of 5 seconds by a qualified dealer • Engine warm-up Ensures engine is ready to assume the load,setpoint approximately 5 seconds • Engine cool-down Allows engine to cool prior to shutdown,setpoint approximately 1 minute. • Programmable exercise Operates engine to prevent oil seal drying and damage between power outages by running the generator for 5 minutes every other week.Also offers a selectable setting for weekly or monthly operation providing flexibility and potentially lower fuel costs to the owner • Smart battery charger Delivers charge to the battery only when needed at varying rates depending on outdoor air temperature. Compatible with lead acid and AGM-style batteries • Main line circuit breaker Protects generator from overload. • Electronic governor Maintains constant 60 Hz frequency. Unit • SAE weather protective enclosure Sound attenuated enclosures ensure quiet operation and protection against mother nature,withstanding winds up to 150 mph.Hinged key locking roof panel for security Lift-out front for easy access to all routine maintenance items.Electrostat- ically applied textured epoxy paint for added durability. • Enclosed critical grade muffler Quiet,critical grade muffler is mounted inside the unit to prevent injuries. • Small,compact,attractive Makes for an easy,eye appealing installation,as close as 18"away from a building Installation Systema • 1 it(305 mm)flexible fuel line connector Absorbs any generator vibration when connected to rigid pipe. • Direct-to-dirt composite mounting pad Complex lattice design prevents settling or sinking of the generator system. • Integral sediment trap Prevents particles and moisture from entering the fuel regulator and engine,prolonging engine life. t l GENERAL° 16/20/22 kW specifications Generator Model G007035-0,G007036-0, 6007038-0,G007039-0 6007042-0,6007043-0 G007037-0(16 kW) (20 kW) (22 kW) 'LRated Maximum Continuous Power Capacity(LPj- _w � 'm'— � 16-,O Wafts20,000 Watts* —�' 2_2,000_ ' Rated Maximum Continuous Power Capacity(NG) _16,000 Watts* 18,000 Watts* 19,500 �RatedVoltage _- ^240 mNO 240 Rated Maximum Continuous Load Current-240 Volts(LP/NG) 66.6/66.6 83 3/75 91 6/81 3 Total Harmonic Distortion �-- - �' ti �` _�"�-rw "�"-�'�^ �Less than 5%Y�-RT_Less than 5% Main Line Circuit Breaker ~70 Amp T 100 Amp 100 Amp Phase____..,r.�-__---_ - _ _ _ — 1 — Number of Rotor Poles _ 2 2 2� Rated AC Frequency, 60 Hz -�4 60 Hz 60H_z_- Power Factor 10— 10 1.0 Battery Requirement(not Included) ` - _` y 12 Volts,Group 26R 540_CCAMinimum or Group 35AGM 650 CCA_Minimum_� Unit Weight(lb/kg) 406/186 448/203 466/211 Dimensions(L x W x H)iNmm -� ^� 48 x 25 x 29/12_18 x 638 x 732 �'� r_ �. _ _ _ Sound output in dB(A)at 23 ft(7 m)with generator operating at normal load** y66� 66 67 rLSound output in dB(A)at 23 ft(7 mj with generator in Quiet-Test"low-speed exercise node*" -'- Exercise duration _ — 5 min 5 min Y 5 min Engine Type of Engine _ _ GENERAC G-Farce 1000 Series GENERAC G-Force 1000 Series GENERAC G-Farce 1000 Series Number of Cylinders __ __ -'� � 2 2 �"" 2 Displacement _ __ _ 999 cc 999 cc 999 cc Cylinder Block _ —^ �J� �^- _� 7sAluminu_mw/Cast Hi leeve V�� Valve Arrangement Overhead Valve Overhead Valve--^Overhead Valve j Ignition System '�— `W i— T-� Solid-state w/Magneto Solid-state w/Magneto S_ololid-state i Magneto Governor System Electronic Electronic Electronic Compression Ratio 9 5:1 9.5.1 9.51 Starter _ __ 12 Vdc 12 Vdc 011 Capacity Including Riter�— - -- _� LL� + Approx 19 qV1 S LApprox.l.9 gU1�8 L � ,Approx 1 8 gt/1.8 L w Operating rpm 3,600 3,600 3,600 Fuel Consumption '— ��"p�^A�� Natural Gas fta/hr(ma/hr) 1/2 Load 218(6.17) 204(5 78) 216(612) Full Load 309(8 75) 301(8 78) 310'(8.78) JLiquid Propane ft3/hr(gal/hr)[I/hr] 1/2 Load 91 6(2 52)[9.53] 86(2 37)[8.99] 93.2(2.56)[9 701 Full Load_ 106 8(2.94)[11.11] 129.6(3 56)[13.48] 140(`87)_[14.65]��� Note Fuel pipe musl be sized for full load.Required fuel pressure to generator fuel inlet at all load ranges-3 5-7"water column(7-13 mm mercury)for natural gas,10-12°water column(19-22 mm mercury) for LP gas For Btu content,multiply ft3/hr x 2500(LP)or 0t hr x 1000(NG).For Megaloule content,multiply ma/hr x 9315(LP)or ma/hr x 37 26(NG) Controls 2-Line Plain Text Multilingual Mode uttons Aui LCD Display Simple user interface for ease of operation. Bo y_�_ -� µ —� � ` Automatic Start on Utility failure 7 day exerciser. Manual _ _ Start with staffer control,unit stays on if utility tails,transfer to load takes place. L� _ �_ S_topc unit Power is removed Contro_I acid charges still operate-" Ready to Run/Maintenance Messages s _ _ _ _ Standard [Engme Run Hours indication __ _ Programmable start delay between 2-1500 seconds _ 4 Standard(programmable by dealer only) UGltiy Voltage LossFieWm_to Utility Adjustable-(Brownout Setting) J;,a ���T � ---From 140-171 Wl90-216 V� Future Set Capable Exerciser/Exercise Set Error Warning _ Standard Run/Alarm aintenanceLogs - 50 Events Each Engine Start Sequence Cyclic cranking 16 sec on,7 rest(90 sec maximum duration) Starter Lock-out� � �Y - � �_- q Starter cannot re-engage until 5 sec after engine has ctopped� Smart Battery Charger _ - _P � Standard_ C aiger FauIVMisomg AC War-_ .— Low Battery/Ballery Problem Protection and Battery Condition Indication -� Standard Automatic Voltage Regulation with Over and UnderVoltage Proteetion Viµ— `T _" - " Stondartl -�) Under-Frequency/Overload/Stepper Overcurrent Protection _ Standard-� � r- -used — T—_ LSafety Fused/Fuse Problem Protection _ _ �� ��-�_ Standard Automatic Low oil Pressure/High Oil Temperature Shutdowe Standard Overcrank/Overspeed(@ 72 Hz)/rpm Sense Loss Shutdown Standard High Engine'Temperature Shutdown -- _d ��_ ��� Standard_ ilnternal FaulVlncorrect Wang Protection— -� - Standard_ W Common Extemal Fault Capability _Standard u _ LFieidUpgradableFirmware .._..__._._v__..�_.�... _ _ ____..__�.W...__ _._._.. . Standard j **Sound levels are taken from the front of the generator Sound levels takenfromo1i;sidesofthegeneratormaybe lugherdependingonmslallabonparamelers.Rabngdefinitions-StandbyApplicableforsupplyingemergencypowerfortheduration o1 the utility power outage No ovedoad capability is available for this rating (All ratings in accordance wM BS5514,IS03046 and DIN6271) *Maiamum lolovolt amps and current are subject to and limited by such factors as fuel Btu/megaloule content,ambiraittemperature,altitude,engine powerand condition,etc Maximum power decreases about 35 percent for each 1,000feet(3048meters)abovesealevel,and also vnlldecrease about 1percentforeach 6°0(10°F)above l6°C(60IF), GENERAC® 16/20/22 kW switch options Limited Circuits Switch Features Model _ 6007036-0(16kW) • 16 circuits,breakers not included. current Rating(Amps] 100 • Electrically operated,mechanically-held contacts for fast,positive �-t Rating(Amps) Voltage Rabng(VAC) 120/240,.10 connections Utility Voltage Monitor(Faced)' • Rated for all classes of load,100%equipment rated,both inductive and -Pick-up 80% resistive -Dropout 65% r • 2 pole,250 VAC Contactors. [Return to uhliC _ approx 15 sec • 30 millisecond transfer time. Exerciser hi-weekly for 5 minutes`_t Standard • Dual coil design. �UL Listed Standard • Rated for both copper and aluminum conductors. Total circuits Available 16 • Main contacts are silver plated or silver alloy to resist welding and sticking. Tandem Breaker Capabilities a spaces • NEMA/UL 3R Avaluminum outdoor enclosure allows for indoor or outdoor CircuitAv Breaker Protected ailable RMS Symmetrical 10,000 mounting flexibility. Faun current @ 250 volts • Multi listed for use with 1"standard,tandem,GFCI and AFCI breakers from *Function of Evolution Controller Siemens,Murray,Eaton and Square D for the most flexible and cost effec- Exercise can be set to weekly or monthly tive install. Dimensions W1 200 Amps 120/240,1H Open Transition Service Rated Height Width Depth Hz H1 H2 W1 W2 in 27.24 300 11.4 13.5 709 " mm 6920 1 7624 2890 343 0 180.0 Note-The 50 amp switch is flush mountable Ht and W1 refer to mounting hole spacing H2 and W2 are cover dimensions H3 and W3 are the enclosure dimensions without cover °EP,1, Wz Wire Ranges Conductor Lug Neutral Lug Ground Lug 1/0-#14 2/0-#14 2/0-#14 Service Bated Smart Switch Features Model G007037-0(16 kW)/G007039-0(20 kW)/ • Includes Digital Power Management Technology standard(DPM) 0007043-0(22 kW) No.of Poles_ .7 • Intelligently manages up to four air conditioner loads with no additional Current Rating(Amps) 200 hardware. Voltage Rating,(VAC) . 120%240,10 ] • Up to four more large(240 VAC)loads can be managed when used in Utility Voltage Monitor(Fixed)• - conjunction with Smart Management Modules(SMMs). -Pick-up Bo% • _Electrically operated,mechanically-held contacts for fast,clean connections. -Dropout)Return to Utility' approx. five. ��� _65% �� - � , • Rated for all classes of load,100%equipment rated,both inductive and resis- Exercise Utilitweeky* 5 minutes* _ standard _ UL Liste � '�_�� • Up to four more large(120/240 VAC)loads can be managed when used In con- d Standard� — - junction with 50 amp Power Management Modules(PMM**). Enclosure Type NEMA/UL 3R CucudBreakerProtected 22,000 • 2 pole,250 VAC Contactors. Lug Range 250 MCM-#fi • Service equipment rated,dual coil design. • Rated for both aluminum and copper conductors. *Function of Evolution Controller • Main contacts are silver plated or silver alloy to resist welding and sticking. W1- • NEMA/UL 3R aluminum outdoor enclosure allows for indoor or outdoor mount- ing flexibility. Dimensions 200 Amps 120/240,18 "2 H1 Open Transition Service Rated H1 Height H2 W1 Width W2 - Depth in 2724 30.0 11.4 13.5 7.09 mm 692.0 7624 2890 3430 1800 °STM i W2--I GENERAC 16/20/22 kW available accessories Model# y�Y Product __.. Description - - -- - _! Generac's Mobile Link allows you to check the status of your generator from anywhere that you have ac- G006463-4 Mobile Link— Tess to an Internet connection from a PC or with any smart device. You will even be notified via e-mail or� text message when a change in the generators status occurs. Available in the U.S.only. G005819-0 26R Wet Cell Battery Every standby generator requires a battery to start the system.Generac offers the recommended 26R wet cell battery for use with all air-cooled standby product(excluding PowerPact®). , G007101-0 Battery Pad Warmer The pad warmer rests under the battery.Recommended for use if the temperature regularly falls below 0°F. �® (Not necessary for use with AGM-style batteries). G007102-0 Oil Warmer Oil warmer slips directly over the oil filter.Recommended for use if the temperature regularly falls below 0°F. pi G007103-0 #Breather Warmer The breather warmer is for use in extreme cold weather applications. For use with Evolution controllers j only in climates where heavy icing occurs. - G005621-0 Auxiliary Transfer Switch I The auxiliary transfer switch contact kit allows the transfer switch to lock out a single large electrical load { _ Contact Kit E you may not need Not compatible with 50 amp pre-wired switches. _ j Fascia Base Wrap Kit The fascia base wrap snaps together around the bottom of the new air cooled generators.This offers a G007027-0-Bisque (Standard on 22 kW) I sleek,contoured appearance as well as offering protection from rodents and insects by covering the lifting 1 ; holes located in the base. 1 If the generator enclosure is scratched or damaged,it is important to touch-up the paint to protect from G005703-0--Bisque- Paint Kit future corrosion.The paint kit includes the necessary paint to properly maintain or touch-up a generator ' enclosure. --It 6006485-0 Scheduled Maintenance Kit Generac's scheduled maintenance kits provide all the hardware necessary to perform complete routine I maintenance on a General;automatic standby generator. G006873-0 , Smart Management Modules are used in conjunction with the Automatic Transfer Switch to increase its 'Smart Management Module 1(50 Amps) power management capabilities.it provides additional power management flexibility not found in any other] I power management system. } dimensions & PCs Dimensions shown are approkmate Refer to installation manual for exact dimensions DO NOT USE THESE DIMENSIONS FOR INSTALLATION PURPOSES _ 1219 mm Model UPC (26 c int r0&O Int G007035-0 696471070354 G007036-0 696471070361 G007037-0 696471070378 mew G007038-0 696471070385 G007039-0 696471070392 c ® v G007042-0 696471070422 G007043-0 696471070439 64R 'n, 1Q 5IM LEFT SIDE VIEW MOWMEW GENE RAC® Generac Power Systems,Inc. •S45 W29290 HWY.59,Waukesha,WI 53189 • generac.com ©2016 Generac Power Systems,Inc All rights reserved,All specifications are subject to change without notice Part No 10000000194-D 10/03/16 1%X l'-TREADS t 6-11?%1'• NEW IPE 6'TREADS STANEDIPEMMkp ,STPJNLIPE I� IIIII I II STAMEDBOTTOAI RARw1STA1NLE53 III I I DN ' I STEEL CARL SPHERERAUNGSYSTEMTOMEET Vim/ 4'SPHEflENEW IM ERE RED fl NEW t%41PE DECK NEWDECKTOBECENTERB ON •7' \�\�\� 3' 1C „�JJ DD 7-0'DOOR 6V DWRBY OTHEfl6wl Poi' �`\ \\\ APR 2017 BUMDINGDEPT. TOWN OF SOUMOLD � D q APR - 2017 HOUSE BY OTHERS BUMDING DEPT. TONM®F SOUTHO D ,f 4X4 RT POSTw12WCONCRETE Wl(4)#5 �aG / FOOTINIGFOOT G®4'4Y BELOW GRADE MIN WI(4)#5 ti� _ " D /'� 41 RE-BARSW t0'SONOTUBEWI(4)IA6 RE-BARS �Z�PFx%0 VERTICAL-EMBED INTO FOOTING MN,8' I/ -4-THICK CONCRETE PA[ EMBEDCB44 BASE FORCONRECTINGWOOD _ UP WOOD STEP wl(2)JW RE• TO SONONBE(TYPICAL OFALL PORCH POST f• \ J j / / — FOOTINGS UNlE530THERM SE NOTED) 6$S \p$7o VIII ,111 6 m rn �/L y��C) 14 LANDING ABOVE 9d / \\\ >` P8T I _ U /� A \ \�4,vy55�� 2aY.• 'DY. ' lg P MIDAA\. 9N—'— LANDING TO BE CENTERED ON ENTRY I �® f:B�ZHN OQ^ STONE PORCH BY OTHER ; \ DOORBYOTHERSOFIE '9 03?368 STAINED IPE HANDRAILS®36"& 7H', __`-- AEON By DECKWRH TOPOF m re 1Z� ~ STAINED BOTTOM RAIL STAINLESSSTONEPORCH I ti F IN STEEL CItB4'RAILING SYSTEM TO MEET -'- tiDNE ANDEREBiONE POR®MEETS DECKO4°SPHERE RULE SYSTEM TO REO. �_DN'—_— NEWIAIPEDECI( PT 9no LEDGERNEWMES4Y%i'Hi'1READSWB['RISE I STAINED BOTTOM RSTAINEDIPEAIL.1 STAINLESS 36-It rr —r-- STEEL CABLE PANNG SYSTEM TO MEET 4'SPHERE RULE WHERE REO. / DOB Stam band NOte9 PLAN: FIRST FLOOR PROPOSED DECK / NOUN,reproduce oo or dlssemtnation maybe made of NIS drawing and the concepts set forth heron wdh out pdor written consent Copyright 2017,CAN Architecture and Design,LLC HOUSE BY OTHERS BUI W)ING DEPA1tTbIEW t ® 76 Vellcy Rood Greenwich, 16117 Phone (203)622-7287 Architecture caharchltecture com and Design,LLC - DENARDO RESIDENCE 2165 CLEARVIEW AVE SOUTHOLD,NY 11971 PROPOSED DECK BASEMENT PLAN FIRST FLOOR PLAN BTONEFORCHBYOTHERS S LANDING TO BE CENTERED ON ENTRY STEPSABOVE _ N DOORBYOTHERS LANDING ABOVE R RgD ARL, Date 033117 4%4 P.T.POST w124'CONCRETESIGF00T 5�5'tOPHER•q yiA, Project ' N I I I -I F.,G®f 4MBELOWGRADEMA%W(4)#5 (7,tom` F(1 UP ie RE•6ARSWfO'BNONBEWI(4)k6REAAR6 V Revieicn I >I VE.BAM dELIBEDNTOFOOTING MN B' PLAN' BASEMENT ,. I (2 P4 =CAL-EMBED OC844BASE FORCONNECTINGWOOD Scale 1/9'=1'-0° # TO SONOTUBE(TYPICAL OF ALL PORCH POST N 100.00 FOOTINGS UNLESS OTHERWISE NOTED) 9TF W1368 yp OF NES Page Number t HOUSE BY OTHERS HOUSE BY OTHERS ��—-- LANDING TOBECENTEREDONENTRY III rr ,,IIII II DOOR BY OTHERS - III A III LANDINDRAILS 036'.15TANLESS - STEEL CABLE RAE SYSTEM TO NEET 4' IPE HANDRABS®3EW6TAWED IPE III IL__JI III SPHERE RULE WHERE RED, BOrroLl RALLvdSTANIESSSTEEL __ 2%31PE SMALL HANG III III RA143TAINED CAB LERABSYSTEMTOMEETV 2X6X6PEPOSTCAP,STAWED SPHERERULEWHEREREO III -1loll 4X41PEPOST,STAINED STAINED EE SALUSTERSAS NEEDED 2X 21PE BALUSTER,STAINED HOUSE BY OTHERS 514 X4 NEBOTTOM BALL,STAINED NEW IX4 UPS LANDNG,STAINED _ AFINISHEO FIRSTFLOOR _ PAIME01XID 1GO — 12'-6314 40T PO5i - STONE PORCH BY OTHERS • 4x4 P.T POST ,��REA R C NEW WE S-0'X 1'$'TRFADS r, IANOWGTOBECENTERED OYENTRY �O�nu��q L./� GRADOORBYO7HER5 Il '] o B'-0 DE F co L__� ELEVATION: FRONT(SOUTH) (P O� 13 � FpF NES OOBStam send Notes No use,reproduction or dissemination maybe made of thIs drawingand Ne ooncepb setfohh heron with out prior written consent Copyright2017,CAN Architecture and Design,LLC BUILDING HOUSE BY OTHERS DEPABT11IErff � 78 Valloy Roed Greenwich,CT 06807 Phone (203)622-7287 ------ -- - - -- ---, ---- _-- -- _ _ _ _ _ _ _ Architecture caharchilecturo com NEW DECK TO BE CENTERED and Design,LLC _ ONOODRBYOTHEAS IPEHANDRAIL9®36'wl ��� ERS TO EW E '' DENARDO RESIDENCE IPE HANDRAILS®38'W/STAINLESS SPHERE RULE WHERE REO STEEL CAB EL RAIL SYSTEM TO MEET 2X31PESMALLHANDRAIL STAKED VSPHERE RULE WHERE RED. I I ' 2X6X SIPE POST CAP,STAINED 2165 CLEARVIEW AVE - 4X4�POST.STAINED BY OTHERS SOU1T{OLD,NY 11971 2 X 21PE BALUSTER STAINED NEW t%41PE LANDING,STAINED NEWIX41PEDKKSSTNN u""ED EXTERIOR ELEVATIONS FINISHED FIRST FSOUTH LOOR DE^�_ NORTH tz'-toala^ �3l4• - 4x4 P T POST - NEWIPES$'Xl'.rTREAD NEW IPE$47X1'$'TRFADS PT 4 X4 POST.STAINED GRADE �aEp gyfC Dace 03 3117 I I I I I I I I yS ytp?HE Rq'�'ir� Protect I I I II I I I STANEO n EIALUSIERSAS NEEDED ��� ° Raviefon II IIII II II N r ELEVATION: REAR(NORTH) A-9.00.00 9 C31�B o� Sole'114" V-0^ TF fiJ 4F NE page Number HOUSE BY OTHERS ' HOUSE BY OTHERS IPE HANDRAILS 0 36•WI STAXESS STEEL CASEL RAIL SYSTEM TO MEET V SPHERE RULE WHER'c REO, 2X31PESMALLHANDRAIL' ED - 2X6X8IPE POST CAP,;GED PEHANDMILS@.viw 4 X4IPE POST,STAINED STAINLESS STEEL CABEL RAIL 2 X 2 PE BALUSTER,STAINED SYSTEMTO MEET 4'SPHERE - 53X4 PE BOTTOM RAIL,STAINED RULE WHERE REO. NEW IX4In LANDING,STAINED - NEW IX4IPE LANDING,STAINED .A FINISHED FIRST FLOOR i2-711314° T.�—�4°�H -- —63/0 — I •_ 4X4 P.T POST IPE4X4PP0ST IX-6314°4 4X4PT.P0ST NEWIPEF-WXI'B4STREAD ED A c GRADE ''1/` S GRAD NO 11. i i i i I C9 G C� N � � O ELEVATION: RIGHT SIDE(EAST) '9T 03 368 .� Scale,IM,-11•0" • 4s,OF: N HOUSE BY OTHERS 008 Stem santlNotes No use,reproduction or disseminallon may be made otthls drawing and the concepts setfodh heron with out prior written consent Copyright 2017,CAH Amhitecture and ' Design,LLC BUILDING DEPARTMENT 78 Valley Road Green ch CT 06807 Phonewl(203)622.7287 i•, - -� Architecture caharchllocture HOUSE BY OTHERS and Design,LLC IPENANDRULS@36•WISTAIRESS DENARDO RESIDENCE STEEL PEHANDRAas®3S•WISTAIN ESS 4. _ CABLE MEET 5TFFLCABLE RPIL SYSTEM TO MELT4• 2165 CLEARVIEW AVE SPHERE RULEWHLEWHERE REO. SPHERE RULE WHERE RED. .SOUTHOLD,NY 11971 - EXTERIOR ELEVATIONS FINISHED FIRST FLOOR EAST 12'•103/4" H -- DEH3HM>BRC FINISHED FIRST FLOOR Z-6 314 Ir�aa Tr.I0314 WEST M GRADE GRADE .60 ARO Date 033117 ADPHER t�iA Project I I _- F• I I I I Revision �A ELEVATION: LEFT SIDE(WEST) '"„ A-2901.00 o3T3� Scale: yo - 4F NES Pegs Number THIS FACTORY—MANUFACTURED HOME (FMH) PLAN HAS BEEN DERIVED FROM A SYSTEM SET OF STATE OF : NEW YOIDNAN, PROFESSIONAL FMH PLANS APPROVED — DOS MANUFACTURER'S APPROVAL NO M013-2015-001 r EXPIRATION DATE 12-31-2016,.WHICH HAS NOT BEEN MODIFIED IN ANY WAY o ¢ azM 72 EAST MARKET STREET z N V) CODES: P BUILDING 72 E. MARKET ST. w o _ 2010 RESIDENTIAL CODE OF NEW YORK STATE MIDDLEBURG, PA. 17842 N 2008 NATIONAL ELECTRICAL CODE B S PHONE (570) 837-1424 Y acj ENERGY CONSERVATION CONSTRUCTION CODE OF NYS — 2010 EDITION SYSTEMS, INC. FAX: (570) 837-6133 0 0 co ENE Ij_ N Ln TWO STORY MODEL 0o SITE ADDRESS: � o Z a DRAWING INDEX 2165 CLEARVIEW AVENUE V PAGE DESCRIPTION SOUTHOLD, NY 11971 z = 1 COVER SHEET ON- 70759 0 0 0Ln SITE ELEVATION: Zr- 1-2 4 ELEVATIONS 13 FT. ABOVE SEA LEVEL :Eo o P E. SEAI 3.1 FIRST STORY FLOOR PLAN +2.1 PSF FOR EVERY 100' ABOVE 1,000 FT. TO THE BEST OF MY KNOWLEDGE, BELIEF, AND PROFESSIONAL JUDGEMENT, THESE OF NEIN = N 32 SECOND STORY FLOOR PLAN 20 SNOW LOAD PER>M AP PLANS (AND SPECIFICATIONS) ARE IN COMPLIANCE WITH THE E.C.C.C.N.Y S, 2016 !� y O o 33 FIRST STORY BRACED WALL PLAN 20 ADJUSTED SNOW LOAD EDITION COMPLIANCE IS DETERIMINED BY THE USE OF RESCHECK, COMPUTER Q� ��OMAS O,p cn W Z �n SOFTWARE DEVELOPED BY DOE, AND CONFORMANCE TO THE GENERAL PROVISIONS co `Q F� a C) W '" W o 3.4 SECOND STORY BRACED WALL PLAN OF CHAPTER 5, CE OR CHAPTER 5 RE OF'THE ENERGY CONSERVATION CODE. * 2 ,t z o 35 BEAMS PAGE INDIVIDUAL (DISCRETE) MODEL PLANS DERIVED FROM THE SYSTEM AND SUBMITTED T 4.1 FIRST STORY ELECTRICAL TO THE LOCAL CODE ENFORCEMENT OFFICIAL IN THE CONNECTION WITH BUILDING n ;j7 '- ul 4.2 SECOND STORY ELECTRICALBUILDING INFORMATION: PERMIT APPLICATION SHALL BE ACCOMPLISHED BY A RESCHECK REPORT. m 4 5 FOUNDATION CONSTRUCTION TYPE: VB 0 0 r 6 CROSS SECTION(s) USE GROUP: SINGLE FAMILY DWELLING LABEL LOCATIONS: A90FESS1cn 7 RAFTER(s) DATA PLATE PER DWELLING AS INDICATED ON PLANS w¢m 8 CONNECTION THIRD PARTY EACH MODULE AS INDICATED ON PLANS 12-30-16 D.Feeney O � o C 9 DOOR AND WINDOW SCHEDULES DESIGN CRITERIA: ¢" STATE LABELS EACH UNIT AS INDICATED ON PLANS RESCHECK WIND SPEED (MPH): 120 MPH PFS STAMP `m w- THESE DRAWINGS ARE PROPERTY OF PROFESSIONAL BUILDING SYSTEMS, INC. No RAFTER BEAM CALCS WIND EXPOSURE: B N W a / AND SHALL NOT BE REPRODUCED AND OR COPIED WITHOUT AUTHORIZATION HIGH WIND CALLS WIND—BORNE DEBRIS: N D SNOW LOAD: 20 PSF Cn Z SEISMIC CATEGORY- C PBSI WILL BE CONSIDERED AS A SUB-CONTRACTOR IN ALL BUILDING 22 — 0 Z PROJECTS, SUPPLYING A BUILDING COMPONENT TO A GENERAL CONTRACTORC, w Z cd w OR BUILDER. ALL NOTES WITH REFERENCE TO "IN-FIELD", "ON-SITE" OR FLOOR LOAD (SLEEPING AREAS)' 30 PSF "BY BUILDER" ARE PERTAINING TO THE RESPONSIBILITIES OF THE GENERAL 00 a pp uo FLOOR LOAD ALL OTHER AREAS: 40 PSF CONTRACTOR Ln FLOOR DEAD LOAD 10 PSF N RAFTER LIVE LOAD: 20 PSF THE DRAWINGS IN THIS SUBSET SHOULD NOT BE SCALED FOR DIMENSIONAL D RAFTER DEAD LOAD- 10 PSF REFERENCE. ALL DIMENSION LINES AND NOTES SUPERCEDE ANY SUCH DDCEILING LIVE LOAD: 20 PSF REFERENCE DISCRETE MODELS (PLANS HAVING THE SAME SPECIFIC ROOM CEILING DEAD LOAD: 10 PSF ARRANGEMENT OR ARCHITECTURAL STYLE) SHALL BE PREPARED FROM THESE JAN 5 2017 BUILDINGS IN HIGH WIND AREAS THAT ARE DRAWINGS WITHOUT MODIFICATION, ADDITION OR DELETION IN ANY MANNER. SUSCEPTIBLE TO WIND BORNE DEBRIS SHALL 1. IT IS MANDATORY FOR THE BUILDER TO COMPLETE THIS HOME IN STATE STAMP JJ COMPLY WITH SECTION R301.2 1.2 ON-SITE COMPLIANCE WITH THE 2016 NYS UNIFORM CODE SUPPLEMENT BUILDING DEPT. cn � � z > lz-, BY BUILDER REQUIREMENTS, ADDITIONAL SITE WORK MAY BE: Q a w z a . _ a FLOOR INSULATION - CRAWL SPACE TOWN OF SOITTHOLD I— > a o b. FOUNDATION WALL INSULATION - BASEMENT a a c. PERIMETER INSULATION - SLABS 'd. INSULATION - PIPING EXPOSED TO UNCONDITIONAL SPACES THE ABOVE MUST BE ACCOMPLISHED WITHIN STATE CODE REQUIREMENTS m n 2 BUILDER RESPONSIBLE TO FILE THE REQUIRED CERTIFICATION BUILDER RESPONSIBLE TO COMPLY WITH 2 m � d a NYCRR PART 12651 AND NOTIFY CODE FORMS WITH THE LOCAL ELECTRIC UTILITY PRIOR TO OBTAINING a a ¢ _ = 0 U ENFORCEMENT OFFICIAL OF THE USE OF PERMANENT ELECTRIC 'SERVICE o 3. PBSI TO USE INTERNATIONAL ENERGY COMPLIANCE CODE. SEE ENGINEERED LUMBER / TRUSSES AND POST. SUBMISSION SET FOR EXAMPLE. EACH INDIVIDUAL MODEL TO APPROPRIATE SIGNAGE ON STRUCTURE REQUIRE A RESCHECK TO MEET THE I R C. 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STAIRS TO BE 81/4"RISERS AND 9"TREADS. 10.CLG/FLR BEAM FAMILY/DINING ROOM TO BE: 2 1.5"x18"LVL PER UNIT SIZED HEATING SYSTEM TO COVER A BTU LOSS OF 56700 THIS FACTORY-MANUFACTURED HOME (FMH) PLAN HAS BEEN DERIVED FROM A SYSTEM SET OF FMH PLANS APPROVED BY DO S, MANUFACTURER'S APPROVAL NO M013-2015-001 EXPIRATION DATE 12-31-2016, WHICH HAS NOT BEEN MODIFIED IN ANY WAY 0 _ Of w z Qa w Z ~n O W to - w � 0 O I N v 00 Y o (V J 9 O 3 O L� 0 00 OF NE�/ LL_ zL0N �wP CNOMA3 ,r 0� 0o z:) J * O 60'-t' r U G 22'-1' 16'-0' 24'-0' 16'-0' I�i"I •*�` I v w z = r------ ------, EMPEREO• r O 0 z I 3'-7" I 10'-3' 21'-4' � ~ 0 � SPF 2x4 p © SPF HDR 2xfi SPF g2 2x4 ® G O O d- _ u �I� 8052 4i� Q = cV IOf -------------------------- ------------ w I s'-111/2'1UA'T- \ 4'-11• 4'_4• I- ROFES S10p 0 aj 3i�ROUQI KUM6 ONLY FOR°t 11 0 W z ZFIT$i w Ln ommO-QSSPPFS f i�� -- ---------- --- ''' /25 +-_ - 1' ShF4k20N-STEANE SHOWER OPEN TO } O 0FLOOR JCISIS�2'ELEC CONDL 12OC BELOW � H- Z �TUN MOM 18' �32 x24" r47 ED RR nccEss 15'-6' WALK-IN ❑Hes CLOSETscz'ELEc coNLIN BATH //2 �------------------------- - - _ -------------� = I POCKETw CL---------- - Y a^I. ._0.9 8'-' I i a 00 PULL O SiNR ACCESS1 CDFi.. -J i❑ - �d'vO 'y'i;' sc O STORAGE vT un ImL O f STORAGE sD w w Z v °i STORAGE 1 11.1 N Lx a �IiU1N�� T z Zm/ 2r---------------------- -3 vJ C7 / 1 \ BEDROOM//1 B5 FRAME OUT CLC r— W ? 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CHRISO 12/29/2016 4.04 40 PM N NOTES- 1. 6. MAX ANCHOR BOLT SPACING: 6'-0" O.C. 2. PERIMETER RAIL ATTACHED TO SILL WITH 16d. NAILS AT 6" O.C. (4'-0" O.C. MAX. IN AREAS WHERE WIND VELOCITY IS @ OR EXCEEDS 100 MPH) 3. PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE 7 WINDOWS OR VENTS (!NSTALLED BY BLDR) ARE REQ'D TO PROVIDE 1/150 OF FLOOR AREA AS FREE VENTILATION a 4. CONCRETE COMPRESSIVE STRENGTH: 3000 PSI AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE. a 5. M OR S TYPE MORTAR TO BE USED THIS FACTORY-MANUFACTURED HOME (FMH) PLAN HAS BEEN DERIVED FROM A SYSTEM SET OF FMH PLANS APPROVED BY D,O S, MANUFACTURER'S APPROVAL NO. M013-2015-001 EXPIRATION DATE 12-31-2016, WHICH HAS NOT BEEN MODIFIED IN ANY WAY r � F Z � M Q a Z v~i Q RUICE VENT W w � 0 0 U no / \ ASPHALT SMGES W/SELF-SEALED SNIP AND COMPLY W/ / \ ASM D"5 OR ASTM 03+62. 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Q d W Z Gl6R IN-HELD Le) EL W d ]XID SDF/2 O Ifi'OC NP OF Q 8'MIN OGL LIO PERWEIFR BANDS R-19 FLOOR INMATON TO COMPLY WM RESCIECG JOIST HAN(ER(MMU28)OR 2.2 LEDGER AND NSTAIIFO CASTE BY BUILDER - 2A TREATED SLL RATE dSEWERT w CW AT 1/2.OA•IT VU AT 0-0'-CY QC WIN 15' 1/2•CONCRETE EXTLMOR PARGING COVER M/BITUMINOUS WARMOPTIONAL BASdERT WALL wSMTON WERE PERMITTED �- OUNDATION WALL BY BUILDER PLANS m LL ENGINEERED FOR B'TO 12'TUCICIESS J J 1/Y Mw ILIA STANDARD STEEL APE COW. Ne N\m m d Q moWED BY MUM CONTRACTOR Q a 0- Q 2 2 CD U U _ ON-SITE BY OMFRS - 1'GRAVEL BED 4 Na.POUIEMLFNE VAPOR BARRIER 12'CONCRETE FOOTING BY OTHERS 4'MMAIm DRAIN DHE F00111413 ON-S.BY OTHERS I1 PEBM CONRNUOUS -FOUNDATION IS'TYPICAL" ACTUAL FOUNDATION TO BE DESIGNED BY SITE ENGINEER 2 Lo Lo w WRD O LLJ ON ON\N ON\\ ~ \ 1X1 04 04 p \\O \C O N N N N CHRISO 12/29/2016 4 04 40 PM 6 LLI C7 Q a THIS FACTORY—MANUFACTURED HOME (FMH) PLAN HAS BEEN DERIVED FROM A SYSTEM SET OF o } FMH PLANS APPROVED BY D.O.S.-, MANUFACTURER'S APPROVAL NO. M013-2015-001 . ILI z "' EXPIRATION DATE 12-31 -2016, WHICH HAS NOT BEEN MODIFIED IN ANY WAY w N Cr Wo 0 m u o 0 Y o N - J � 0 3 O o 00 N r- D QLn J � 5 z z O D p (n o ©f NES zo o 0 Ln Z -NoMAs 0 Q o � N sAF n p !'1 Ln Lu N N Z r w r w z z m v 3 0 2x4 08052.6 2x2 R°Pes si 2x6 r ,p 2x6 SPF#2 00 12'-0' 2 Q o c5 Io �=moo Q ¢J W W Z W 12 //y�� 0 W ZO Z cd Li N z_c N ) p w Lu LL H m I J N r p� LL. Ln Q Q 6 fl1 LAI2x10 SPF #2 2x10 SPF #2 10° 16'-6 1/2° I6'-6 1/2° ,0• . 11 J1'-6° J A- A D Q (if �- a � a m � a 0 m o ' Lu ~ N Q N N W 0 Q a 0 THIS FACTORY—MANUFACTURED HOME (FMH) PLAN HAS BEEN DERIVED FROM A SYSTEM SET OF O r FMH PLANS APPROVED BY D.O.S., MANUFACTURER'S APPROVAL NO. M013-2015-001 . r' EXPIRATION DATE 12-31 -2016, WHICH HAS NOT BEEN MODIFIED IN ANY WAY W N Wo V 00 Y a N J 0 ^ O 3 O L� 0 00 Li N r� D O U) Lf Q r` J z O 0 o � u w O � 0 Z 0 O Z oLo 0_ � C) c) a � QJ Q O " W c 2 = fn VZ�0 o O w O o Ln i' , w N Z a w w O Z r-, fD U 3 O 2x4 ��pF NEIN P O,p 2x2 2z6 SPF#2 1..` NOmAs 2xe s10 J �O 6'-1 1/16• �J�• yt � Z �' ,— � B Q W N N 10 W �- N m N '00'CL , O 08052rO U) ,z a A�oFESSIONP� Q w Z O x N CL ,a �m W a mfn CD O a - W f7 Z I �— ow s } 7•-11 1/2• 7'-11 1/2• Co Li d m N 2x10 SPFg2 2x10 SPF#2 N Q:� VJ 6 m 27'-6' A— B � Q � o QOf 0- U) am � a Q m o W � N Q N N Li C77 , 2-1 - Q • a THIS FACTORY-MANUFACTURED HOME (FMH) PLAN HAS BEEN DERIVED FROM A SYSTEM SET OF FMH PLANS APPROVED BY DO S, MANUFACTURER'S APPROVAL NO M013-2015-001 C» EXPIRATION DATE 12-31-2016, WHICH HAS NOT BEEN MODIFIED IN ANY WAY 0 B A F z LVL FASTENING Cp115PAFB w o zn E TOP LOADED BEAMS /F O 12A. .a' 1'-0 0 N Z-PLY BEAN J-PLT BEAU {-PLY BFA4 U Y p 12� LATERAL BRACING FOR —� J O 3 O L� o LVL 18" AND GREATER 0 I'-•NMS p1Jf.J Nal_ kAPPROVED N SMEWS Q rn 2X4 LATERAL BRACE FASTENING REQUIREMENTS FOR MULTIPLE PLY LVL MEMBERS J Ln z O 16" 0 C. 2- AND 3-PLY MEMBERS NOTES Q 3-16d NAILS 12" OR LESS x 1 5" MEMBER BEAMS" -FOR 1 75" THICK MEMBERS, USE 0131"x35" NAILS IN PLACE FACH END USE (2) ROWS OF 0 131"x3" NAILS @ 8" 0 C OF 0 131"x3" NAILS 14", 16" OR 18" x 15" MEMBER BEAMS. -THE FOLLOWING SCREWS ARE APPROVED FOR USE IN z = LO USE (3) ROWS OF 0 131"x3" NAILS @ 8" OC CONNECTING MULTIPLE PLIES OF LVL O0 0 I 20",22" OR 24" x 15" MEMBER BEAMS -SMPSON SDW WOOD SCREWS tZ O < o USE (4) ROWS OF 0 131"x3" NAILS @ 8" OC -SIMPSON SDS WOOD SCREWS :F O N w -USP WS WOOD SCREWS = ----_ 4-PLY MEMBERS -FASTENMASTER TRUSSLOK WOOD SCREWS - ___ _-= 16" OR LESS x 1 5" MEMBER BEAMS -IF THE FASTENER POINT PENETRATES A MINIMUM OF 75� OF --- L THE 4TH PLY OF THE BEAM, THEY MAY BE APPLIED FROM ONE V) Z LLn� USE (2) ROWS OF APPROVED SCREWS @ 24" 0 C a r- O K SIDE OF THE BEAM; OTHERWISE, THE FASTENERS MUST BE w 1n � 16 TO 24" x 1 5" MEMBER BEAMS APPLIED FROM BOTH SIDES AND STAGGERED 9 F z o 16d NAIL 12'OC (ON-SITE) USE (3) ROWS OF APPROVED SCREWS @ 24" 0 C -LOAD MUST BE APPLIED EVENLY TO ALL 4 PLIES, OTHERWISE, m v 3 0 USE CONNECTIONS FOR SIDE LOADED MEMBERS -FASTENING SPACING IS FOR EACH ROW STAGGER SPACING BETWEEN ROWS OF FASTENERS 0 0 • C B A ,— M JJ o OF NE[.v y w Q Y a M M < o� ¢�� BBB �P ANO A S �� r V,m v \O �J ¢ • ay 'OC (/ �• W c'X cr f� CL Li 3-16d NAILS C=5-8d NAILS E=3-16d NAILS «w c,T� , r•e suPsa xzsr uw xurw ro wxA� ve�.a=e•nr-•w r.e..m.w) I� /�� 1 _ z Z 13=10d=10d NAILS @ 3''O.C. ALT: C=1 1/2"X26 GA RIDGE F=10d NAILS @ 3"0 C. •%a�wswivs,.As)m NNSrocc. O ane(s)mxu PWfhB UI 1 Ol Z w STRAP W/2-10d NAILS EACH I X80526 �� � w W 1`)e+io 1 aaw �O O co END w 5 > D=7-16 GA STAPLES A-C 9oFEss0NP 7 a. m co cN0 M=1-CS16 STRAP 11-8d NAILS EACH END CRICKET FASTENNG 20# SNOW G=10-16d NAILS J=11-6d NAILS - 2x4 END WALL RAFTER SPANS @ 16" OC H=8-16d NAILS K-12-16 GA STAPLE PER TABLE R80251(l) I-10-10d NAILS L=16d NAIL 12" O.0 (ON-SITE) SIZE & GRADE SPAN J J 2x4 SPF#2 9'-5" Z 2x6 SPF#2 14'-4" ~Q d w z L Q om _ -------------------------------------------------- G C M 2x8 SPF#2 18'-2" c~n L` w Q J 2x10 SPF#2 22'-3" FASTEN VALLEY RAFTER TO PLATE 2x12 SPF#2 25'-9" . O W/(2)#8x3•SCREWS PER RAFTER • • • ATTACH PLATE TO MAIN ROOF 4-16d NAILS TOE r • O • d NAILED Lr 0] w/(2)#8x3"TOE SCREWS 3-16d NAILS FACE NAIIED AT EACH INTERSECTING RAFTER 2x6 FASCIA z U Ln u) o D- xm a SEE TABLE R602 3(1) Q Y N0 a Q 11 11 11 o_ Q = xc� U • • I — _ _ — 4-16d NAILS TOE NAILED or 0_ -16d NAILS FACE NAILED 0 U SEE TABLE R602 3(1) 12 • — 1 LL 3 TO 12 0 0 0 0 •• xu lm sex 6-o m 3W-4' N N\\ O C (BEAM STICKS UP IN ATTIC) Q \� °° C3 N N �O\�\NN O N N NOTE: NEW YORK STATE; SUBSTITUTE 20g. STRAPS FOR 26g STRAPS CHRISO 12/29/2016 4 04 40 PM W CO a o_ THIS FACTORY-MANUFACTURED HOME (FMH) PLAN HAS BEEN DERIVED FROM A SYSTEM SET OF a FMH PLANS APPROVED BY DO S, MANUFACTURER'S APPROVAL NO. M013-2015-001 O EXPIRATION DATE 12-31-2016, WHICH HAS NOT BEEN MODIFIED IN ANY WAY r 2 Z 17 Q a w " w � O N 0 00 Y ¢o CV J O J O L� 0 00 L� z r- Ln Cn QLn J Z r- Z O z Door And Window Schedule o " TYPE QTY DESCRIPTION RO DIAG SQFT LIGHT VENT U DP SHGC EGRESS o o c Z Ln Exterior Door 1 C Masonite Fire Door 2/8 33 1/2"x81 1/2" 88 1/8" 19.5 0 0 0.21 Xo 04 Q = r = F- Exterior Door 1 SP Andersen FWG 60611 HingedPatio Door 72"x83" 109 7/8" 40.46 24.86 15.31 0.32 40 0.28 X oLO 0 0 N Z � Exterior Door 1 A Thermu Tru 3068 Solid (Under 50% Glazing) 38 1/2"x82 1/2" 91" 21.6 0 19.7 0.14 70 X Z M1 U 3 O Interior Door 5 1 (2668) Interior Pocket Door Solid Core 32 1/4"x82 3/4" 88 3/4" 0 0 0 0 Interior Door 12 1 (2668) Interior Swing Door Solid Core 32 1/4"x82 3/4" 88 3/4" 0 0 0 0 Cf) W J Interior Door 5 H (2068) Interior Solid Core Swing Door 26 1/4"x82 3/4" 86 7/8" 15.08 0 0 0 OF VEINY Q. NpMAS O M N� I Interior Door 4 G (1668) Interior Swing Door Solid Core 20 1/4"x82 3/4" 85 1/4" 0 0 0 0 � �� r°�` W Y�2 Window. 4 SP Andersen 400 Series Double Hung 30410 38 1/8"x60 7/8" 71 7/8" 16.12 11.17 6.2 0.32 50 0.33 X _ Q ^ I Cr w Window 2 SP Andersen 400 Series Awning AR31 36 1/2"x17 1/2" 40 1/2" 4.44 2.7 1.3 028 50 0.31 m ' N Woo x N- 2 Q O Window 11 SP Andersen 400 Series Awning Window A21 24 5/8"x24 5/8" 34 7/8" 4.21 3.39 1.3 0.28 50 0.43 A 080526 ��' U� C) Andersen Series Double ung 38 1/8"x68 7/8" 78 3/4" 1799 12.89 571 0.32 50 033 z RpFESS1pNA U Z Window 6 Cottage Sash / / / I o Window 2 SP Andersen 400 Series Casement CR135 17 1/2"x41 3/8" 44 7/8" 5.03 3.1 27 0.3 50 0.34 EL ao r Ln � Window 1 SP Andersen 400 Series Casement CN235 41 1/4"x41 3/8" 58 3/8" 11.85 8 7.2 0.28 50 0.32 � QSH " O am Window 2 n ersen eries ou e ung 22 1/8"x68 7/8" 72 3/8" 10.58 6.23 3.01 0.3 50 0.32 O Cottage Sash Window 1 SP Andersen 400 Series Double Hung 2432-2 60 1/4"x40 7/8" 72 3/4" 17.1 10.18 5.88 0.32 50 0.33 Andersen Series ou e ung / /win 76 1 8'x68 7 8 /102 5 8 36 6 2578 11.42 0.32 50 0.33 Window 2 3056 Cottage Sash 0i J Z Window 1 SP Andersen 400 Series Double Hung 1832 22 1/8"x40 7/8" 46 1/2" 6.28 332 203 0.3 50 0.32 Q a W Z ¢ W Ln a `` ,W a � Of ¢ � a r M o cJ� cnvl0a- Y N\ d Q a s Q 2 2 U' U 0_' U CO (0 (0 O O O O W0 N�O \\\O O N N CHRISO 12/29/2016 4 04 40 PM lal U Q a REFER t0 PLAN FOR KEY NOTES NOT ALL NOTES W z W w o- W w O— Z GENERAL FOUNDATION NOTES: 11 MAY BE KEYED O BUT SHALL APPLY o 0 0 n,,o a o u W I. REFER TO CODE COMPLIANCE FOR REQUIRED MIN. COMPRESSIVE o ¢ ¢ hoz r o _ STRENGTH OF CONCRETE. W U U¢Z ¢z N U Wim ¢ wZWho °W O � UM."(.9U' W,0�� 2. ALL NEW FOUNDATION WALLS SHALL BE 10 POURED CONCRETE ,-' O o z z m z b Z Z �zOz ¢ OI` � O C9-� LL �3so� 7'-0" iN HEIGHT 4 KEYED TO A 8"x18" POURED CONCRETE 22'-1" 13'- 8�_0�� 36'-4y" 3 w -o FOOTING. (UN.O.) �� =� Uyn �Oz 3. ALL FOOTINGS t0 REST ON UNDISTURBED SOIL BEARING OF 2 o LL Z W w =~o O o TON/SQUARE FOOT WITH A MINIMUM OF 36" OF COVER 5'-6" 8�_�11 29'-4° 7'-0y 11 =a z < LL o w <U ¢ a0¢ 4. STEP FOOTING DOWN AS REQUIRED TO ALIGN BOTTOM OF UPPER FOOTING WITH BOTTOM OF LOWER FTG. MAX. 2:1 (PORIZ: VERT.) 5. PROVIDE AND INSTALL DOUBLE JOISTS UNDER PARALLEL WALLS N (TYPICAL) J -- -- -- - - 0 ; : d; . .• 4. 6. ALL FRAMING MEMBERS COMING INTO CONTACT WITH CONCRETE 15 A-1 I '• — —° I 2 8 67 TYP) 15 16 �0 a SHALL BE A MINIMUM OF .40 P.T.P. ' - - - - - - — — -- -- -� I I �- - - - -- -- -- -- - - --- - ---- ---- -- --- --- - - - - - -- -- -I. PROVIDE (2) #5 REBAR 24" VERTICALLY 6 INSIDE CORNERS e C4 (TYPICAL) I - - - -- - -- -- I I A. 4 - - - -- - - -- --- - a---• --- ----- 16 8. PROVIDE < INSTALL "KARNAK" 'ONE-KOTE' 1ELASTOMERIC LIQUID • • I 24"x36" AWNING COORD. LOCATION OF 24"x36" AWNING I ,. • I � � � MEMBRANE WATER PROOFING SYSTEM ON ALL FOUNDATION I UTILITY WINDOW STAIR WITH MODULAR UTILITY WINDOW O WALLS BELOW GRADE. INSTALL AS PER MAINIUFAGTURERS = — —— — —— — —— —— — — —— — — —— —— — - -_ _ _ _j I (TVP) BUILDING DRAWINGS REFER (TYP) 1 I ^' U M INSTRUCTIONS. m I : ';•: :. 1 ,. ,• ,. : •' • . • TO STAIRWAY 4 HANDRAIL I i w � ..t. d . .d •- - -- - - --- -- -- - - -- - - -- I NOTES ON THIS DWG. S. BE POCKET (TYP). ALL GIRDERS AND BEARING BEAMS TO _ M HAVE MINIMUM 4" OF BEARING ON STEEL SWIMS ONLY. PACK ALL I I I I I 15 BEAM POCKETS SOLID WITH NON-SHRINK GROUT AFTER GIRDERS ( I i ,• '• I Z HAVE BEEN SET, m I I I I I . O 10. 3" DIA. STEEL LALLY COLUMN FILLED SOLID W/ 8"x8"x s" CAP 4 = I ( I I 0 1 a BASE PLATES ON 24"x24"x12" POURED CONCRETE FOOTING WITH 04 REBARS �" O.G. EACH WAY. U.N.O. _--- I 4" POURED CONCRETE -------; I I O H 11. PINE TREAD/PiNE BOX STAIR WITH WOOD RAILS AS SELECTED BY I ( I "' 1 SLAB ON 6 MIL POLY V.B. I ( ►-� OWNER REFER TO STAIR 4 HANDRAIL NOTES ON THIS DWG. REFER I I I I j ALSO TO MODULAR MANUR DRAWINGS FOR STAIR LOCATION f------- � . �� �� �� I 12. PROVIDE AND INSTALL BRIDGING At ALL MID SPANS OF ALL _ 5'-5y" -i 3 6 -'1 8 'i 8 -7 E_______I 5 11 5 2 4 4 2b. JOISTS. �, m I RECESSED FRO I ;.•' I 10 H CURB AT DOOR O NG. 13. INSULATE ALL STAIR WALLS, UNDERSIDE OF LANDING AND cit i i FOR BLAB OVER GARAGE � a i f � F —i F � F � i— � F � 0 i— � 0 ao � U �. CELLAR STAIRS. I I I . : : I I I I I I I I I I i I 1 0 1 1 1 NEW 4" POURED CONCRETE _ L— —_I L_ __J L_ _� M L_ L_ I •. . I , �, `a >ce 14. PROVIDE 100 S.F. AREA OF 5/8" TYPE 'X' GYPSUM BOARD OVER 0 I I SLAB WITH 6x6 10010 W.W. REINF. ON '�t I I I • • I � `' BOILER 1 I 6 MIL POLY V.B. OVER 4" THK I I 10 10 10 i I .-- C I GRAVEL BASE COURSE PER SECT. I I I I -�:. 15. PROVIDE AREA WAY AT ALL WINDOWS IN FOUNDATION WALL = 1 R5062.2 OF NYS RES. BLDG CODE 16. PROVIDE CORNER HOLD DOWN. REFER DETAIL I ON THIS I I PITCH SLAB 1 DRAWING I I GARAGE SLAB SHALL BE SLOPED TOWARD OVERHEAD ' 15 DOORWAY TO FACILIATE I I 24"x36" AWNING 1 STAIRWAYS ,AND HANDRAIL I I DRAINAGE AS PER SECTION I ( 61 NOTES: I I 83093 OF THE RES. BUILDING I I 2"x 8" ACQ. LEDGER UTILITY WINDOW 1 i CODE OF N.Y.S. I ANCHOR INTO FND. WALL I I I I. ALL STAIRWAYS AND HANDRAILS MUST BE IN I I Wi}�°m EXP. ANCHOR COMPLIANCE WITH THE RESIDENTIAL CODE OF (P I I I BOLTS 's 24" OC I I NEW YORK STATE SECTIONS 8314, 8315 4 8316. I I I ' •' I STAGGERED TOP 4 BOT I ( w H I I ,— � L -- ----- --- - --- -- -- --- --, 1 ° STAIRWAYS SHALL NOT BE LESS THAN 36" IN I I I 6l d ; d - A 2. d � �• a` I 1 IZ (-� O CLEAR WIDTH AT ALL POINTS ABOVE THE PERMITTED HANDRAIL HEIGHT AND BELOW THE I I I r— — — —— ——'——' — — —— — —— REQUIRED HEADROOM HEIGHT_ ( I I '' I N ��� 0' _, 5 3� ® 5 0y 41-roll 3.-.311 I I O 3. THE MAXIMUM RISER HEIGHT SHALL BE 8 1/411 0 I - -- -- - - ---- -- -- ---- -- - I L . ♦— -- - — -- -- -- .• — •- - -- --- - - — - ---- -- -- _J I Z AND THE MINIMUM TREAD DEPTH SHALL BE. 9". _ ® 2 8 d I H ——— — —— —— —— — — — —— — — ——— — —— — ——— — —— q ALL HANDRAILS SHALL HAVE A MINIMUM 16 I - —16 - - - - -- -- - - - - -- -- -- - - - - -- -- -- -- - . . a — — — —— —— —— —— ——— HE iGHT OF 34" AND A MAXIMUM HEIGHT OF 16 I I 16 O A • 38" MEASURED VERTICALLY FROM THE NOSE L------------� a ZO 10"0 x 36"d POST MSI OF THE TREAD REGARDING LOCATION AT FOOTING WIITH (T� O STAIRS OR VERTICALLY FROM ADJACENT SIMPSON "P544 LANDING. OFFSET POPS BASE SET w � 22'-0" S" 17'-5" 40'-0" A c O O N Residential Code of New York State 80'_111 Table R402.2 • W 1"Ijnimum Specified Compressive Strength of Concrete W F- Muvmum cified Compressive Strength (F` c) F RO F O S E D F O U N D A T I O N/C E L I A R FLAN Type or Locations of Concrete Construction Wetatherin potential +— ' O Negrigble Moderate Severe SCALE: 114" = i 1_0 II d O �'�' 4 NO TH Basement walls, foundations and other concrete not exposed 2900 2,500500 c to the weather. "k Basement slabs and interior slabs on grade, except garage 2,500 2,500 2,500 c G� floc- slabs. Basement walls, foundation walls, exterior walls and other 2,500 5,000 d 5,000 d vertical concrete work exposed to the weather. 9 Porches, carport slabs and steps exposed to the weather, dx d,e Q �? 2,500 3,000 3,500 t� and garage floor slabs For 51: 1 pound per square inch - 6.895 kPa. a.At 28 days psi. b. See Table R301.2 (1) for weathering potential c.Concrete in these locations that may be subject to freezing and thawling during construction shall be Q s/ 0 CO air-entrained concrete in accordance with Footnote d. W d.Concrete shall be air entrained. Total air content (percent by volume of concrete) shall not be less N than 5 percent or more than 7 percent. e. See Section R402.2 for minimum cement content. Table R403.1 a Table R401 A.1 MINIMUM WIDTH OF CONCRETE OR MASONRY FOOTING finches) Presumptive Load-Bearing Values of Foundation Materials a REFER TO LOAD-BEARING VALUE OF SOIL f) LOAD—BEARIN MODULAR pL 1,500 2,000 31000 4,000 PRESSURE FOR TYPICAL W CONSTRUCTION N W F J 8 w -st 12 Conventional 2 ame cans 12 12 CLA55 OR MATERIAL (P5F) 2--story 15 12 12 12Crystalline r 12,000 Q 3-st 23 17 12 12 Sedimentary and Foliated Rock 4,000 ; o 446 bride veneer over light from or 8-nch Sandy Gravel and/or Gravel � IT,MIN.epee hollow concete masonry (GW and GP) 5,000 DIFFERENCE �O -s Sand, Silty Said, Clayey Sand, Silty `t _ �z Gravel and Clayey Gravel 0 wuL sno tv 1 24 16 (SW, SP, SM, GM and GG) 000 sINRIM 015T 8-ixh soid or fully grout masary ':��: r NEW r sos?�s-0Oe�r�' a INSTALLATION 0OUR r DATE Clay, Sandy Clay, Silty Clay, Clayey sir�sorl srRorr6Tle 2-st 29 21 14 12 Silt, S11t and Sandy Silt NEW 10" P.G. FND see mxl4 s'-0" ANCHOR b (CL ML MH and GH 1,50 i3�s�i�� T ® e BOLTS AT 5'-0"ENT MAX. -•. . 3-st 42 32 21 1 WALLS (TVP) o o FLOOR MIN eMBEDMENT OF Z' a APRIL 2,2016 .101sT ,•; a. a mnurxm too" w Is es,use a single w o solid or fully grouted 12-inch nominal concrete masonry units is a. When saa tests are required by Section 8401.4, the allowable NEW 8"x 16" P.C. _ 'T -,L• ' 15 SCALE permitted. bearing capacities of the sal shall be part of the recornmendafions. b. Where in-place sats with on allowable bearing capacity of less than FOOTING W/ 2x4 AS NOTED 1,500 psf are likely to be present at the site, the allowable bearing KEYWAY (TYP) "M s1u capacity shall be determined by a sats investigation. MATCH BOT. OF 4" P.C. SLAB ON 6 '. a. ':;:.. • •s d '. -.; . ONE 04 DRAWING EXIST. FTG. MiL POLY V.B. +t .,�,N BAR IN • ,::. • '• ~` •-'� �' %• � ARCHITECT'S CERTIFICATION Al 9I son Strong-Tle THIS ARCHITECT CERTIFIES THAT TO THE BEST OF HIS KNOWLEDGE, TY I ',�IM�'I INFORMATION AND BELIEF,THE PLANS ARE IN ACCORDANCE OF TIF. FOUNDATION SE CT I Oil WALL FOLD DOWN ANCHOR 5OLT DETAIL HOLD DOY YI DETAIL. WITH APPLICABLE REQUIREMENTS OF THE 2010 RESIDENTIAL BUILDING CODE OF NEW YORK STATE,THE 2001 WOOD FRAME 1 SCALE' 1/4" o V-0" N,T.S N.T.S N.T.S CONSTRUCTION MANUAL(WFCM)&THE 2010 ENERGY 1 CONSERVATION CODE OF NEW YORK STATE, NFPA 70 STANDARD AND THE LOCAL ZONING ORDINANCE. D L ,_ r ' ;� ODi-7 PLUMBIN B.P.#� a ', , i �._ ts ii►-,.'ei_. .' �,, ,--=->r, �F ALL PLUMBING WA 'TE OCCUPANCY OR `` � WATER LI:JES rd- -0 USE IS UNLA'� FUL NO ... Y:q�, _ : ._. _ R� TE.3� ,o E,�Fo,; coy =RI dG lFY BUI D ri ,,NT AT WITHOUT CERTIFICATE 7651802. $AM TO 4PM FOR THE ` _ :,_, '''. " U FOLLOWING lNSPECTIO?j!S: .. �- � ---_ ('� OCCUPANCY 1. FOUNDATION - TIO REQUIRED _ 4 ..__z - V C Q FOR POURED CO'%CtRETE 1 P ELEVATIONS 2. ROUGH - FRAMIP�^, Fa t,,1gl� Z TOTAL AREA 3.4. INISULATION 4 g S Q . F T. TRUSS pLACARDING REQUIRED FINAL CON-TRUCTION Ml-?ST 0 13E COPvIPLETE FOR C.OB,fN§g, Lv 2 FOUNDATION PLAN USE GROUP ' ALL REQUIREMENTS OF �`OL I FCCUlREMEr�TS OF THE CGur- uF A M I L Y z � YORK STATE. NOT RESPONSIBLE FOR 3A , 313 F PLAN CONST. TYPE DESIGN OR cor�� � TicVB, ec a - . � - ,ORS. <"E'7a:.F 4 , 4C CROSS SECTION GROUND SNOW LOAD = 40 LB SF PLUMBED CERTIFICATI 5A 5B PLUMBING PLANCAT. _ .: ngtr►ec���s _ � , SEISMIC D ESI GN �° � ON LEAD CONTENT BEF �r,. a fit°c�!°�b,,,,,; � nay�wen in�,t�,�€cd to Cay . CERTIFICATE OF OCCUP N Y 6Al6B ELECTRICAL PLAN SOIL SITE = D SOLDER USED IN WAT° 'I . CLASS SUPPLY-SYSTEM CANS _ . EXCEED 2110 OF 1%LE D. 8 STD . , NOTES 8c DETAILS WIND SPEED (,3 SEC. GUST = 120 MP - -3�) H �� — of Lu — Q\QQ N Z EXPOSURE CATEGORY B Zr W 0 y Q MEAN ROOF HEIGHT = 33 MAX FT b "b Seo DO NOT PROCEED WITHFRAMING UNTIL SURVEY S 1.1C FLOORLIVE LOAD OFFOUNDATION OCATION HAS BEEN APPROVED. , 1St FL . = 40 LB /SF C° Q Q 0 2nd FL . = 30 LB /SF c� � Z z z O z F O Y S U Q Ld O S = W U Of O � a N V "It 00 C" _ LO C/) I Z ° ` N) >- CO * OCD3LO DESIGNED TO THE FOLLOWING. 00 3 � �— L- co — 2010 RESIDENTIAL CODE OF NEW YORKz N C �0 STATE o Wo .� — 2001 WOOD FRAME CONSTRUCTION MANUAL, SBC HIGH WIND EDITION o wQ � N = � -o — 2010 ENERGY CONSERVATION CONSTRUCTION CODE OF � � — Q> = N NEW YORK STATEQ // 'J-' w r- ry W _� c Lr) — 2008 NATIONAL ECODE O = moo > () a> Qz MZ NOTE: THE PLANS AND SPECIFICATIONS OF THIS PERMIT PLAN SET ARE DERIVED FROM AND CONSISTENT WITH J Z Qrvol THE SYSTEMS SET OF PLANS AND SPECIFICATIONS APPROVED AND ON FILE WITH THE DEPARTMENT OF STATE, 0 0 0 0 W ®® WHICH WERE APPROVED ON DECEMBER 23, 2014 UNDER SYSTEMS NUMBER M0659-2010-118. W z Y � z O 0 � � o ®® Q Y Zv Q o �WO�ZO Z D Urns Ar- < A >— O I— W c- 07 0JJ m 6 Q LIJ 0z wI � zp .. (nLi W - Z C� Qc0io q,-4-Jrz'va OVERHANG DIMENSION N HOUSE WIDTH ROOF PITCH 24'-0" 26'-0"/30'-0" 27'-8"/31 1-81, 5/12 16" 11" 16" 7/12 16" 11" 16" 9/12 12" ill' 12" U 12/12 �_8 3/4" 8 3/4" 8 3/4" z W Q z O U - -- W _PANELIZED REVERSE GABLE BY WMH m PLUMBING VENT z -- STACK D] 12 it 0 9 oQ. w � N Q -- REVERSE GABLE _ ON SITE BY B/P U i o OVERHANG SEE CHAR — j SOFFIT BY WMH -- — _-- Q LL/MEE Q\ N 140 Elm EM Ld ��oy�Nb OQQ } & * UC��S� m ALL EXT.STAIRS, STEPS, RAILS & GUARDS TO BE m DESIGNED, SUPPLIED A�JD INSTALLED BY B/P i m «\ J FRONT ELEVATION i i RIGHT ELEVATION I I I O C, 0 0 *ALL SIDING, CORNERS & FRIEZE Z BOARDS ON SITE BY B/P. ALL WINDOW o 0 & DOOR PICTURE FRAME BY WMH* � Z s w O Q 0L IJ U w � V) o_ J c� � co -- -- - _ ' N cD _ — > 00 – ---= 6•-0• 6•-0• O 3 ISA -- ---- TRUSSES 01 10 _T,USSES 016'0.C. �.l TO ACC. DRIFT TO ACC. DRIFT 00 7 IU qqq Z Z.� w > O p X _ Z =3 vrn D U> w0 < � 31 - > O UO O O O Q tn � � .pC) =HH=HV (� O0 - NON �- lM o 0, CD -m _ _+— _ N Q IgM _ co r1_ O W S ctj co LU 1 -7 Fffl] Q� > 11,41 F_ ® 0000 0000 Ld � zQ O O O : .. 00 0000 0®00IF ..:.... ... .: ......... ----------- z ®® .....: .: .. ... .. . . . .... . I I I I I :2 0 (Z) IIN Q Of Q Y coz LEFT ELEVATION i i REAR ELEVATIONC � C) 0) c I I I Z m m � Ld �o— zp �. d,o . (<jL - 22'-1" 58'-0" Z 13'-7 1/2" g'_0" 36'-4 1/2" W Q -------------- Z I I I I � ----- ----------------- I I L----`" ----------------------------- W I (4T2007-ABODE I I r- ---------------------J L----------------------------------------------------------- I W °o I FOUNDATION WALL I Z M NG � r ---------------------------------- --J I SA I I I I r--------------------------------- -�1 BASEMENT UP (EXCAVATED) I N= I I o_ STAIRS DESIGNED & I I MAXIMUM SPAN BETWEEN COLUMNS CONSTRUCTED BY I I I rw i9,-6" I I I I I I 9'-6- 10 '-6"10-11 7'-3" 7" 17'-2" 5'-11" 10'-4" 800# LF ----'-1,320#AF 1,746# 800# LF 800#AF 800# LF I I I I I I w r r * r s I I I I I I I I M I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I loo I I I - - -o0 � - -I- o--I- - -�� GARAGE I I L- J L- J L- J L- J I J L- J (UNEXCAVATED) I I LALLY COLUMN I I 00I I I I I I COLUMN FOOTING I I I i W I I I I I I I I I I I I I I I I i i o I I I I I I Oro I I I 11 p ,i I h1 j I H IJ `- -----------------------------� o Pio �gGpN C I I O o 0 I I 86,1 II Ilo -------------- I I I I � ---- 1 P�ONPORCH 10 I I I I Z I .I ABOVE -I ------------ --------------------------------------------------- -� I z II I �-- -------------------------------� M ''� z z f- O U --------------------------------------- -I ----------------------------------------------------------------------= N S = Q W U y O W VA O_ 22'-0" 18-1" 40'-0" ol � v 00 � Lo � to � � � N " Q >- 00 3 L0 z U s m -�* 00 00 3 � `. sz 75 � � X 0 w wo -T--) .= J oho Q 0Q 0Ld Lo � �C) = Q WIN =O ® o � — N Q C� fn 5 M 00 W -� c FOUNDATION NOTES: �— ® C/) m u 1) THE FOUNDATION PLAN IS PROVIDED FOR FOUNDATION DESIGN PARAMETERS ONLY. � W >' a COMPLETE FOUNDATION ENGINEERING BASED ON SPECIFIC SITE CONDITIONS, APPLICABLE LOCAL AND STATE CODES, TO BE REVIEWED AND APPROVED BY A REGISTERED Q Z M H ARCHITECT OR ENGINEER IN THE STATE OF HOUSE DESIGNATION. U) (/) 2) THE BUILDER/PURCHASER SHALL BE RESPONSIBLE FOR DESIGN, CONSTRUCTION AND Z Q J CODE COMPLIANCE OF ALL FOUNDATION ELEMENTS INCLUDING (BUT NOT LIMITED TO) O Q () � ,�1 ®® STRUCTURAL„ PLUMBING, ELECTRICAL. HEATING, ENERGY CONSERVATION AND FIRE z (-) O 11 SEPERATION. Z Y DIf Y O 3) MINIMUM COLUMN FOOTING SIZE SHALL BE 2'-6" x 2'-6" x 10" DEEP. z ®® � :2EO 4) CONCRETE STRENGTH TO BE A MINIMUM 3000 PSI. w Q Y o HO 9b 5) LALLY COLUMN SHALL BE MINIMUM 3 1/2" STEEL PIPE. Q � W O O 6) FOUNDATION SILL SHALL BE PRESERVATIVE TREATED LUMBER (SUPPLIED AND Z m U INSTALLED BY B/P PRIOR TO HOUSE DELIVERY AND SET). THERE SHALL BE NO Q O Q O PROTRUSION ABOVE TOP OF SILL PLATE. I— d W>- W 7) THE BUILDER/PURCHASER SHALL BE RESPONSIBLE FOR ENCLOSING THE BASEMENT V) O J-i M STAIRS AND INSULATING THE BASEMENT STAIR WALLS IN ACCORDANCE WITH ALL w 0 `�-- W Cr r- I I APPLICABLE ENERGY CODE REQUIREMENTS W G�z Q I n z O� .. J W U) z u J Ld Q� C) O O O� Nr� IC<L 58'-0" 13'-7 1/2" g'-p" 36'-4 1/2" U Z 5'-6" 8'-1 5/8" 4'-0" 4'-0" 4'-10 1/2" 4'-11" 4'-11" 14'-7 1/2" 7'-0 1/2" Ld 6'-2 5/8 '-4 1/2' 10'-4 1/2" 3'-8 1/2"" Q lo 2-2432 O 7n co 2,564# 919# BENCH BY B/P 919# iv iv W/G ILLES 1,838 U ` 3,560# 3- 056 T _ _ 8 6T FWH 0611 18 6 # 3- 056 3,56 # UJI (1)9 1/4-MICRO-2ND FL " M I I IH 3,228p(1)5 1/2"MICRO—CLG 3, 5'-0" 4'-0" 4'-0 4'-0" 5'-0 (2)2x5 (2)2xIN 1 I V-1, 5/6" 3'-11 5/8" I TI KITCHEN I " i Z 7155#3,795 A l S 1 S 1 S 1 .795 I IS 13'-6" x 15'-0 1 2" I II I o # ,795 I II� a II I I N 77777,1111 STUDY ii m beI DINING ROOM ii I i N BEDROOM 2 10'-0" x 10'-6" ; s ► 13'-2" x 15'-4" II I 13'-1" x 11'-.3" Q I o �L DE�LyyE C—TOP* I I to X lin w Q I � I � � rn � Vw� III I I I � I co in IIII I m I m F IIII I N 3,500# NI IIII I 0 v" I \ / I D26 REP98 m BDEP II II I N1 EP N II II I vo>n a \ ' I nuTY unuTM unun WC S9 � Ix II it I 242496242498 242498 I II II DN I I FILLER I p2 X301 M I " 1 D26 D26 O "� x \xEa/ �o --y MI LJ 5341# I �mo �� �I ' ri6)1 1/2" x 5 1/2 MICROLAM-CLG m (2)2x6 N Sli P Q� xna 2 11 1 4"MICROS - co A36 A30 �0 �/2" x 9 114"MICROLAM-2ND FL— � — (2 14"MIC—LAM — _I 4,238�E <04 2,999 Q CL 2,427# ui .R SE M �/ ` o / \ I m I (4)2x3 (5)2x3 = 3,560 (2)2x v\=--L Lij C4 t Nvc 3 4- N Z vj 03 \\ , PANELIZED GARAGE N (2)2X OO0 u- 00 , 0 3,500# / \ I BY WMH I D26 O Za - O y FIRE SEPARATION TO BE I N Q 24W .I COMPLETED ON SITE BY B/P I 0 — O 3.5004 \\---------- O PD26 O I N WCs9 S L%�+����. \ / I w o I �2 x3 " �p N 7-1 < O \\ /' to ro o I zm 0 Ot � in I X I'o I a I a0 O r� / \ Lx I0 N I 0: 1 M Q 5606 ' FAMILY ROOM BEDROOM 3 O o Q0 LAG WALL TO MAIN HOUSE D 30 _ 23'-0" x 15'-4" 13'-1" x 11'-10" STUDS W/(10) 1/4"x5" A A l A l iLEDGER LOCK SEWS 3,0715# 3,500# RCH dI -------- N 5,811� 5(28O POSM (2)JACK1A T311ADJCKS Z 795 3 7 A l A l A l A l 7ggp 3 7 5 5,040# 2 4- 056 1.962# 3056 3,078# 3056 3,5150 (n Y 5� S L S L S L S -II 508 -7 5/8 '-11 1/4 1' 3 8" 1' 3 8" 5'_3" ( )9 1/4" x 14'-0 MICROLAM HEADER I 9'-11" 3'-1" Q 0 w U L L 01 5'-0" 4'-0" 4'-0" 4'-0" V-0" 3'-8 5'-0" V-11" 3'-11" '-7" 12'-0" ? 18'-3" 6'-3 3'-6" w x (n 0_ 22'-0" 1' 18'-0" 40'-0" 7. J Urn 00 c_ to _ U-) — " to *9'-0"1 ST FLOOR CEILING HEIGHT* a> I N i N*ANDERSEN STORMWATCH WINDOWS W/IMPACT-RESISTAN T GLASS* Q >- 00 *WINDOWS W/2 OVER CLEAR GRILLE PATTERN* r ~ = z u -ZIP EXTERIOR WALL SHEATHING co -OSB M.WALL SHEATHING a °' " 4 -. -6 PANEL SOLID SMOOTH DOORS 00 3 -UPGRADE BASE & WINDSOR CASING uJ z. II x = rn v 0 U cO 3 p 0_ 6 'O� [�cf) =LLI LLI 0 ® � C3a) 0 C0J_ C = CV Q O N(U/) ® � pMO W _� 0 Lo �— rn 00 C/) ami u W C U) Q Z (/) 0 0 V d zoo ®® 120 MPH WIND ZONE -ENERGY STAR COMPLIANCE- *CAULK UNDER ALL EXTERIOR WALLS* C) O O Y LIGHT Bc VENTILATION SCHEDULE (SF) SHEARWALL LEGEND * Y � z ®® SEAL ALL WIRES PIPES AND VENT PENETRATIONS IN w Q Y LIGHT VENT ALL FIELD NAILING IS 12" OC FLOORS CEILINGS AND EXTERIOR WALLS* Q 0 00 Z ROOM AREA INTERIOR GWB FASTENED WITH ADHESIVE PER s REQUIRED SUPPLIED REQUIRED SUPPLIED FOAM GASKETS TO BE INSTALLED TO ALL EXTERIOR W O O MANUFACTURER'S SPECIFICATIONS. GWB WALL OUTLETS* 0 m U Cn � ADDITIONAL LATERAL LOAD RESISTANCE: 100PLF FAMILY ROOM 353 28.2 51.6 14.12 22.92 *WALL INSULATION TO BE INSTALLED SPLIT AROUND KITCHEN 203 16.2 10.2 8.12 5.88SHEAR WALL-436F If WIRING AND ELECTRICAL BOXES-NO GAPS* Q w p o ® DINING ROOM 202 16.2 35.3 8.08 40.90 EDGE NAILS: 8d COMMON NAILS O s"o.c. *INSTALL MATING WALL GASKET* n:W>- *LOW EXPANSION SPRAY FOAM INSULATION INSTALLED oJJ BEDROOM 2 147 11.8 25.8 5.88 11.46 SHEAR WALL-730 If AROUND DOORS AND WINDOWS* I w� _ II BEDROOM 3 155 12.4 25.8 6.20 11.46 ® EDGE NAILS: 8d COMMON NAILS O 3"o.c. W (n< Z u J wHOLDDOWN LOCATION c QIn Q"D Q STUDY 105 8.4 25.8 4.20 11.46 v o 0 cUi1 r� �I LOAD (Ibs) AND REQUIRED LOAD BY B/P—_ P—U.O.N 58'-0" 18'-0" 24'-0" 16'-0" 0 z 3'-3" 7'-2 1/2" 10'-3 1/2" 3'-3" Ld 2'-4" 4'-41/2" 7'-5 1/2" 2'-4" Qlo 10 1 e . Z 0 1,83818 2-1832 18 2 1,838# V W I I 5'-7 1/4- 4'-11 3/4 \ / V) I I H R I \\ / z I ILA C O R P D \ / I I Y I I I I = \ a. I I N iV I I } I I D 20 n' I I L1NEN " o a I I I � I I / I I � r---� c I1 .a 11 I N k113r. I I 0 / I I N I I � O Q DN D26 D26 D26 Q $� \�Q��\ " �2 1,558 r) �/ (L Q N (2)2x (2)1 1/2" x 11 1/4"MICROLAM Z � LL" 0,�°y�N� roe 10 . 1J I in MASTER BEDROOM o F--------------------------- 23'-0" x 15'-0 1/2" 1 I o ((// o M 4,4211 (2) JACKS Z (2)JACK a O 962# 1,ss2p z 14- 410 w U5'-3" (3)9 1/4" x 4-0 MICROLAM HEADER V-3" o V 12'-0" _ 12'-0 Of 0 0_ N D_ 40'-1" 24'-0" 16'-0" J U C" 00 C" 0) Lo � I � N � (n I *ANDERSEN STORMWATCH WINDOWS W/IMPACT-RESISTANT GLASS* 00 *WINDOWS WZ2 OVER CLEAR GRILLE PATTERN _ �1 -ZIP EXTERIOR WALL SHEATHINGQ U Q_ z -OSB M.WALL SHEATHING 00 -6 PANEL SOLID SMOOTH DOORS 00 3 = " 4 -UPGRADE BASE & WINDSOR CASING 5 z x of c C� w w o -T:3 ) o ® � � O LLJ {a- O IL_ N H o W _� c U-) o ® -c'- � 000 46 LiJ Lu Qz Lu oo � 0 ®® U 120 MPH WIND ZONE z Y < z W LIGHT & VENTILATION SCHEDULE (SF) SHEARWALL LEGEND � � 0 O ®® ALL FIELD NAILING IS 12" OC Q w Q Y INTERIOR GWBACT FASTENED WITH ADHESIVE PER o Lu O O ROOM AREA LIGHT VENT MANUFACTURER'S SPECIFICATIONS. GWB � U rn � REQUIRED SUPPLIED REQUIRED SUPPLIED ADDITIONAL LATERAL LOAD RESISTANCE: IOOPLF z m MSTR BDRM 346 27.7 44.8 13.84 24.12 ® SHEAR WALL-436plf Q w� a OO o EDGE NAILS: 8d COMMON NAILS O 6"o.c. J } � ® SHEAR WALL-730pif �0� ~ m z� ..wll EDGE NAILS: 8d COMMOAN NAILS ® 3"o.c. W N Fn La z w U cfl HOLDDOWN Z) Q LOAD (Ibs) AND REQUIRED LOAD BY P-U.O.N m Oto r� C 8 II Z Ld CONT RIDGE VENT 18 int/LF Q O F TYP ROOF W 30 YR SELF-SEALING FIBERGLASS SHINGLES 0- 12 OVER 15# ROOFING FELT 9F OVER 5/8" AGENCY RATED SHEATHING Z THIS ATTIC SPACE BITUTHANE APPLIED CONTINUOUSLY PRE ENGINEERED & IS DESIGNED TO EAVES FOR ICE SHIELD CERTIFIED ROOF TRUSS DESIGN w o FOR STORAGE Q V) o Q AIR BAFFLE BYE` CD WMH R38 INSULATION 6,1 W/VAPOR BARRIER _ X --..' 1x6 SUB-FASCIA ---ALUMINUM FASCIA 2x6 BLOCK BETWEEN EVERY OTHER TRUSS w/ VINYL SOFFIT 10.7 in t/ft2 VENT w LU CA (3) 16d FACE-NAILS AND TYP INTERIOR WALL Z � ti (3 16d END-NAILS AT 0 [2] 2x4 SPF #3 TOP PLATES �� V- 2 0 "- EACH END OF BLOCK I TYP EXTERIOR WALL Lv p 0 ,� o � 2x4 SPF #3 ©16 O.C. STUDS y 4 2x4 SPF #3 SOLE PLATE [2] 2x6 SPF #3 TOP PLATES d. liyy Q U* 1/2" GWB BOTH SIDES 2x6 SPF #3 @ 16 OC STUDS � 2x6 SPF #2 SOLE PLATE U���S�O 1/2" GWB INTERIOR SIDE t R21 INSULATION WITH VAPOR BARRIER �n 2x10 SPF #2 © 16" OC FLR JST 1/2" AGENCY RATED SHEATHING EXTERIOR SIDE WEATHER - PROTECTIVE BARRIER rn tidy r - SIDING BY B/P TYP MARRIAGE WALL o o 2x3 [2] SPF #3 TOP PLATES 2x3 SPF #3 @ 12" O.C.(1 st FLR) - o 2x3 SPF #3 @ 16" O.C.(2nd FLR) 9 0 t� z 16d COMMONS 1/2" AGENCY RATED SHTG. MAT.SIDE of z TOE NAIL 012" o.c. _ z 2ND FL o 1/2" GWB INTERIOR SIDE o Q zo o 0 D --►� a, 2x3 SPF #3 SOLE PLATE z a _j n o w 7 1ST FL CLG o o: a 8d COMMONS ap Q (A o 6" o.c. ALONG BAND o z AGENCY RATED SHTG. a J U rn rn o TYP SUB-FLOORING 3/4" I N 2x6 PT SILL PLATE /,62x10 SPF #2 CS 12" OC FLR JST' /�I�%/ m Z to I (SUPPLIED & INSTALLED BY B/P) Q R-19 FIBERGLASS INSULATION m O C 3 Lo a TO COMPLY W/ENERGY CODEo � �, 1 = Z LL_ (INSTALLED BY B/P W/VAPOR 0 m a m �.J co 0 BARRIER TO WARM SIDE) 9" � 0 00 w v - a r X rn 0 SUPPORTS \ o w 5� z 1 E rn a FOUNDATION WALL LALLY COLUMN & STAIRS `n I = U w Q o `/ � •� W i� 0 BY B/P 00 :z � o ' I O H O m � p uj OQ Lo � Qz � w ` 0 orn z /� FOUNDATION FOOTING N -q- a J = N (n Q 0) (n m M 00 COLUMN FOOTING—� I j V a -+- 000 m __� W (V � aZ pcn SMF- `� ` I O Lli oo O U O Z �/ ®® z Y Q Z 1..1... 0 :2O O ®® 6� QLd Y 1 Lugo z Umar Qw� w CD (� J J �U� z� W LLI�UnL� z � �� � Q� J D o0 o� oOvfi.- al lee fe 1 1/4" x 20 GA STEEL UPLIFT STRAPS INSTALLED OVER ROOF SHEATHING AND FASTENED PER TABLE INTO ROOF PEAK FRAME AND ROOF TRUSS TOP CHORD - - - - - - - - J • ROOF PEAK INSERT FRAME \\%\\ Z ROOF PEAK FRAME 1 1/4' x 20 GA STEEL UPLIFT STRAPS INSTALLED OVER W ROOF SHEATHING AND FASTENED PER TABLE INTO ROOF C' (PEAK FRAME AND ROOF TRUSS TOP CHORD J Q ROOF TRUSS TOP CHORD — COLLAR TIE FASTENED WITH Z (5) 10d NAILS PER END INTO OH FLIP TYPE ROOF RIDGE CONNECTION O TRUSS TOP CHORDS U W STORAGE OR CAPE TRUSS TOP CHORD TRUSS HINGE PLATE Z KNEE WALL ROOF TRUSS TOP CHORD 1 1TEN x 20 GA STEEL UPLIFT STRAPS ROOF TRUSS BOTTOM CHORD FASTENED PER TABLE INTO KNEE WALL AND ROOF TRUSS BOTTOM CHORD Q ROOF TRUSS BOTTOM CHORD °° OE STORAGE OR CAPE ROOF CONNECTIONS @ KNEE WALL, COLLAR TIE AND ROOF RIDGE EXTERIOR WALL STUD . FACTORY MATING WALL STUD RESPONSIBILITY v'Y © ROOF TO EXTERIOR WALL CONNECTION — — F STORAGE OR CAPE ROOF TRUSS SET CREW 1 1/4" x 20 GA STEEL UPLIFT STRAPS O 16' 2 ESPONSIBILITY J TO MATING WALL CONNECTION Z OC INSTALLED OVER WALL SHEATHING AND FASTENED PER TABLE INTO SECOND AND FIRST O h OOR STUDS uj EXTERIOR WALL STUD PURCHASER v M SECOND FLOOR PERIMETER BAND RESPONSIBILITY d t- c —� SECOND FLOOR CONSTRUCTION NOTE BOX LEGEND c TOE NAIL FLOOR PERIMETER BAND TO CEILING OULINES DENOTE RESPONSIBILITY PLATE WITH (2) 16d NAILS O 12" OC W Op Q FIRST FLOOR CEILING CONSTRUCTION c 2x6 CEILING PERIMETER BAND c O Z FACE NAIL EXTERIOR WALL SHEATHING STRIP TO Z FLOOR AND CEILING PERIMETER BAWDS WITH 8d NAILS O 6" OC Z F- O Y U N U W EXTERIOR WALL STUD Q = L _ 0 W U w O © SECOND FLOOR TO FIRST FLOOR CONNECTIONS @ SHEARWALLS SHALL CONFORM TO THE SPECIFIC HOUSE SF- V) a EXTERIOR WALL DESIGN CALCULATIONS, SEE FLOOR PLAN FOR SHEARWALL V -01J Do AND HOLDDOWN LOCATIONS 1x' x 20 GA STEEL UPLIFT STRAP BETWEEN THE FIRST FLOOR TRIPLE STUD CORNER POST REQUIRED @ END OF SHEAR V) EITHER WALL (FASTENED PER TABLE) AND THE FOUNDATION SHALL BE TYPICAL EACH FLOOR [3.4.1.1.3] L7 (a> cV EITHER EMBEDDED IN THE FOUNDATION OR LAPPED UNDER THE FOUNDATION PLATE AND NAILED. EMBEDMENT SHALL BE A MINIMUM M OF 7' IN A POURED CONCRETE FOUNDATION AND 15• IN A �� E >—O DD MASOOK FOUNDATIONNRY BLOCK FOUNDATION. SHALL BE TRAPSN MBEPDE IAINM MASONRYOHOLDDOWNS AT EACH END OF SHEAR WALLS SHALL BE AN �— O 3.-1 SILL PLATES WITH LAPPED STEMSTRAPS SHALL INCLUDE 3• THE FOUNDATION BY THE BUILDER/ PURCHASER IN ACCOR > I: p SQUARE WASHERS WITH THE ANCHOR BOLTS. THE HOLDDOWN MANUFACTURERS INSTRUCTIONS AS SITE W Q TYPICAL EACH FL( 00 � EXTERIOR WALL STUD FLOOR PLAN FOR REQUIRED CAPACITIES, W 1- Q c FIRST FLOOR PERIMETER BAND Z Z x c 07 0 C D W 3 O J m 0 ALO OL � TOE NAIL FLOOR PERIMETER BAND TO FOUNDATION SILL PLATE WITH (2) 16d NAILS O 12" OC U C OW Z c0 Z) Es C �FOU ooIW_- c� � � �orn FOUNDATION ENGINEERING AND CONSTRUCTION BY BUILDER J z NI = L_ I a o SILL PLATES, PROVIDED AND INSTALLED BY THEBUILFOUNDATION W AS PURCHASER IN ACCORDANCE WITH ALL BUILDING CODE REC Q -I-- = " CD SITE WORK, SHALL HAVE FULL BEARING ON THE FOUNDATION WALL AND BE ANCHORED TO THE FOUNDATION, ANCHOR BOLTS SHALL BE F� � M LOCATED WITHIN 6"TO 12' OF EACH END OF THE SILL PLATE, LINE OF GRADE � W N 00 EMBEDDED A MINIMUM OF 7' IN A POURED CONCRETE FOUNDATIONW t� —� C v AND 15" IN A MASONRY BLOCK FOUNDATION, c— U "t FOUNDATION CONSTRUCTION TYPICAL HOUSE DIAGRAM -6- (D°' LTJ >_ FOUNDATION ANCHOR BOLTS SHALL BE EMBEDDED A MINIMUM (n Q O OF 7" IN A POURED CONCRETE FOUNDATION AND 15' IN A MASONRY BLOCK FOUNDATION, LOCATED WITHIN 6' TO 12. OF W Q EACH END OF THE SILL PLATE AND SPACED AS FOLLOWS: NOTES: STEEL UPLIFT STRAP REQUIREMENTS NOTE`. I— J Z O Z L 1 NUMBERF 8d MON N IL CH O 1 1/2•ANCSTORY 46"HOR BOLT S/e'ANCHORExxr 1. THIS SHEET ADDRESSES THE CONSTRUCTION CRITERIA FOR HOMES THAT ARE TO BE 1 ild"z za GA STL STRAPSEE NOTE 2 1. TH O Z O O INSTALLED IN REGIONS OF NEW YORK STATE WHERE THE BASIC WIND SPEEDS RANGE FRAMINp ROOF 2nd FL WALL tst FL WALL OF ARE 2 STORY 23.OC 38'OC 0 1st FL WALL TWO STORY ®® 3 STORY 15.OC 23"OC FROM 110 TO 120 MPH (3-SECOND GUST). CONFORMANCE IS BASED ON THE SPACING SPAN ROOF PEAK ROOF TO WALL SPED Q Z AMERICAN FOREST dt PAPER ASSOCIATION WOOD FRAME CONSTRUCTION MANUAL FOR OR 1 STORY TO HousE To � � � � 1 ■ 1 (IN) (FT) IS BA FOUNDATION FOUNDATION CONS ONE- AND TWO- FAMILY DWELLINGS - 2005 SBC HIGH WIND EDITION (WFCM) 24 z 3 2 2 r/ Q Z 12 28 3 3 2 2 SBC W A FLOOR TO FOUNDATION CONNECTION @ EXTERIOR WALL W WINDOWS SHALL ALSO BE PROTECTED FROM WIND-BORNE DEBRIS IN ACCORDANCE 32 2 3 3 2 Q p o o Z cov)WITH THE RESIDENTIAL CODE OF NEW YORK STATE SECTION R301.2.1.2 EXCEPTION. z4 3 3 3 z 2. WI � W1O 0 THE BUILDER/ PURCHASER SHALL BE RESPONSIBLE FOR PROVIDING THE REQUIRED 16 3Z l 4 7 7 ACCO z m U THE BUILDER/ PURCHASER SHALL BE RESPONSIBLE FOR ENGINEERING AND CODE CONFORMANCE OF THE FOUNDATION AND SILL PROTECTION, INCLUDING THE FASTENING. 24 s 4 PLATE. THE FOUNDATION MUST BE SUFFICIENTLY DESIGNED AND CONSTRUCTED TO WITHSTAND THE GRAVITY, LATERAL, SHEAR AND 24 2a s a 6 4 PROV O UPLIFT FORCES THAT WILL BE TRANSFERRED THROUGH THE BUILDING INTO THE FOUNDATION (INCLUDING SHEARWALL HOLDDOWN 3. FLOOR FRAMING SHALL HAVE SOLID BLOCKING ALIGNED WITH THE FLOOR SHEATHING 32 6 6 6 6 w � HARDWARE ANCHORAGE) IN THE FIRST TWO FRAMING BAYS NOTES: SHEA /^ J J r A^ �r` W 1)TNIS SCHEDULE REFERENCES SPECIFICATIONS FROM THE W FCM TABLE 7.26 V/ �rr�� 1( Ir ll V I� —7 4. ROOF FRAMING SHALL HAVE SOLID BLOCKING ALIGNED WITH THE ROOF SHEATHING 2)(1)TOE NAILED 16d COMMON NAIL CAN REPLACE(1)Bd COMMON NAIL t/— ~ W L IN ACCORDANCE WITH W FCM TABLE 6) 4 RC � Z c— IN THE 4' PERIMETER EDGE ZONE ALONG THE GABLE ENDS OF THE HOUSE W Z Q Ln W Q LTi THE° (� �(nlL w� Q� Qz QI U pry: pO vOi 58'-0" 13'-7 1/2" 8'-0" 36'-4 1/2" (� Z W Q ' Z EXT O VENT 22ND F� V - W ii KITCHEN a z III I II I I — 1I I II I I STUDY i i� I DINING ROOM iii i BEDROOM 2 Li I i DW iii I Q - I I III (' {V KIT SINK I 1 f� A.A.V. III IIII I --___------�, I IIII I __ \\/ PLIES X I ELI 3 DPFROM LJ LAV OWE 2ND FL 1 1/2"V a0 PANELIZED GARAGE " 2'V WC z N / \\ I BY WMH I 1 i�"v w Z o -----------y FIRE SEPARATION TO BE W O �� Q COMPLETED ON SITE BY B/P i a 5�Q -----------� P \ / 0 WASHER 1 L V I 1?"V 1 0 1/2"V WC , I / \ I INK / \ I I 1 1?"V I w W ' FAMILY ROOM BEDROOM 3 0 0 0 \ I I 0� y � PORCH I o i BY B/P i I t\ z M � I z z _7-- ° v z 0 Q 0 w = U w W cr- (n I1 22'-0" 1; 18'-0" 40'-0" Urn o° � Lrn to cn 1� Eto f 0— O 3 00 3 U Z0 LLJ 5 z z 0 x KITw Q p LL- •- ILLI (WASHER (SINK WC ( LAV (SINK D(�W [ LAV ( LAV WC SH R 0 -I O O O T T T T T T T I ::S: Ldz � � -v .� z co � a I I I I I I I I 1/2 (� 0 0 04 (n _� � N FIL I I I I I I I I N ti 0 I I I I I I I I Li c Lo o ® o00 > Z OO � M � Ld a ~0 000 F— ZU ®® DWV DIAGRAMo Y Q Z � ®® VIEW A NTS Q Y L� D = DRAINo p O Z r ` VENTC) VENT ------- DRAIN BY B/P SUPPLY DIAGRAM z m w O O V m UOQ FV = SP = STAND PIPE DRAIN BY WMH VIEW `A' - NTS Q co 0 DW = DISH WASHER _______ I— WC = WATER CLOSET ------- VENT BY B/P FL = FLOOR LINE w - FC = FIELD CONNECTION BY B P VENT BY WMH = 1/2" SHUT OFF VALVE �ULIJ oz� Ln zP4 z�,I..� II Lni B/P = BUILDER/PURCHASER / COLD Ld uJCL z U) �'� a`� ------- HOT (n p; o O cin r� j 58'-0" 18'-0" 24'-0" 16'-0" Z W Q O F 2"D TO U 1ST FL uj CL \\ / Z I I / I I SHOWER I I f� / I I HYDROTUB1 1?"V Q i I 1 1/z"V \ / CL I I � I I I I 1 �2"D I I 1 1/2"V I I I I�, WC LAV I II I 3"D 1 1/2"D \ I C 1 3"V 1 1/2"V / 3ST F M LU 2� i Z ; U- 0 2 0 L O� qy L\ cy� FASTER BEDROOM ® o r--------------------------- I _ I o 6 i t\ z i z z 1111 111! 6 0 z W QW U U) O W CL 40'-1" 24'-0" 16'-0" lo Ir J v --t °° I � U*) � z � oM 3� U = °: to < � U Z00 00 ''' >. o X HYDRO Z LAV LAV WC SH R TUB 0 wO W C 0 O O O O 1/2" o w cO =O TYP o — N (n []_ I I I I _ N I I I I I J _— = N FL J-- --L— 0) C/:) M ---- -- --L- --U rl- N y 0 W I 13/4" e— o .V I TYP I C/) v Z O LL. M Q t'— 0 U O ZU0 O ®® z Y � z U C) � � O O t— ®® w Q Y C/') Q o owo0 Z Urns :) CIO~ �JJ �L;j � AVQc)C.) I W oz� �� .Li . II w W N(nlai z wC9 Q� Q`� Q JJ (� D o p. o O (I r7 mi ✓� 58'-0" 13'-7 1/2" g'-p" 36'-4 1/2" Z W C7 ' Q Z O 4 4wPCO U _ GFI- - ih 8 2 1 -f\ITCREN ' \ 1 4 4 v if 1 0- 4 Y I 9 9 Z_ 6 I 8 8 II I I STUD 417 0.. i 1'3 7 182 7 INING ROO �� � LLIGH ; BEDROOM 2 �REGES3 6 ® III I Q sO66'A� III /m,lONLY � I I I � IY I A • III I 2 II I ----------- 7 II -TO BSM I \ / I 6 I L I I SWITCH 1 \ / I II II I AL 7 7 II 11 I 9 Q9 If 11 \/% 5 i 2 7 I 8 8 II II I 3 I / I 4 N I MR X I 12 J 8 OQ, 9y / \ \\\ TO OGE x 1 13 2 - - - - - - F 9 - - � LIGHTS Lu CA 13 " To 2ND FUR& p 10 15M z C6 \ PANELIZED GARAGE BSMNT SO O r N BY WMH 3 12 I sD1 W O Zp p COMPLETEDAON�SITEON TO BEBY B/P 23 12 11 10 1 O 10 10 113- 1 Jl� y�N�r �Q -----------71 12 �J 20,22 \ / I \ / I@Sig 13 13 F L 12 I 1 I cl O ' 11 OM Ld EB BEDROOM 3 Q 12 FAMILY R o 0 I " 7,11712® 10 / \ I o PORCH I 0 ----------- _i BY B/P I 11 10 1 1 `\ z M 12 0 I ZO z Q 0 W U OfO Luaf � D_ 22'-0" 1 18'-0" 40'-0" '01J U rn 0d z — " to oN 3, Ute— Lo Z �- 00 00 w >z _ —ox � rna 0 w0 Wo '� 3Li 3 o 0 C) C, o 0 C) v C) :Ld Lo 2 w (D o o rn _ l — = N LEGEND CIRCUIT DIRECTORY U °� N Lo o0 I PANEL Box N0. AMP WIRE CIRCUIT CIRCUIT WIRE AMP N0. LLQ � T1OV DUPLEX RECEPTICAL 1 4 8-4 RANGE KIT COUNT,KIT AFI 12-2 20 2 -~ 000 00 � 11 OV DUPLEX RECEPTICAL-SPLIT WIRED 3 KIT COUNT,D R AFI 12-2 20 4 � v w & 22OY RECEPTICAL 5 20 12-2 REFRIGERATOR GL-STUDY(AFI) 14-2 15 6 Fo WALL uq+r > z M ~ 7 15 14-2 GL-KITCHEN(AFI) GL-D R,EXT AFI 14-2 15 8 � Q CENNG LIGHT SURFACE MOUNTED 9 15 14-2 GL-BDRM 2 AFI GL-F R,BDRM 3 AFI 14-2115 10 W J - Q p RECESSED LIGHT POLE COUFLc4* SIMTCH 11 15 14-2 GL-F R AFI GL-1/2 BATH AFI 14-2115 12 .� S-MTCH,THREE WAY 13 15 14-2 GL-REAR ENTRY AFI GL-M BATH,WIC AFI 14-2 15 14 OQ • .+R SIWTCH,FOUR WAY 15 15 14-2 GL-M BATH,SD CO AFI GL-MSIR BDRM AFI 14-2 15 16 Z Y � Y --F- FANLIGHT FIXTURE 9 RANGE/HOOD FIXTURE 17 15 14-2 GL-MSTR BDRM AFI DISHWASHER 12-2 20 18 Q z ® (/) ®® FAN/IUGHT&HEAT CEILING UNIT 19 20 12-2 WASHER DRYER 10-4 3P 20 Q OY SPECIAL PURPOSE CONNECTION 21 20 12-2 HYDROTUB(GFI 22 ® JUNCTION Box 23 20 ' 12-2 BATH GFI'S 24 Q o ® r) O Z 1 J WOO V QQ AC/DC SMOKE DETECTOR 25 26 m U Cn 0� o BELL 27 28 ® DOOR BELL BUTTON Q O 29 30 Q TELEPHONE OUTLET ~ 0_w>- ��--y�r--�� O flz TELEVISION CABLE OUTLET 31 34 p o— ~ W w I ® THERMOSTAT 33 I � p VACUUM SYSTEM OUTLET 35 36 W _z Q N I J z O� Fn CEILING FAN:LIGHT 37 38 W U) V-- O waro a cn o< ❑� CEILING FAN FLOW LIGHTS 39 40 (� c� o o N r� 58'-0" 18'-0" 24'-0" W Q Z O F- U W a MR MR 1 % Z 14 14 SWITCH 21 A of CL 2,7 4 I i I 15 I1 /i IA(fTIC /I F 4 15 L / 15 \ • / O 40 T FLR& r I 2 Q w a 16 16 D 5 "> Z LO 16 17 17 17 16 U- O � `•<oy�Nb Q b�S � UC��S L L_6 16 W MASTER B DROOM 16 0 0 F--------------------------- I o 16 17 17 17 I d j z I ih I 16 016 z z 0 z U V) W Q o w = Fr o w W Of � d 40'-1" 24'-0" 16'-0" J U v ao � LO � � N N >- 00 0 3 LO UZ00 UJ >. a X CD UJI � o U o30 0 0 -60 0 = Q Noo 00) Q C `J C 00 �J w =LO LAG C/) 000d w Wce,^ Q z Or-O F- 0 0 L � ®® z O ®® � w Q YCNJ Q mw00 Z m U (7) of AFQ w o � m LU>- 0O- ~ w� II LL] 1 � z w N(nLai_ Zu Jo� �I`7 , Q ('01 U (� o,y' o O cn r�) WINDOW SCHEDULE EXTERIOR DOOR SCHEDULE WINDOW NO. M F_G' FZ TYR' E GLASS VENT "U"VALUE SHGC EGRESS OPENING DOOR NO. DOOR SIZE DOOR TYPE A21 ANDERSEN 400 AWNING 2.6 0.90 0.28 0.32 0.88 SF DX2S 2'- 8" x 6'- 8" INSULATED, METAL, 9 LIGHT 1832 ANDERSEN 400 D.H. 3.3 2.03 0.28 0.32 2.02 SF DX30 3'- 0" x 6'- 8" INSULATED, METAL, 6 PANEL 1856 ANDERSEN 400 D.H. 6.2 3.77 0.28 0.32 3.75 SF FWH60611 3'-O" x 6'-1 1 " WOOD, HINGED GLASS DOOR 2432 ANDERSEN 400 D.H. 5.1 2.94 0.28 0.32 2.92 SF 30410 ANDERSEN 400 D.H. 11 .2 6.20 0.28 0.32 6.17 SF 3056 ANDERSEN 400 D.H. 12.9 7.14 0.28 0.32 7.11 SF FLOOR PLAN NOTES 1 . Label locations are designated by: 7. All interior and exterior Handrails and/or Fs-L-1 State Labels 5. Attic Access(es) on Cape Models are to be Guardrails are installed by Builder/Purchaser EPAD Third Party Inspection Agency done on site by Builder Purchaser. DP Data Plate 2. Maximum height of egress window sills 6. If applied, any part to be finished by builder is S-6" Above Finished Floor on site, shall be in compliance with all 3. Refer to order selection form for specific applicable building code requirements and appliances supplied with this house. under jurisdiction of the local building 4. Bath room fans are rated at 50 CFM. inspector. ( garage, additions, porch, etc ) SUPPLY NOTES DWV NOTES 1. Materials are type A PEX. 1. Materials are PVC schedule 40. 2. Water supply shall be securely attached to the building at no greater distances between support intervals than specified 2. Drainage and Vent piping shall be securely attached to the building Horizontal pipe at 32" at no greater support intervals than specified. Vertical pipe at mid-story (10' max). Horizontal pipe at 4'-0" for 02" or larger 3. Water heater to be supplied and installed by B/P. Horizontal pipe at 3'-0" for 01 1/2" or smaller 4. All supply lines are stubbed through the first floor. Vertical pipe at 4'-0". Supply lines below first floor supplied and installed by B/P. 5. All hot water lines in unheated spaces shall be insulated by B/P. 3. All drainage connections horizontal to horizontal and vertical to 6. All tubs and/or showers to be supplied with anti-scald valves horizontal are long sweep or double 45 fittings. 7. All devices installed with self closing valves (i.e. washer,dishwasher) shall have a water hammer arresting device on the supply line 4. Horizontal vent pipe connections to vertical vent branch or stack supplied and installed by B/P on site, in accordance with all shall occur at least 6" above the floor rim of the highest fixture State and local applicable codes. served by the horizontal vent. 8. All fixture supply lines 1/2' diameter shall have individual shut off valves. ELECTRICAL NOTES 1. Electrical panel is rated 200 amps. 10. Door bell button at split entry front doors shall be installed by B/P 2. Non-metallic sheathed cable is type NM-B. 11. One [1] GFI circuit shall be installed in basement by B/P. 3. Wires are installed with insulated staples. 12. A clothes washer circuit shall be installed in basement by B/P if washer location is not incorporated 4. Electric service shall be grounded by B/P in compliance with NEC, state and local codes. into house. 5. All electrical components shall be listed and/or labeled by a nationally recognized testing lab and 13. Receptacles shall not be installed directly over electric baseboard heaters. shall be installed in accordance with manufacturer instructions and locations/use instructions. 14. circuit breakers for electric baseboard heaters are only installed in panels of houses with electric 6. Electric panel shall be located and mounted in basement by B/P, unless noted otherwise. baseboard systems. 7. A service disconnect shall be installed at a readily accessible location nearest the point of 15. Smoke detectors are interconnected and installed on a lighting circuit with no intervening switches on entrance of the service conductors. that circuit. 8. Telephone and television cable options run to the electric panel location. 16. Smoke detectors shall have a battery back-up power source. 9. Door bell wires shall be connected in basement by B/P. 17. Basement smoke detectors are supplied by WMH and installed by B/P. EBB - HEATING NOTES FHW - HEATING NOTES 1. Electric baseboard heating circuits are 20 Amp, 220 Volts with 12-2 non-metallic sheathed cable 1. Baseboard ratings are based on 190' F water temperature at 1 GPM flow rate with 65' entering air. type NM-B. 2. First floor baseboard units are installed with heating pipes stubged thru floor. Second floor heating pipes 2. Maximum wattage per circuit shall be 3750 watts. between baseboard units are installed in floor and/or wall panels. B/P is responsible for interconnection 3. Baseboards are rated at 250 watts per linear foot. between modules and floors. Balance of heating system is to be designed, supplied and installed by B/P. 4. Minimum thermostat range is 45' to 75' F. 3. All heating pipes in unheated spaces shall be insulated by B/P. 5. General lighting receptacles shall not be located above electric baseboard heating units. 4. Minimum thermostat range is 45' to 75' F. 5. Access panels are for the Builder/Purchaser to use in the interconnection of the heating system. These panels may be permanently attached and finished over by B/P after heating system is completed FOUNDATION NOTES PERIMETER BEAM DETAIL 1. The foundation plan is provided for foundation design parameters = TOP OF FDTN WAL CJ only. Complete foundation engineering based on specific site w z conditions, applicable local and state codes, to be reviewed and approved b a registered architect or engineer in the state of PERIMETER BEAM w n_ pp Y 9 9� 2x6 SILL PLATEo- o'`' house designation. (2) 2x10 SPF#2 Q J v D_L o 2. The Builder/Purchaser shall be responsible for design, construction w/ 1/2" PLY. 8o and code compliance of all foundation elements including (but not EACH MODULE FDTN WALL I v Q limited to) structural, plumbing, electrical, heating, energy o_ conservation and fire separation. 1/2"0 BOLT & NUT LALLY COLUMN 3. Minimum column footing size shall be 2'-6" x 2'-6" x 10" deep. & WASHER ® 32" O.C. - COLUMN FTG 4. Concrete strength shall be 3000 psi or greater. FLOORS, 48" CLG/ROOF 5. Lally column shall be minimum 03 1/2" steel pipe. TOP OF BSMT SLAB 6. Foundation sill shall be preservative treated lumber (supplied and installed by B/P prior to house delivery and set). There shall STEEL PLATE & LAG be no protrusion above top of sill plates. BOLTS BY B/P FDTN FTG LALLY COLUMN USE GROUP: BUILDER: HOMEOWNER: SERIAL No. PE / RA THIRD PARTY INSPECTION AGENCY SINGLE CEDAR KNOLLS DENARDO 16069 FAMILY CONST. TYPE: 900 MARCONI AVEISTE: PRODUCTION No. 513 SOUTHLDRONKONKOMA, NY 11779 2165 OLD, VIEW AVE NY 11971 DESIGNER: REVISION DATE V.GIORCIO ��OF ��1- DATE: STANDARD NOTES �Q �oN�S.P 0 c&:703/17/16 D E' T IL S � q9 co _ SCALE: * � N A W PAG Westchester Modular Homes Inc CHECK DATE ��FQ 057572 %bh ® 30 Reagans Mill Road, Wingdale, New York, 12594L-8 pgOF Tel (914)832-9400 Fax (914)832-6698