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HomeMy WebLinkAbout38581-ZCERTIFICATE OF OCCUPANCY No: 37441 Date: 2/18/2015 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: SCTM #: 473889 225 Blossom Ln, Southold, See/Block/Lot: 69.-3-10.5 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 11/7/2013 pursuant to which Building Permit No. 38581 dated 12/19/2013 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: ONE FAMILY DWELLING WITH COVERED FRONT PORCH, COVERED SIDE ENTRY AND REAR SCREENED PORCH AS APPLIED FOR The certificate is issued to McKay, Scott & Linda (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-13-0061 01-26-2015 ELECTRICAL CERTIFICATE NO. 38581 12-29-2014 PLUMBERS CERTIFICATION DATED 02-17-2015 David H, Roy Jr Aut ' ed ignatu e Town of Southold 2/18/2015 "�4 P.O. Box 1179 53095 Main Rd ;�►,}: Southold, New York 11971 631-765-1981 CERTIFICATE OF OCCUPANCY No: 37441 Date: 2/18/2015 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: SCTM #: 473889 225 Blossom Ln, Southold, See/Block/Lot: 69.-3-10.5 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 11/7/2013 pursuant to which Building Permit No. 38581 dated 12/19/2013 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: ONE FAMILY DWELLING WITH COVERED FRONT PORCH, COVERED SIDE ENTRY AND REAR SCREENED PORCH AS APPLIED FOR The certificate is issued to McKay, Scott & Linda (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-13-0061 01-26-2015 ELECTRICAL CERTIFICATE NO. 38581 12-29-2014 PLUMBERS CERTIFICATION DATED 02-17-2015 David H, Roy Jr Aut ' ed ignatu e = TOWN OF SOUTHOLD 40 BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY �41 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 #: 38581 Date: 12/19/2013 Permission is hereby granted to: Flower Hill PO BOX 54 Syosset, NY 11791 To: construct a new Single Family Dwelling (modular) with front & rear porches as applied for At premises located at: 225 Blossom Ln, Southold SCTM # 473889 Sec/Block/Lot # 69.-3-10.5 Pursuant to application dated 11/7/2013 To expire on 6/20/2015. Fees: v and approved by the Building Inspector. SINGLE FAMILY DWELLING - ADDITION OR ALTERATION CO - NEW DWELLING $2,171.20 $50.00 Total: $2,221.20 Building Inspector Form No. 6 7 TOWN OF SOUTHOLD�� BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage -disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of cqmpleted site plan requirements. B. For existing buildings (prior to April 9, 1957) non -conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $50.00, Additions to dwelling $50.00, Alterations to dwelling $50.00, Swimming pool $50.00, Accessory building $50.00, Additions to accessory building $50.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15.00 Date. c�, / New Construction. v Old or Pre-existing Building: (check one) Location of Property: o IsU��'► L41 � House No. Street I� l / Hamlet �—G'f� Owner or Owners of Property: 5� hAi y Suffolk County Tax Map No 1000, Section Ll Block -:9 Lot S Subdivision Permit No. ✓ 8 5 8 Date of Permit. Health Dept. Approval: Planning Board Approval: Request for: Temporary Certificate Fee Submitted: $ 50' Qu Filed Map. Lot: Applicant: _ Underwriters Approval: Final Certificate Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 kpF SO�ryo� y�OUNTY,� Telephone (631) 765-1802 Fax (631) 765-9502 roger. riche rt(ab_town.southoId. ny.us BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: McKay Address: 225 Blossom Ln City: Southold St: NY Zip: 11971 Building Permit #: 38581 Section: 69 Block: 3 Lot: 10.5 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Anything Electric Inc License No: 5220-e SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph 200a Heat gas Duplec Recpt 9 Ceiling Fixtures 5 HID Fixtures Service 3 ph Hot Water GFCI Recpt 1 Wall Fixtures 2 Smoke Detectors Main Panel 200a A/C Condenser Single Recpt Recessed Fixtures 2 CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixture Time Clocks Disconnect 200a Switches 5 Twist Lock Exit Fixtures 1dTVSSEl Other Equipment: Modular house, NY State approval #19-59569 with 1 st floor additions. 200a underground service, 1 -exhaust fan, 2 -paddle fans Notes: Inspector Signature: Date: Dec 29 2014 81 -Cert Electrical Compliance Form.xls Building Permit No. CERTIFICATION 9S -S' r Date: a//7�/ S Owner: L i ii of A W04 t (Please print) Plumber: WisiT P��lo �+�D Akvo;n'j)�- (Pleas print) I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. V(bers Signature) Sworn to before me this 1 day of--t—e- �v d -,o , 20j_ Notary Public, l I County 10 DONALD E. McKAY Notary Public, State Of New York No. 4517282, Suffolk County Term Expires 3/18/20671< 3�S8jt 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 (FINAL) REMARKS: tills WI7 LC 7 /�/Z�ALI)L" _7"O'l DATE l fr V INSPECTOR f '��011Ni'1, TOWN OF SOUTHOLD BUILDI G DE T. 765-1802 4"SPECTION [/FOUNDATION DATION 1ST [ ] ROUGH PLBG. [ 2ND [ ] INSULATION [ ] FRAMING / STRAPPING ( J FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] FrLRiCAL (FINAL) REMARKS: DATE ,3 INSPECTOR pf SOUryo�O TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ FO"DATION IST [ [ ] UNDATIO [ [ FRAMI STRAPPING [ ] FlREPLA EY :��41 [ ] FIRE RESISTANT CONSTRUCTION [ [ ]ELECTRICAL (ROUGH) [ [ ]CODE VIOLATION [ REMARKS: ] ROUGH PLUMBING ] INSULATION ] FINAL ] FIRE SAFETY INSPECTION ] FIRE RESISTANT PENETRATION ] ELECTRICAL (FINAL) ] CAULKING INSPECTOR TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ]FOUNDATION 1ST [ [ ] F DATION 2ND [ [ FRAMING RAPPING [ [ ] FIREPLA CHIMNEY [ ] ROUGH PLBG. ] INSULATION ] FINAL ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAI-) REMARKS: lljj 17J l4 6-51� DATE INSPECTOR J �l►�OF SOUT'yo o TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ]FOUNDATION 1ST [P4 --ROUGH PLBG. � [ ] PUNDATION 2ND [ ]INSULATION [ FRAMING /STRAPPING [ ]FINAL [ ]FIREPLACE &CHIMNEY [ ]FIRE SAFETY INSPECTION [ ]FIRE RESISTANT CONSTRUCTION [ ]FIRE RESISTANT PENETRATION [ ]ELECTRICAL (ROUGH) [ ]ELECTRICAL (FINAL) DATE D��/' �� INSPECTOR 2�( � 1 3�3-<O 1,2� OF SO(/r�o� ��'`Cn►nrtv N�� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION IST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE INSPECTOR rAf s 0 TOWN OF SOUTHOLD BUILDING DEPT. 1-7 76S.1802 INSPECTION FOUNDATION I ST ROUGH PLUMBING FOUNDATION 2ND INSULATION FRAMING/ STRAPPING FINAL FIREPLACE & CHIMNEY FIRE SAFETY INSPECTION FIRE RESISTANT CONSTRUCTION FIRE RESISTANT PENETRATION ELECTRICAL (FINAL) ELECTRICAL (ROUGH) CODE VIOLATION CAULKING REMARKS: <��� & ��� k��e� -t DATE. INSPECTIO rjf so 97 co TOWN OF SOUTHOLD BUILDING DEPT. 76S-1802 INSPECTION FOUNDATION IST FOUNDATION 2ND FRAMING/ STRAPPING FIREPLACE & CHIMNEY FIRE RESISTANT CONSTRUCTION ELECTRICAL (ROUGH) CODE VIOLATION REMARKS: [ ]ROUGH PLUMBING [ ]INSULATION FINAL FIRE SAFETY INSPECTION FIRE RESISTANT PENETRATION ELECTRICAL (FINAL) CAULKING &t,� - o tE,- DATE IW,9-1114 INSPECTORZ*-' so TOWN OF SOUTHOLD BUILDING DEPT. 76S-1802 INSPECTION FOUNDATION IST FOUNDATION 2ND FRAMING/ STRAPPING FIREPLACE & CHIMNEY FIRE RESISTANT CONSTRUCTION ELECTRICAL (ROUGH) CODE VIOLATION RFMARKS! ]ROUGH PLUMBING IN ATION M FINAL ,I.o FINA ]FIRE SAFETY INSPECTION FIRE RESISTANT PENETRATION ELECTRICAL (FINAL) CAULKING DATE lll� HS INSPECTOR f J TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTown.NorthFork.net PERMIT NO. $ � Examined 200 — Approved �Z V,tZO Disapproved a/c Expiration 20 �J BUILDING PERMIT APPLICATION CHECKLIST Building Inspector Do you have or need the following, before applying? ✓ Board of Health �- 4 sets of Building Plans_ -.-Planning Board approval /Survey Check Septic Form N.Y.S.D.E.C. Trustees Flood Permit Storm -Water Assessment Form Contact: S&DIT -k U AcA N YIAC Mail to: `::ZnLA4An A .n. r (Q Phone: i�3 ( ^ 2-91 ^ 1 b t P CATION FOR BUILDING PERMIT INSTRUCTIONS Date i k— Lt -- 1B 20 (`� a. This a�pl 400-ty o hetely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of pjans, e p of 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. Ltilc C,G (Signature of applicant or name, if a corporation) Age 0 so;4 40 e - mL, ) I; W (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder 0 Lo KLAI Name of owner of premises S,�o 44 d (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. C_CO 19 ' 2. Plumbers License No. iYI10 Electricians License No. 2 2- Other Other Trade's License No. 1. Location of land on whichoposed work will be done: 1 [)S�CsYYI Lj�- So House Number Street Hamlet County Tax Map No. 1000 Aection Block 03 Lot 16 , Subdivision Filed Map No. Mi L{ Lot n 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy I)TA 1-44-t t a b. Intended use and occupancy 3. Nature of work (check which applicable): New Buildin Repair Removal Demolition 4. Estimated Cost DCO t� Addition Alteration Other Work Fee (Description) (To be paid on filing this application) 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. Dimensions of existing t uctures, if any: Front Height Number of Stories Rear Depth Dimensions of sametr cture with alterations or additions: Front Rear Depth Height Number of Stories Dimensions of entire new construction: Front 6, Rear 'Depth ',Vj / % Height ';;ZS / Number of Stories / 9. Size of lot: Front Rear %3;= 7 Depth 10. Date of Purchase /D 13 Name of Former Owner- lDcoc'r /-Fr ff vvck 11. Zone or use district in which premises are situated 7 Cao v 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re -graded? YES ZNO Will excess fill be removed from premises? YES VNO 14. Names of Owner of �remises Address9t��rrrJc--,d ct-- Phone No.� 3 Name of Architect I s_{ P_bSE r` Address -Ty j4/e- elo vct .(4 Phone NoAES - Name of Contractor (tJr,-, lZe g Address,&7 Oo?,-L aw .4uC Phone No. -2f 7 - 7 C7 C, 94&Q /4-r-" 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO s� * IF YES, SOUTHOLD TOWN TRUSTEES & D.E.C. PERMITS MAY BE REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO t� * 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 ) 5004 talc being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, DrJNN1E D. BUNCH (S)He is the Lon e Notary Public, stag of E ".q yolk ® A7 IS350E,0 (Contractor, Agent, Corporate Officer, etc.) Quamied in 50 C'71' r n �b cror?IiSSSa_�di�Tt 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 N V)4,E 1 6 20/5 0 Notary Public ( ISignature of A SCOTT A. RUSSELL SUPERVISOR TOWN HALL - 53095 MAIN ROAD Tel. (631)-765-1560 IvTtCtI.AFI..COI.I.iNS�ri�'ill4t'1\.SOt:TtlOi.i�.;v�_(� S. JAMES A. RICHTER, R.A. MICHAEL M. COLLINS, P.E. TOWN OF SOUTHOLD, NEW YORK 11971 Fax. (631) - 765 — 9015 JAMIE.RICIITFRii-TONNW. S0UTtIOI.DNY.( S OFFICE OF THE ENGINEER TOWN OF SOUTHOLD STORMWATER MANAGEMENT CONTROL PLAN REVIEW COVER SHEET (To be completed by the applicant) TO: Engineering Department FROM: Building Department DATE: 11— q-1-3 APPLICANT: SC101T+ PERMIT #: S.C.T.M#: food -- (oc, —0 3 -- 16; BRIEF PROJECT DESCRIPTION. V\cU —1 7/22/2013 %gff .r DATE: N,4 E.CHAPTER 236 APPLICANT: Stormwater Review Checklist S.C.T.M. #: PHYSICAL ADDRESS: :341.5xow G,OaC S, ojq� Stormwater Management Control Plan Requirements Yes No NA If No or NA, Please Provide Additional Information 1. Plan drawn to scale of not less than 69 feet to the inch showing: �c a. location and description of property boundaries X b. total site acreage X c. existing and natural and man-made features on and within 500 feet X of the site boundary as required in §236-17(C)(2). d. test hole data indicating soil characteristics and the depth to water X e, proposed limits of clearing and the total area of proposed land disturbance f. existing and proposed contours of the site (minimum 2' interval) X g. location of all existing and proposed structures, roads, driveways, sidewalks, drainage improvements and utilities x h. spot grade and finished floor elevations for existing and proposed structures i. location of the swimming pool discharge ring j. location of proposed soil stockpile area(s) 7c k. location of the proposed construction entrance/staging areas X 1. location of the proposed concrete washout area �C in. location of all proposed erosion and sediment control measures X 2. Plan includes calculations showing that the stormwater improvements are sized to capture, store and infiltrate on-site the runoff from all X impervious surfaces generated by a two-inch rainfall 3. Detail drawings (required for plan approval) provided for: X a. erosion and sediment controls iC b. construction entrance X c. inlet structures (e.g. catch basins, trench drains, etc.) "c d. leaching structures (e.g. infiltration basins, swales, etc.) )C REVISED 7/24/2013 Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, M' 11971-0959 REQUESTED BY: Company Name: Name: Telephone (631) 765-1802 roeosawn ul& ny us BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION -bon w to k No.- No.: CP 31 �f 3 3 is too 2 JOBSITE INFORMATION: (*Indicates required information) *Name: S 00 4-1—d- - *Address:' *Cross Street: 'Phone No.: Permit No.: Tax -Map District: 2- ���7©�r, Date: 0- A L, 11 1-7 I Ce 1000 . Section: _ 1 j . Block: b 3 Lot: /b, 5 *BRIEF DESCRIPTION OF WORK (Please Print Clearly) rtr�p I � , 17, rI;, it (Please Circle All That Apply) *Is job ready for inspection: YES / NO Rough In Final *Do- you need a Temp Certificate: YES / NO 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 82 -Request for inspection Form SCTM # b9-3-015 TOWN OF SOUTHOLD PROPERTY RECORD CARD OWNER Z 2 VILLAGE DIST-1 SUB. LOT IP 's 5FAI Z Z `STREET ACR. --7-7R ARKS M ` ! 3t I 0 -7 au -6a VtSl4 TYPE OF BLD_ +AN� PROP. GLASS � FRONTAGE ON WATER HOUSE/LOT Z Z BULKHEAD TOTAL . Stephen Rossetti - Architect 28 Turtle Cove Drive Southampton, N.Y. 11968 631-283-5352 Pat Conklin Re: Scott McKay Residence Southold Town Building Department Dear Pat, .Attached is a factory plan showing the door at the top of the stairs to the unfinished and unheated attic. Regards, Stephen Rossetti, Architect �yssS43 I Christian E. Uhl TeUfax: (631) 2613830 Presidsint E-mail: AowerMU@erizon.net Call: (516) 971-5641 Flower Hill Building Corp. Post Office Box 54 Syosset, NY n79i December 31, 2013 Town of Southold Budding Department P.O. Box 1179, Main Road Southold, NY 11971 Re: Lot #4 - 225 Blossom Lane, Southold, NY Tax Map # 1000-069.00-3.00-10.5. Dear Sirs: It has come to our attention that the above property is posted with a Budding Permit under the name offlower HE Budding Corporation. Kindly be advised that this lot has been sold as of October 10, 2013 to Mr. & Mrs. Scott McKay. Additionally, Flower Hit Budding Corporation is not building this home. Therefore, kindly reissue this permit in the name of the company actually budding this project. Enclosure DN: Southold Prop/ Building Dept Letter 12/31/13 FLOWER HILL BUILDING CORP. Christian E. Uhl Christian E. Uhl President Cell: (516) 971-5641 Tel/fax: (631) 261-3830 E-mail: flowerhill@aerizon.net Flower Hill Building Corp. Post Office Box 54 Syosset, NY 11791 April 22, 2014 Town of Southold Building Department P.O. Box 1179, Main Road Southold, NY 11971 Re: Lot #4 - 225 Blossom Lane, Southold, NY Tax Map # 1000-069.00-3.00-10.5. Dear Sirs: Please be advised that the above property is posted with a Building Permit under the name of Flower Hill Building Corporation. Kindly be advised that this lot has been soli as of October 10, 2013 to Mr. & Mrs. Scott McKay. Additionally, Flower Hill Building Corporation is not buying this home. Therefore, kindly reissue this permit in the name of the company actually building this project. We would also appreciate written confirmation that this permit has been transferred out of Flower Hlll building Corporation's name. Thank you for your prompt attention to this matter. FLOWER HILL BUILDING CORP. Ctlan E. Ulli DN: Southold Prop/ Building Dept Letter 4/22/14 `'� 5 2014 ii d Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 February 17, 2015 Scott Mc Kay 24 Harrison Ave Southampton NY 11968 Re: 225 Blossom Lane, Southold SOUT�o� 0-7 �4UNTY,� BUILDING DEPARTMENT TOWN OF SOUTHOLD TO WHOM IT MAY CONCERN: The Folling Items (if Checked) Are Needed To Complete Your Certificate of Occupancy: / Application for Certificate of Occupancy. (Enclosed) Electrical Underwriters Certificate. A fee of $50.00. ✓ Final Health Department Approval. X Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees # 795-1892) Final Planning Board Approval. (Planning # 765-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. Final inspection by Building Dept. Final Storm Water Runoff Approval from Town Engineer BUILDING PERMIT — 38581 — New Dwelling Telephone (631) 765-1802 Fax(631)765-9502 TURNMOD-01 HERO CERTIFICATE OF LIAMMY INSURANCE °" 71 2/2013 THIS CERTIFICATE M ISSUED AS A MATTER OF INFORMATION ONLY AND COWERS NO RIGHT'S UPON THE CERTIMATE MOLDER TM CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CON371TUTE A CONTRACT lRETWEEN THE ISSUIRI0 INSURERS), AUTHMED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: N the cwWkab holder le on ADDITIONAL INSURED, the poBcyAin) must be endorsed. If 3UVIOGATION 13 WAIVED. suklect to the terms and conditions of the policy, certain V les mrly require an endorsement A statement on this certificate does not confer rights to the ceditals holder In lieu of such endorsemen s . PRODUCER (631)472-8400 EdmrJs and Company 140 Greens Avenue P. O. Box 428 Sayville, NY 11782-0428 POLICY NUMBER I% FAx No , ADDRESS: AFFormero COVERAGE NAILS INSURER A :Peerless Insurance Company 24198 INSURED Turnkey Modular Homes Inc. 24 Harrison Avenue Southampton, NY 11968 INSURER 0: INSURER c : INSURER D: INSURER E : INSURER F; THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTMTHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO VNi CH 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. LTR TYPE OF INSURANCE ADM SUM POLICY NUMBER Lam A OENERJIL LIAWTY X COMMERCIAL GENERAL LIABILITY CLAIMS MADE ®OCCUR 121.32180663 SAM13 619=14 F�ICN OCt NCE I 1,000 PREMISES Ea ooumm oo $ 100, MEO WUHr an Pason► i sm PERSONAL& ADV INJURY $ 11000, GENERAL AGGREGATE i GEN'L AGGREGATE LIMIT APPLIES PER: X POLICY PRO LOC PRODUCTS - COMPIOP AGG $ 2,000. $ AUTOMOBILE LNMLrrY ANY AUTO ALL OWNED SCHEDULED AUTOS AUTOS NON -OWNED HIM AUTOS AUTOS SM UPWIT OOOILY O L tY (Pmr Vim) $ BODILY INJURY (Per aoddern) S E D N S S tlre]Ra 1J1 L"OCCUR EXCESS UAB CLAIMS -MADE EACH OCCURRENCE S _ 4 AGGREGATE S DED RETENTION $ S WOItKdts OOMPENSATION AND ESMN 011EJ 15' LIABLLITY ANY PROPRIETORJPARTNER/F.XECU rVE YIN OFFICENNIEASER EXCLUDED? (MyyaeensadOwy M NH) OESCR RM OF OPERATIONS bek w NIA WC STATU-OTR . E.L. EACH ACCIDENT S E.L. DISEASE - EA EMPLOYE S E.L DISEASE - POLICY LIMIT I S DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (Attach ACORD 101, Additional RwnBft Sdaadrda, I nxm NNW Is m**ed) Town of Southold P.O. Box 1179 Southold, NY 11971 - SHOULD ANY OF THE AS= DESCRIBED POLICIES BE CANCELLED BEFORE THE E 04RATION DATE THEREOF, NOTICE W LL BE DELIVERED IN ACCORDANCE VIIITH THE POLICY PROVMW. AUTHORIZED REPRESENTATIVE =�� O Z a epi I�077`I;e7a•_\IC'1r''T^Ta�ITA ACORD 25 (4010105) The ACORD name and logo are registered marks of ACORD HANDS ON SURVEYING 26 SILVER BROOK DRIVE " FLANDERS, NEW YORK w , 11901 TEL: (631)-369-8312 - FAX.•(631)-369-8313 COPIES OF THIS SURVEY MAP, EITHER PAPER OR ELECTRONIC, NOT BERRY THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID COPY AND SHALL NOT BE USED FOR ANY PORP( CERTIFIED TO: SCOTT & LINDA MCKAY LOT AREA: 33,712 SQ.FT. = 0.774 ACRE JOB N0. 2013- 264 SMINE LANE M AP 11458 jA FILLED:ED:N NOVVEE MBER 01,2013 TEST HOLE #2 REVISIONS: PER FILED MAP TOP EL. 19' --------------------- SUFFOLK COUNTY Dr ARTMENT F HEALTH SG'•.ViCEsi LOAM 1.5' SAND & GRAVEL 17' R Lu R=25.00' L=39.27' PERMIT FOP O sr r�Ru ?# MT 2 8 20,13 DATE�CC' A APPRcWE.1r N FOR MAXI$iUi 4 ta" Fac" Ji�LCM� N L=17.45' EXPIRES THREE YEARP3 FROM DATE OF APPROVAL TEST HOLE #2 PER FILED MAP PLOT PLAN OF LOT 4 MAP OF cla t : FLOWERHILL BLDG. CORP. X TERED CONSERVATION SUBDIVISION N co = -3: OF BEACH PLUM HOMES N " �" �� SITUATE Ci =; u.j0o SOUTHOLD li UJI u - S o TOWN OF SOUTHOLD SUFF01,KCOUNTY,NEW YORK .3 LOT lnS 8 0 15 30 45 60 75 90 105 120 13 SCALE. • 1 " = 30' DATE.SEPTEMBER 16,2013 HANDS ON SURVEYING 26 SILVER BROOK DRIVE " FLANDERS, NEW YORK w , 11901 TEL: (631)-369-8312 - FAX.•(631)-369-8313 COPIES OF THIS SURVEY MAP, EITHER PAPER OR ELECTRONIC, NOT BERRY THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID COPY AND SHALL NOT BE USED FOR ANY PORP( CERTIFIED TO: SCOTT & LINDA MCKAY LOT AREA: 33,712 SQ.FT. = 0.774 ACRE JOB N0. 2013- 264 SMINE LANE M AP 11458 jA FILLED:ED:N NOVVEE MBER 01,2013 TEST HOLE #2 REVISIONS: PER FILED MAP TOP EL. 19' --------------------- SUFFOLK COUNTY Dr ARTMENT F HEALTH SG'•.ViCEsi LOAM 1.5' SAND & GRAVEL 17' R Lu R=25.00' L=39.27' PERMIT FOP O sr r�Ru ?# MT 2 8 20,13 DATE�CC' A APPRcWE.1r N FOR MAXI$iUi 4 ta" Fac" Ji�LCM� N L=17.45' EXPIRES THREE YEARP3 FROM DATE OF APPROVAL TEST HOLE #2 PER FILED MAP LICENSE NO. MAP PREPARED FROM OFFICE RECORDS NO WELLS EVIDENT WITHIN 150' OF SUBJEC PROPERTY ON SURFACE WATER EVIDENT WITHIN 300' OLOT 5 � VACANT J O L.20' S 77019'20"E 190.02' EL.11' i I I 1 BUIILDING ENVELOPE %A. -- 6' DEEP ---------------------------, EL.20' "8 LEACHING POOLS WITH 50 % EXPANSION ' I -'moo. 1,000 GAL. SEPTIC TANK I 1 I � I I i j 50'j I i f\ If I 1 ?o 1 4 `1�•' Q pOs� � � �� 1 WC RO 1N I � p *660'1 Msl to h8 � 5IONI =1 ZI I ' I I1 i � i N ' i c 11'NON FERTILIZATION 15' BUFFER TO REMAIN IN NATURAL STATE EL.12' N 77019'20"W LOT VACANT DEVELOPMENT RIGHTS TO BE SOLD TO THE TOWN OF SOUTHOLD 227.00' ,e LICENSE NO. MAP PREPARED FROM OFFICE RECORDS NO WELLS EVIDENT WITHIN 150' OF SUBJEC PROPERTY ON SURFACE WATER EVIDENT WITHIN 300' OLOT 5 � VACANT J O L.20' S 77019'20"E 190.02' EL.11' i I I 1 BUIILDING ENVELOPE %A. -- 6' DEEP ---------------------------, EL.20' "8 LEACHING POOLS WITH 50 % EXPANSION ' I -'moo. 1,000 GAL. SEPTIC TANK I 1 I � I I i j 50'j I i f\ If I 1 ?o 1 4 `1�•' Q pOs� � � �� 1 WC RO 1N I � p *660'1 Msl to h8 � 5IONI =1 ZI I ' I I1 i � i N ' i c 11'NON FERTILIZATION 15' BUFFER TO REMAIN IN NATURAL STATE EL.12' N 77019'20"W LOT VACANT DEVELOPMENT RIGHTS TO BE SOLD TO THE TOWN OF SOUTHOLD 227.00' PLOT PLAN LOT MAP OF FLOWER HILL BLDG. CORP. CLUSTERED CONSERVATION SUBDIVISION OF BEACH PLUM HOMES 15 8 0 15- 30 SCAL�-• 1 " = 30' I TEST HOLE#2 FILED MAP TOP EL. 19' I 1 LOAM I 1.5' 1 I II 1 SAND AND GRAVEL / II rI :. 17' \I �O 2 i ti V) --'� 4C�OOc U 10 �2 4 + O V� °C w vQi o M O J EAWA$—ANDA)RSLATSWR E SMUCnMESRECORDEDOR LWRECORDEUARENOTGUARANTEED UNLESS PHYSICALLY ENDENTAT THE nMEOFSLRVEY. THE OFFSET IOR pMEN510N3)) SHV WN HEREONFROMMESMLCTURES 10 THE RROPERTYUNES AREFORA SPECIRC PU mw mD m"D THEREFORE ARENOT INTENDED TO GUOE THE 9Mn-OFFENCES RETNNING WALLS POOL4 PAnOS PLANRNG AREAS ApO1RONS Tp BULDINGS ANOANYOTNERCONSTRUCnw.. UNAUHOMM ALTERARONORAOUTR TO MS SURVEYIS A MLA7I0N DUCAPINYOFTNE NEW YORK A EDucAnoNUW COPT ES OF THIS SLRVEY MAP NOT 8EAM THELAND SLAiVEYORSINI W SEAL OR EMBOSSED SEAL SHALL NOTBECONGIDERED TO BEA VAUD "TLE COPY. CEIMmAnONS INDICATED HERQN SHALL RM ONLY TO ME PERSONS) FORWHOM THE SURVEY IS PREPARED AND ON HIS BENAIf TO ME RTLE COMPANY, GOVEANMENTAL AGENCV-D L6V0ING INSnTUIIDN USTEO HEREON, ANO M T HE ASSIGNEES OF ME L EZEG MsnD TLMON. CL nRCAPONS ARE NOT MANSFERAB E TO ADO/RONAL INSnTURONSORSUBSEQUENT OWNERS SITUATE SOUTHOLD TOWN OF SOUTHOLD SUFFOLK COUNTY,NEW YORK 1 75 90 1U 120 135 SEPTEMBER 1 6, 2013 III-IJASM/All I I I 1 R=25.00' \ 7y HANDS ON SURVEYING mv 26 SILVER BROOK DRIVE N FLANDERS, NEWYORK E 11901 TEL: (631)-369-8312 - FAX.•(631)-369-8313 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. CERTIFIED TO: SCOTT MCKAY LINDA MCKAY WATER MILL ABSTRACT, CORP. BRIDGEHAMPTON NATIONAL BANK JOB NO. 2013-264 MAP NO. 11458 FILED:NOVEMBER 01,2013 ]' THOLD STORMWAT R ARAGE 10123120 3 REV.PER SOUTHOLD_ L=39.2 \ \ i \ \ I LICENSE NO.050363 I \ LOT AREA -33,712 SQ.FT =_0.7-74 ACRE ELEVAAONS HERE OffAS EXTRAPOLATED FRd THE SUFFOL 11 1 \\ FIVE�EASTERN TOWNS TOPGRAPHIC MAPS 0411 \\ \ MAP\PREPARED FROM OFFICE RECORDS \\ \ ) I ALLO BLE LOT CLEARING: 16,856 SQ.FT, = 50 % \\ PROP�ED GROUND DISTURBANCE: 16,856 SQ.FT. = 50�'�� 8=10.00" I I PROPSF�TY SUBJECT TO TOWN OF SOUTHOLD \ \ ��j 1145 /l I STORIW ATER REGULATIONS I AND $HALL CONFORM TO ALL STANDARDS 1 1 NOTES: I-- ---�� 1 \\ 1: PRIOJECT LIMITINGNCE TO CONSIST OF S�4KED SILT FENCE & STAKED HA \ AS REQUIRED BY TH TOWN OF SOUTHOLD §TORMWATER REGULAr ONS 2: ROOF RUNOFF SHAL BE CONAT/NED BYLEA�ERS GUTTERS THAT EWTY I I INTO\DRYWELLS. (2) 8'IA. X 6' DEEP L.P.'S \ I I\ DWEL NG FIRST FL00 SOOT PRINT= 2,585 �Q.FT, \ \ g \ DRYWEl L CAPACITY. 2,58SX 0.166 = 429 CUBIP FEET (REQUIRED) 8 DIA. X 12 DEEP L.P. S = &07 CUBIC FEET (PROPOSED) \ \\ DRAINAGE \ \ \ PERVIOUS DRIVEWAYAREA: 2;367 SQ.FT. X 0.1661393 CU.FT. REQUIRED \ (1) 8' DIA. X 10' DEE LEACHING POOL = �22 CU.FT. (PROVIDED) 11 LOt 5 1 1 S 7701920" E \\190.02' I\ l x==x— x x I ----T-- --—� / I ) CONCRETE I \ 2011 \ i o BUIILDINGI NVELOPE 1 —�---- I Pool. \\ I I \ ow \1 \ 50 1 osco I \ a� �ae�s�oe \ � 1 QRpQp�66p Oxy. \ Go A 1 \ I 1 NN \ R"Ew a uw � 1 \ 1:R fj PIL P + y i l P C -T LIMITING FENCE `aD .1� Lot I x N I 57.9' Wu IIx of 15'LO III i` IIx 64.; Z I I I PROpel SOILISTOCI 1 I Ix // 1 x — , N 77019'20'�W 2217.00 I \� I , I / \ \ VACANT 1 \ 15 PLOT PLAN sora MAP OF FLOWER HILL BLDG. CORP. CLUSTERED CONSERVATION SUBDIVISION OF BEACH PLUM HOMES SITUATE SOUTHOLD TOWN OF SOUTHOLD SUFFOLKCOUNTY,NEW YORK TEST HOLE#2 FILED MAP TOP EL. 19' LOAM 1.5' SAND AND GRAVEL 17' HANDS ON SURVEYING 26 SILVER BROOK DRIVE N FLANDERS, NEW YORK E 11901 TEL: (631)-369-8312 -FAX (631)-369-8313 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. CERTIFIED TO: SCOTT MCKAY LINDA MCKAY WATER MILL ABSTRACT, CORP. BRIDGEHAMPTON NATIONAL BANK 30 45 60 75 90 10 120 135 JOB NO. 2013-264 1 " = 30' SEPTEMBER 1 , 2013 MAP N0. 11458 FILEDWOVEMBER 01,2013 REVISIONS. PREP FOR SOUTHOLD STORMWA ADD POOL, PROP. GARAGE 10/23/1 SMI ELANF EISEMEYTANDpi SL95LRMCE STRLCTW RECORDED OR W8RBCOAOED ARENOT DVAR—EED LNIESS PNY5CALLYEITOB/TATTHE TmEOFsvwy.. 1NEO'PSEi1ORgNB/30NS1 _0 PRO RUN THE EFORALREB roIHE PRO19n MDWEREPoRA UOREC ELNPoSE AND IA7E AND nlBEtarE ARENDT HlfEIIDFD ro GUDE THE ERECnON oEEEvcE$ RErwIRHo WALL$ NOLS PA110$ FLWIING AREA$ ADpTRMlS ro BULgNOd AID ANY O7IIBt CONSTRICTION. TOTRStlID1D ALTERAnON OR ADgnON ro THIS SLAYEYISA YIOLAIMNI OF SECTION 1700 OP THE NEw YORI (STATE ®LCATMxIuw. CORES OP THIS SLMEYMAPNOi6EARINO THELAND SLRVEYDRS INRED SEAL OR EMSDS.SED SEAT. SHALL IDT BE COVgDERSD ro BEAYALID7 ECOPY. FCERII RCATNMAS INDICATED I EIDII S4ALL RLN TIEPE45ON(SJ PoR wHON THE SLgVEY IS PREPAREDANDONIRSBEIIAIFTHE TfitEC04PAN1GOVERNME//lALAtENCYANO LENdNO AYSnTUIlON UBiED MEREQV, AND ro THEA890NEE80ETHELBIpNTR TO ADH. CERTIfiC.1TION$ARE NOTTRAN31i�RAB1E ro OpiDNAL NiS11TI/ROMS OR SI.65EOI.A3/f owNERs R=25.06 L=39.27' R, 3 k, �O. 0503'� ` N / + � x� 4/ CONCRETE -4,VASkIGU-T-- A AREA 1 T Z A2 0 ao 57.ft Qps� G z R W c Ix QRo�?oao><I :0 1 -yi I Qlpe -1 Ix 64. Dw S 77°19'20" E 190.02' 20' PRO ED SOI TOCKPIL OQ IM PRQOR +� x x CLIMITING FIJCE _ x / --�1 OJ i 1 15' N 77°19 VACANT Zo I I I I I I I I 1 I I I 1 I I 1 I 1 I I I I I I I I 1 I 1 I 1 I I V I I vJ I 1 � 1 I Q1 I 2 1 N 1 (o I -- -- �_ LICENSE NO. 050363 LOT .—=_0. 774 ACRE E VA TIONS HERE ON AS EXTRAPOLATED F OM THE SUFFOLK C( UJ c`�'�, N F VE EASTERN TOWNS TOPGRAPHIC MAPS > M P PREPARED FROM OFFICE RECORDS R=20-00 ALL WABLE LOT CLEARING. 16,856 SQ.FT. = 50 PRO OSED GROUND DISTURBANCE:16,856 SQ.FT. = o0 L:17.45 PRO ERTY SUBJECT TO TOWN OF SOUTHOLD ST RMWATER REGULATIONS O AN SHALL CONFORM TO ALL STANDARDS- co , v ) NOTE O 1: PRO ECT LIMITING FE CE TO CONSIST OF STA ED SILT FENCE & STA HAYBALES ASR UIRED BY THE WN OF SOUTHOLD ST RMWATER REGULATION 2: ROOF UN OFF SHALL B CONATINED BY LEA ERS GUTTERS THAT EMPTY g INTO D ELLS. (2) 8' DIA. 6' DEEP L.P.'S .; DWFIRST FLOOR FO T PRINT = 2,585 FT. n DRYWELL PACITY.• Z585X 166 = 429 CUBIC ET (REQUIRED) 8' DIA. X 1 'DEEP L.P.'S = 50 UBIC FEET (PROPOSED) N / + � x� 4/ CONCRETE -4,VASkIGU-T-- A AREA 1 T Z A2 0 ao 57.ft Qps� G z R W c Ix QRo�?oao><I :0 1 -yi I Qlpe -1 Ix 64. Dw S 77°19'20" E 190.02' 20' PRO ED SOI TOCKPIL OQ IM PRQOR +� x x CLIMITING FIJCE _ x / --�1 OJ i 1 15' N 77°19 VACANT Zo I I I I I I I I 1 I I I 1 I I 1 I 1 I I I I I I I I 1 I 1 I 1 I I V I I vJ I 1 � 1 I Q1 I 2 1 N 1 (o I -- PLOT PLAN sora MAP OF FLOWER HILL BLDG. CORP. CLUSTERED CONSERVATION SUBDIVISION OF BEACH PLUM HOMES SITUATE SOUTHOLD TOWN OF SOUTHOLD SUFFOLK COUNTY,NEW YORK HANDS ON SURVEYING 26 SILVER BROOK DRIVE " FLANDERS, NEW YORK w e 11901 TEL: (631)-369-8312 - FAX'(631)-369-8313 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. CERTIFIED TO: SCOTT MCKAY LINDA MCKAY WATER MILL ABSTRACT, CORP. BRIDGEHAMPTON NATIONAL BANK J.li. I .M. UIJ 1. 1 VVV JCV. V.7 OLIx.VJ 1—w 1 I V. v JOB NO. 2013-264 5 8 0 15 30 45 60 75 90 105 120 135 MAP N0. NOVEMISEVBER 01,2013 EM SCALE: 1" = 30' SEPTEMBER 16,2013 REVISIONS: PREP FOR SOUTHOLD JASM/NE LANE ADD POOL, PROP. GARAGER101 313 REV.PER SOUTHOLD COMMENTS 1, LOC. FOUNDATION 1/13/14 R=25.00' L=39.27' z co J R_20.00' L--17.451 LOT AREA: 33,712 SQ.FT. = 0.774 ACRE LICENSE NO. 050363 ALLOWABLE LOT CLEARING: 16,856 SQ. FT. = 50 PROPOSED GROUND DISTURBANCE: 16,856 SQ PROPERTY SUBJECT TO TOWN OF SOUTHOLD STORMWATER REGULATIONS AND SHALL CONFORM TO ALL STANDARDS I % I� u JAN 272014 K 0 N M W Q � O o EASEMENT MilOR SMI,RFACE Smx"ES RECORDED OR L"RECCRDEDARENOTGU—INTEED IP ESSPHYSICALLYENDENTATTHE TIME of sLmvEr. THE OFFSET (OR DIMENSIONS) SHOW N HEREON FROM THE STRI.CTIMIES TOTHE PROPERTY ONES ARE FOR A SPECIFIC PURPOSE -D USEMD THEREFORE ARE NOT INTENDED TO GLIDE THE ERECTION OFFENCE$ RETAINING WALL$ POOLS, PATIOS RANTING AREA$ ADDITIONS TO BUILDINGS ANDANYOTHERCONSTRUCTION. UNAI RZED ALTERATIONORADDITION TO THIS SURVEY ISA WOIAnON SECTION TB" OF THE NEW YORK EDLCARONLAW. CORES CF THIS SIXVVEY MAP WT RING THE LAND SURVEYORS INKED SEAL CR EMBOSSED SEAT- SHALL NOT BE CONSIDERED TO BEA VALID rTI COPY CERTIRCATIONSINDICATEO HERON SHALL RUN ONLY TO THE PERSONS) FOR WHOM THE SURVEY ISPREPAREDAND ONMISBEHALF TO NC TIDINGINSTIT GOVERNM HEREGENCYANO LENDINGSSIGAI TIONTHEEDHEREON,AND TI. THE ASSIGNEES I THELENDINGINSn- TIRION. LONA ICAnONS ARE NOT(AISEO ERT TO AWInONAL INSnM10Ns OR SLIBSEOUEN7 OWNERS. J N 77019'20" W VACANT 227.00' Eel k 0 N //v- A� cJ G PLOT PLAN LOT MAP OF FLOWER HILL BLDG. CORP. CLUSTERED CONSERVATION SUBDIVISION OF BEACH PLUM HOMES SITUATE SOUTHOLD TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK TEST HOLE#2 FILED MAP TOP EL. 19' LOAM 1.5' SAND AND GRAVEL `ra HANDS ON SURVEYING 26 SILVER BROOK DRIVE FLANDERS, NEW YORK WAL E 11901 '3r TEL: (631)-369-8312 - FAX.(631)-369-8313 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 VAUD COPYAND SHALL NOT BE USED FOR ANY PURPOSE. CERTIFIED TO: SCOTT MCKAY LINDA MCKAY WATER MILL ABSTRACT,CORP. BRIDGEHAMPTON NATIONAL BANK 30 45 60 75 90 10 120 135 JOB NO. 2013-264 lip = 30' SEPTEMBER 1 , 2013 MAP N0. 11458 FILED:NOVEMBER 01,2013 REVISIONS: PREP FOR SOUTHOLD STORMWAT.- ADD POOL, PROP. GARAGE 10123120113 FASEMEM ANLU?N SU931NPAOE STRLO/LRES TGUA NECNm IPIRECOTaO® ANENOT GWRA I LMESS PHYSICNIYENDEMATTHE TBIEOF SUNVEY. INE ONSET PTR DIMEN310N5f SHOWN PRK NOMTNESTNLCTUIES PROPERIYUNESARE FORA SOECIRCFIC PURIOSEAND USEANDTHEREf E ANE NO7INIFNDED ro GUOE THE EAOPTSICE RETNNING WA" LL$ POOLS PAIp$ FLAMING AREA$ ADDITIONS ro BulgNG ANDANYOTHAlC043TRLClIQN. LNAunA] N.TEINTIONORAOO/TION M MS SINVEYIS A NOLITIONa SECMIN TBW OP THE NAVYORI( STATE EOLOATIONUW. COPIESOFiHld SI. TMAPNOT opv HE LIND SURVEYORSS MIfEO SEAL OR TO ®SEAL SHALL fgTBECON3109i® NA ro BE A VA110 TITLECOPY. CANINCATIp451NpCATED NENQV SHALL NIM ONLYro THEPERSONM FOR WHOM THE SIAVEY APREPAREDANOONWSBEN MTHE TMECOMPW OOVS%WW AIAgE/1CYA IBIdN.Mp`M U51EDN%aVL AND ro /HEA831GNffS OF INElHVO1ND M811- NRON. OBtARCATIQNS ARE NOTTNANSfERABtE ro AOgT10NAL INSTITUTIONS oR Sl6.NEOlEMi OWMB2S R=25.0 L=39.27' 1 t 1 N W N R_20.00 L--17.45 rr�^J vJ OCIO 00' R��-i 5� Xwh 11 64. LLA o ,1 LICENSE NO.050363 LOT = 0.774 ACRE E VATIONS HERE ON AS EXTRAPOLATED F OM THE SUFFOLK F VE EASTERN TOWNS TOPGRAPHIC MAPS M P PREPARED FROM OFFICE RECORDS ALL WABLE LOT CLEARING: 16,856 SQ.FT. = 50 PRO OSED GROUND DISTURBANCE: 16,856 SQ.FT. _ °o PRO ERTY SUBJECT TO TOWN OF SOUTHOLD ST RMWATER REGULATIONS AN SHALL CONFORM TO ALL STANDARDS LIMITING FE CE TO CONSIST OF STA RED BY THE TQWN OF SOUTHOLD ST OFF SHALL 8 CONATINED BY LEA ELLS. (2) 8' DIA. 6' DEEP L.P.'S CONCRETE - �' AREA Q0"j FIRST FLOOR FO T PRINT = 2,585 5) PACITY.• 2,585 X 166 = 429 CUBIC : 8' DIA. X 1 ' DEEP L.P.'S = 5 t QROQ �dill, Dov DW P N 77°1 S 77°19'20" E 90.02' 1 20' DW R LIMITING 5FNCE x ---------------------------- VACANT SILT FENCE & S WATER REG ULA I GUTTERS THAT I FEET 1 1 I 1 I I I I J ------------ HAYBALES I 1 1 I 1 I I I I I I I I I 1 I 1 1 I I I I I 1 OI J� I 2 1 IN 1 co I -- NOTE 1: PRO ECT ASR U! 2. ROOF UN g .; J INTO D DWELLIN DRYWELL LIMITING FE CE TO CONSIST OF STA RED BY THE TQWN OF SOUTHOLD ST OFF SHALL 8 CONATINED BY LEA ELLS. (2) 8' DIA. 6' DEEP L.P.'S CONCRETE - �' AREA Q0"j FIRST FLOOR FO T PRINT = 2,585 5) PACITY.• 2,585 X 166 = 429 CUBIC : 8' DIA. X 1 ' DEEP L.P.'S = 5 t QROQ �dill, Dov DW P N 77°1 S 77°19'20" E 90.02' 1 20' DW R LIMITING 5FNCE x ---------------------------- VACANT SILT FENCE & S WATER REG ULA I GUTTERS THAT I FEET 1 1 I 1 I I I I J ------------ HAYBALES I 1 1 I 1 I I I I I I I I I 1 I 1 1 I I I I I 1 OI J� I 2 1 IN 1 co I -- SURVEY OF sora MAP OF FLOWER HILL BLDG. CORP. CLUSTERED CONSERVATION SUBDIVISION OF BEACH PLUM HOMES SITUATE SOUTHOLD TOWN OF SOUTHOLD SUFFOLK COUNTY, NEW YORK HANDS ON SURVEYING 26 SILVER BROOK DRIVE " FLANDERS, NEW YORK IfAL e 11901 TEL: (631)-369-8312 - FAX.'(631)-369-8313 COPIES OF THIS SURVEY MAP, EITHER PAPER OR ELECTRONIC, NOT BEARING THE LAND SURVEYORS INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BEA VALID COPY AND SHALL NOT BE USED FOR ANY PURPOSE. CERTIFIED TO: SCOTT MCKAY LINDA MCKAY WATER MILL ABSTRACT, CORP. BRIDGEHAMPTON NATIONAL BANK JOB NO. 2013-264 15 8 0 15 30 45 60 75 90 105 120 135 MAP NO. 11458 SCALE: 1"= 30' SEPTEMBER 16,2013 REVISIONS: 01,2013 REVISIONS: JASMINE LANE PREP FOR SOUTHOLD STORMWATE , ADD POOL, PROP.GARAGE 10/23/13 REV.PER SOUTHOLD COMMENTS 12)l LOC. FOUNDATION 1/13/14 R=25.00' REV.POOL LOCATION, SCREEN POR( 1��� L=39.27' FINAL SURVEY FOR HEALTH & TOWA C.O.'S 7/28/14 REV. FINAL SAN DIMS. 1/5/15 LICENSE NO.0 g- LOT AREA: 33,712 SQ.FT. = 0.774 ACRE N SANITARY DIMENSIONS AS RECEIVED FROM INSTALLER • WATER LINE AS RECEIVED FROM BUILDER O 0r^- R-20 00, F-77�_. C;F 4 ALC ; SERVICES �+J x.17.45 O y i I F I<.77 .NCE J t JAN 2 6 2015 Tii(,`..."^ r.A 1 f`+' r9 .:t16 `c °._:t:, '.s'itlt;4'f'. "(.-.• _. Ti)� ) : 1'tvo beef I� 4erl.1ie ' .r)1^: s '�..: .::ilL tOLMO IO ` i .esatisPa :may FOR A k!A1(iiilWI Q vialter J. II Office o Was'ewE. _.. ,�r;iont Uo . J� LOT 5 S 7701920"E 190.02' 46 o/ INE OF PLANTED TREES x50 29 V. EASEMENTANO.OR SUBSURFACE 51RUCTURES RECORGEO GR UIRECGGOEGARENGI A IMI.ESSgIYSIGALLYENDENTTAT TTNE ME nNEOFSURVEY NRRNSET"RIU- RAR F LTUtgEsCR/FTWGC PUPOEANrI UN0H8'T N T HE ARE NGT INTENDED TO GUDE TNGE NOFFENCE$RETAINING WAUA WALL$ PLANTING AREA$AWTINS MB ANGANvo`NMCoNsmcMNL UNAU ZFD AL1ERAnGN OR AODInGN M MIS SL PISA VIOUnON SECnoN IM? of THE NEW YORK W—TIGN UW. COPIESD WIVE V SUR S JNI PNET BE? THE UNG SLRUL SHALL INI()T SEAL OR TO aEA VA SELL LHALL NOT BE CONgOEREo 10 BEAVALID TITLE COPY. CEIMPfCATIMS INDICATED HERON SHALL RUN MY TO THE PERsows) FOR N110A/ THE s Is PREPARED AND ON NIS aEH l TD THE n"ECONMANY, OOYERNME LAG—Y— L NG—I"I -LISTED HET ..ANO TO THE ASgGNEES OF THE LFNdNG INS14 TUnGN.0 NALfNA"ONSARE NOTTRMTSFERAgF TO AGpnONAL INS"TIRIONS OR SL96EOUENT OWNFFS. > �Q�Ppt��• � \9� .p 64.0' � • ��O —1 Goll Pd Bpd a• � 10 !Z L � oF�,�o oo0y lcnpLuw N M Lcd N WI O U oI J , v- 0 Z EASEMENTANO.OR SUBSURFACE 51RUCTURES RECORGEO GR UIRECGGOEGARENGI A IMI.ESSgIYSIGALLYENDENTTAT TTNE ME nNEOFSURVEY NRRNSET"RIU- RAR F LTUtgEsCR/FTWGC PUPOEANrI UN0H8'T N T HE ARE NGT INTENDED TO GUDE TNGE NOFFENCE$RETAINING WAUA WALL$ PLANTING AREA$AWTINS MB ANGANvo`NMCoNsmcMNL UNAU ZFD AL1ERAnGN OR AODInGN M MIS SL PISA VIOUnON SECnoN IM? of THE NEW YORK W—TIGN UW. COPIESD WIVE V SUR S JNI PNET BE? THE UNG SLRUL SHALL INI()T SEAL OR TO aEA VA SELL LHALL NOT BE CONgOEREo 10 BEAVALID TITLE COPY. CEIMPfCATIMS INDICATED HERON SHALL RUN MY TO THE PERsows) FOR N110A/ THE s Is PREPARED AND ON NIS aEH l TD THE n"ECONMANY, OOYERNME LAG—Y— L NG—I"I -LISTED HET ..ANO TO THE ASgGNEES OF THE LFNdNG INS14 TUnGN.0 NALfNA"ONSARE NOTTRMTSFERAgF TO AGpnONAL INS"TIRIONS OR SL96EOUENT OWNFFS. > �Q�Ppt��• � \9� .p 64.0' � • ��O OQO�G� A Goll Pd Bpd a• � 10 !Z L � oF�,�o oo0y N M N 7701920" W VACANT 227.00' 101.4' Co 1 i � II cue , 7 I)mc �! i New York State Insurance Fund Workers' Compensation & Disability Benefits Specialists Since 1914 8 CORPORATE CENTER DR, 3RD FLR, MELVILLE, NEW YORK 11747-3129 Phone: (631) 756-4300 CERTIFICATE OF WORKERS' COMPENSATION INSURANCE A ^AAAA 113573648 TURN -KEY MODULAR HOMES INC 24 HARRISON AVENUE SOUTHAMPTON NY 11968 POLICYHOLDER TURN -KEY MODULAR HOMES INC 24 HARRISON AVENUE SOUTHAMPTON NY 11968 CERTIFICATE HOLDER TOWN OF SOUTHOLD P.O. BOX 1179 SOUTHOLD NY 11971 POLICY NUMBER I CERTIFICATE NUMBER I PERIOD COVERED BY THIS CERTIFICATE DATE 1 1346626-3 433766 02/20/2013 TO 02/20/2014 12/28/2013 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED ABOVE IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO, 1346 626-3 UNTIL 02/20/2014, 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. IF SAID POLICY IS CANCELLED, OR CHANGED PRIOR TO 02/20/2014 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 30 DAYS WRITTEN NOTICE OF SUCH CANCELLATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRESSED SHALL BE SUFFICIENT COMPLIANCE WITH THIS PROVISION. 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. NEW YORK STATE INSURANCE FUND DIRECTOR, INSURANCE FUND UNDERWRITING This certificate can be validated on our web site at https://www.nysif.com/cert/certval.asp or by calling (888) 875-5790 VALIDATION NUMBER: 243118045 U-26.3 10 loll r 6 I* Tmk T* w �e a�.`ea M, .., j �.. I , _; w .o xi r a, , "a T.a �.. I , _; w i 4 w mft . �•�;� .® . _ �/ • �� ,� � 0 11 LE L 'u Z'ID MPH 3 -SECOND GUST NYS Permit Submittal for 120 3sg High -Wind Job #31695 10/14/13drm Builder: Customer: Turn Key Modular Homes, Inc. McKay Name: Name: Site Address: Lot #4 Blossom Lane Street: Southold, NY 11971 own, date, /-ip Muncy Homes, Inc. 1567 PA Route 442 East PO Box 325 Muncy, PA 17756 Contact: Darryl Mincemoyer Engineering dmincemoyer(c premier-builders.com NY Approval Number: M 1387-02-070 Expiration Date: Dec 15, 2014 NYS High -Wind Submittal Index Index: NY Design Specifications - Attachment - 1 Design Specifications- Attachment - 2 (1 sty sw & mw opening hdrs) NYS "Notice of Approval' letter for system approval NYS 120 3sg Factory Shearwall and Connection Summary NY PE calculation summary NY PE calculations Fastener Cut Sheets REScheck Compliance Certificate & Checklist Truss Manuf. Details System Drawings Cover Sheet - 1 a Floor plan(s) High -wind plan(s) Electrical plan(s) Foundation layout Elevation(s) Bldg Cross Section - 7_ Balance of system sheets that apply to this actual house - 2_ thru 10_ WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. NY Design Specifications - Attachment -1 Home Ident. (Job No.): 31695_000 Site Location: Lot #4 Blossom Lane, Southold, NY 11971 Suffolk Co. Design Loads: Ground Snow Load: See floor plan Seismic Category: B Wind Speed: (3 Sec. gust) 120 Floor LL: (Liv'g / Slp'g) 40 / 30# Floor DL: 10# Applicable Bldg Codes: 2010 Residential Code of NYS NYS Energy Compliance Thru Rescheck 2008 NEC Occupancy Classification: Construction Type Classification: Index of Addtl. Specific Dwgs: Floor Plan Foundation Electrical Plan (4)Elevations 1 Family Detached Wood Framed Unprotected Truss Detail(s) References: Window/Door Schedules - System Dwgs. Sht 3c Calc. Manual - 35 thru 90 GSL Design Sidewall Studs - Pg 6.1.1.a Marr. Wall Studs - Pg 6.3.1.a Floor Joist - Pg 4.1.a The plans and specifications of this permit set are derived from and consistent with the plans and specifications associated with the approval on file with the Dept. of State, which were approved on Dec 10th, 2010 under system #M1387-02-070 Attachment - 1 10/14/13drm WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Design Specifications - Attachment 2 35 Ground Snow - 24/26/28 Wide - Cape - 12/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A 3-2x4 SPF 2/1 3'-8" 13.9.1.e B 3-2x6 SPF 2/1 5'-10" 13.9.1.e C 3-2x8 SPF 2/1 7'-6" 13.9.1.e D 3-2x10 SPF 2/1 9'-2" 13.9.1.e E 3-2x12 SPF 2/1 10'-8" 13.9.1.e F 3-1.5"x5.5" LVL 6'-5" 13.9.1.g G 3-1.5"x7.25" LVL 8'-6" 13.9.1.g H 3-1.5"x9.25" LVL 10'-10" 13.9.1.g 3-1.5"x11.25" LVL 13'-2" 13.9.1.g J 3-1.5"x16" LVL 18'-9" (3 col limited) 13.9.1.g Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1 2-2x4 SPF 2/1 4'-6" 13.9.4.e 2 2-2x6 SPF 2/1 7'-1" 13.9.4.e 3 2-2x8 SPF 2/1 9'-4" 13.9.4.e 4 2-2x10 SPF 2/1 11'-5" 13.9.4.e 5 1-2x10 SPF 2/1 8'-1" 13.9.4.a 6 1-1.5"x9.25" LVL 10'-4" 13.9.4.c 7 2-1.5"x9.25" LVL 13'-2" 13.9.4.g Attachment - 2 WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. 1ti111'VYOIkK S'Iliiis "now DF,PARtTMENT of. S-rxrr- NEW YORK STATE DEPARTMENT OF STATE Division of Code Enforcement and Administration One Commerce Plaza, 99 Washington Avenue Albany, NY 12231 Phone (518) 474-4073 wwww.dos.nvgov Fax: (518) 486-4487 E=mail;infaZzdos.n .00v 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: Manufacturer's Name: Muncy Homes, Inc. 1567 PA Route 442 East P.O. Brix 325 Muncy, PA 17756 Building Description: Detached One and Two -Family Dwelling and Multiple Single -Family Dwellings (Townhouses) System Approval Number: M 1387-02-070 (Modification # M1387-2013-024) Applicable Coder Residential Code of New York State 2010 (RCNYS) Expiration Date: December 15, 2014 Maximum Ground Snow Load: 90 PSF Seismic Design Category: A, B, C or D0 Basic Wind Speed: 120 MPH Maximum Exposure Category: A B or C DOS Contact Person: Gerard A. Hathaway, R.A. Additional Conditions: None Approval Date; December 12, 2012 (Modification date: 4-23-2013) 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 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 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.. WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. REScheck Software Version 4.4.4 12 P _SE(O D - Compliance Certificate 23 552 51.0 0.0 Project Title: #31695_000 (Job_S/N) 468 Energy Code: 2010 New York Energy Conservation i Location: Suffolk County, New York 12 Construction Type: Singe -family 30.0 Project Type: New Construction Conditioned Floor Area: 1,733 ft2 15 Glazing Area Percentage: 12% 0.0 Heating Degree Days: 5750 10/15/13 Climate Zone: 4 21.0 Permit Date: Construction Site: Owner/Agent: Designer/Contractor: Customer: McKay Builder: Turn Key Darryl Mincemoyer Lot #4 Blossom Lane Muncy Homes, Inc. Southold, NY 11971 1567 Rt442E NY Muncy, PA 17756 28 570-546-8915 dmincemoyer@premier-builders.com Compliance: 8.6% Better Than Code Maximum UA: 397 Your UA: 363 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 Ceiling 1: Flat Ceiling or Scissor Truss Comment: decked area Ceiling 2: Flat Ceiling or Scissor Truss Comment: area behind knee walls Ceiling 3: Flat Ceiling or Scissor Truss Comment: non -habitable projections Ceiling 4: Flat Ceiling or Scissor Truss Comment: attic stair area Ceiling 5: Cathedral Ceiling Comment: sloped attic stair area Wall 1: Wood Frame, 16" o.c. Comment: front Window: 1-30 x 49 SL: Vinyl Frame, Double Pane with Low -E Comment: f 1 Window: 6-38 x 59 SL: Vinyl Frame, Double Pane with Low -E Comment: f 6 Door: 1-36 x 80 2 Lite: Solid Comment: f 1 686 32.0 0.0 23 552 51.0 0.0 14 468 51.0 0.0 12 15 30.0 0.0 1 15 19.0 0.0 1 561 21.0 0.0 24 10 0.300 3 93 0.300 28 22 0.230 5 19 0.320 6 Project Title: #31695_000 (Job_S/N) Report date: 09/26/13 Data filename: O:\Premier Data\REScheck 31000\31695.rck Page 1 of 3 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Wall 2: Wood Frame, 16" o.c. 561 21.0 0.0 24 Comment: rear Window: 2-30 x 49 SL: Vinyl Frame, Double Pane with Low -E 20 0.300 6 Comment: r 2 Window: 1-34 x 49 SL: Vinyl Frame, Double Pane with Low -E 12 0.300 3 Comment: r 1 Window: 2-38 x 59 SL: Vinyl Frame, Double Pane with Low -E 31 0.300 9 Comment: r 2 Door: 1-96 x 80 Vinyl SGD SL: Glass 53 0.330 18 Comment: r 1 Door: 1-32 x 80 9 Lite: Solid 19 0.320 6 Comment: r 1 Wall 3: Wood Frame, 16" c.c. 353 21.0 0.0 19 Comment: left Window: 3-22 x 22 SL: Vinyl Frame, Double Pane with Low -E 4 0.300 1 Comment: 13 Window: 1-38 x 59 SL: Vinyl Frame, Double Pane with Low -E 16 0.300 5 Comment: 11 Wall 4: Wood Frame, 16" o.c. 353 21.0 0.0 16 Comment: right Window: 4-22 x 59 SL: Vinyl Frame, Double Pane with Low -E 36 0.300 11 Comment: rt 4 Door: 2-32 x 80 9 Lite: Solid - •, 39 0.320 12 Comment: rt 2 Wall 5: Wood Frame, 16" o.c.' 160 13.0 0.0 12 Comment: attic stair area Door: 1-30 x 80 Blank: Solid 18 0.160 3 Comment: attic stair area,, Wall 6: Wood Frame, 16" o.c. 240 13.0 0.0 18 Comment: bsmr level stair area Door: 1-30 x 80 Blank: Solid 18 0.160 3 Comment: bsmt level stair area 10/15/13 Floor 1: All -Wood Joist/Truss, Over Unconditioned Space 1,224 19.0 0.0 58 Floor 2: All -Wood Joist/Truss, Over Unconditioned Space 468 19.0 0.0 22 Comment: projections 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 4.4.4 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Oarr�e,P /4(10e 0pl- Digitally signed by Darryl Mincemoyer Darryl Mincernoyef - Engineering Date: 2013.09.26 09:46:56 -04'00' Name - Title Signature Date Project Notes: 1- Caics reflect only that portion of the unit assembled in the factory & included in the REScheck. Should further living space be added or finished a new REScheck shall be completed by others. 2- For unconditioned basements & cape roofs spaces, the builder shall enclose basement & attic stairs. The walls surrounding the basement & attic stairs shall be insulated & protected with a vapor barrier. The bldr is responsible for supplying all materials. 3- In houses that have factory installed floor ductwork, the bldr shall be responsible to install the insulation floor insulation under the duct. 4- An IRC & IECC Air Barrier & Insulation Checklist is partially completed in plant & supplied to builder with Project Title: #31695_000 (Job _S/N) Report date: 09/26/13 Data filename: O:\Premier Data\REScheck 31000\31695.rck Page 2 of 3 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. final house packet for on-site completion by others. 10/15/13 Project Title: #31695_000 (Job _S/N) Data filename: O:\Premier Data\REScheck 31000\31695.rck Report date: 09/26/13 Page 3 of 3 ry 1 \ ua 10/15/13 Project Title: #31695_000 (Job _S/N) Data filename: O:\Premier Data\REScheck 31000\31695.rck Report date: 09/26/13 Page 3 of 3 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. 2010 New York Energy Conservation Construction Code Energy Efficiency Certificate Wall 21.00 Floor 19.00 Ceiling / Roof 32.00 Ductwork (unconditioned spaces): GlassA DoorU. ac SHbc Window 0.30 0.34 Door 0.33 0.34 CoolingHeating & Heating System: Cooling System: Water Heater: Name: Date: Comments: DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITER/I IN ANY WAY. JobTrvss Truss Type Oty Ply SNIP 212 53116 P968101 PEAK 1 1 78 - Single Box -14' - 45/65 PA13500 * .Page 1 of 2 Universal Forest Products Inc., Grand Rapids, MI 49525, Peg Beckett 7.130 a Apr 28 2009 MRek Industries, Inc. Fri Oct 09 07:45:29 2009 Pagel 7-0-4 , w r e-10.8 This print replaces print Issued 10/5/09- o' R ALT. CANTILEVER CONDITION �8 5 Af REACTIONS Max Harz 13=404(1_C 6) 1� 14 ^'S 1' 9' jg Max Up11ftl3=546(LC 8), 10=571(LC 9) BEH18E 2 9 BEH18 ax Grav13=697(1.13 17),10=711 (LC 18) 12.00 12 4 6 'o ?;V -1-12 to 3.2-0 (boln sides) Opt Cut -Off T rl Connection Detail BE 3 3x7 II 3 BEHt 4 2 7 2x5 _ '' 8 �� rn o m 4x5:- 1 1 3x5 Nan-elendard eannaaUon. Homo menufacWrar N c 1 W4 9 ah..ld I ... ult. quollllad d..lOn pmfausl.n.l 10 FII .- B1 �'i Ir S C uttlon ohouid b. d..lOnad b au.t In o 13 12 372:.dal fora. and a 3854 oh ... lama. 11 10 3-5/8" x 314" Da o 3x8 I 3x8 II i/8" x 3/4" Dado 0-1-121.2-13 3-2-2 4-11-2 4--15 ' 13-10-1z ' -NOTE- Temporary support may be required at mld-s pan to tests deflection dud ng storage, transportation and setup. Temporary supporl(s) may be removed after the roof Is raised and all field connections are complete. The field Installed members must be Installed prior to loading the truss, Plate Offsets X 1:0-1-14 0-2-4 2:0-1.0,0-1-4 , 3:0-0-11.0-M ; 4:0-0-11 0-1-2 , 6:0-0-11 0-1-2 , :0.0.11.0-M 8:0.4-8.0-0-2 9:0-0-8.0-2.8 , 10:0-6-4,0-1-8 , 13:0-6-4,0-1-8 SPACING: 2-0-0 LOADING(psf) SPACING: 1.40 LOADING(psf) SPACING: 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL In(too) I/deg Ud PLATES TCLL 26.7 TCLL. 40.0 TCLL 53,3 Plates Increase 1.15 TC 0.66 Vert(LL) 0.36 11-12 >450 240 MT20 (Ground Snow --45.0) (Ground Snow -67.5) (Ground Snow -90.0) Lumber Increase 1.15 BC 0.48 Veli(TL) -0.33 11-12 >488 180 M1118 TCDL 7.0 TCDL 10.5 TCDL 14.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.00 9 n/a n/a BCLL 0.0 • BCLL 0.0 BCLL 0.0 Code IBC2009[TP12007 (Matrix) Weight: 68 lb SCOL 10.0 BCDL 15.0 BCDL 20.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins. T4,T3: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. BOT CHORD 2 X 8 SPF No.2 WEBS 2 X 3 SPF Stud REACTIONS (Iblsize) 1=590/0-1-8 (Input: 0-3-8), 9=582/0-1-8 (input: 0.3-8) Max Horzl=395(1.137) Max Upllftl=391(LC 9), 9=383(1_139) Max Grav1=738(LC 16),9=720(LC 17) [P] FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-021/207, 2-3=643/416, 34=480/355, 4-19=239/190, 5-19=194/195, 5-20=315/371, 6-20=331/367,6-7=376/219, 7-8=-087/233, 8-9=487273 BOT CHORD 1-14=180/269.14-27=180/269; 25-27=269/180, 24-25=180/269,13-24v-269/180,12-13-155/255. ll -`12=154/253.11-15=154/253, - 10-15=154/253,10-16=154/253, 16-26=154/253, 23.26=154/253,18-23=253/154, 18-21=-253!154, 21-22=154/253, 17-22=154253, 9-17=253/154 Est: an VE .ylhrnllgl7h, WEBS 2-i3=582/952,8-10=275/644,4-12=259/474,6-11=182/302 lv.lt , REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression (lb)/ Maximum Tension (lb)/ Maximum Shear (lb)/ Maximum Moment (Ib -in) - .Q 5=260/372/385/0,11=182/302/010,12=259/474/0/0 �P . w':4`' NOTES (16-19) �l(j �Z ' A-., 1) Dado: 0-3-14 length x 0-0-12 deep dado, 0-1-8 to left edge from Joint 1 on the bottom face. 2) Dado: 0-3-10 length x 0-0-12 deep dado, 0.0-0 to right edge from joint'9 on the bottom face. y' 2) 3) Wind: ASCE 7-05; 120mph a@241n o.c.; TCDL=1.6psf; BCDL=2.3psf; (Alt. 147mph a@16in o.c.; TCDL=2.4psf; BCDL-3.5psf); (AIL 150mph Q12ln o.c.; TCDL=3.2psF, BCDLan4.6psf); h=30ft; Cal. ll; Exp C; enclosed; MWFRS (low-rise) gable end zone and C -C Extericr(2) zone; cantilever left and right . • 111111 (U exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ra LLl 4) TCLL ASCE 7-05; Pg=45.0 psf (ground snow); Ps=26.7 psf (roof snow); Category ll; Exp C; Partially Exp.; C1=1.1 5) Roof design snow load has been reduced to account for slope. N� 0� J 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 8) All are MT20 unless otherwise Indicated. R�F NPv' plates plates 9) See BEH18 DETAILS for plate placement. +tvStQ 10) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 11) All additional member connections shall be provided by others for forces as Indicated. Oct. 12 0 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 13)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =10.apsf. 0�s l t,��1 14) V sq�t Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 Ib uplift atJoint 1 and 383 Ib uplift at Joint 9. 15) This truss has been designed In accordance with the 2009 IBC Section 2303.4.6, 20091RC Section 802.10.2. G 16) This truss has been designed In accordance with the 2006 IBC Sec 2303.4.2, 2006 IRC Sea 802.10.2 KEVIN W. cP 17) This truss has been designed to meet the 2003 IBC Section 2308.10.7.1; 2003 IRC R802.10.2 o FREEMAN 18) Take precaution to keep the chords In plane, any bending or twisting of the hinge plate must be repaired before the building Is put Into service, tl 19) If shown, field Installed members are an Integral part of this design. To ensure proper performance, all field Installed members must be Installed prior to CIVIL. applying any loading to the truss. 11- A-birtnura ®WARNING - Verify design parameters and READ NOTES Universal Forest Products, Inc. 2901 RB, NE PHONE (616)-364-6161 FAX (616)-365-0060 GRAN This building component has only been designed for the loads noted on this drawing, Construction and lifting forces have not been considered. The builder Is re for lifting methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002. This design Is based only upon parameters shown, an Si an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility f bull designer -not truss designer. Bracing shown Is for latera( support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricallon.ouality control. staraine. delivery, emcillon and bracing. consult S .the Wood Truss Council of America and Tn1ss Plate I-lilulw Racnmmpndai' n r Ilahla from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\support\MitekSupp\lemplates\ufp.tpeCE) copyright 2009 by: Universal Forest Products, Inc. Muncy Homes, Inc 11/24/2009 7.4.8.a DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY, Job Truss Truss Typeaty Ply SMP 212 53116 Additional Seals 1 1 PA13500 Page 2 of 2 Universal Forest Products Inc., Grand Rapids, MI 49525, Peg Becicetl 7.130 a Apr 28 2009 MFTek Industries, Inc. Mon Sep 2013:02:38 2009 Page 2 Additional Seals For: CC681701 CC681801 P967901 CC681702 CC681802 P968001 CC681703 CC681803 P968101 CC681704 CC681804 P968201 CC681705 CC681805 CC681706 CC681806 �.7V rid S. I.': WARNING -Verify design parameters and READ NOTES Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NE PHONE (618)-3646161 FAX (616)-365-0060 GRAND RAPIDS, M149525 This building component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder Is responsible for IlHlng methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fahricallon,qually control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation 11ahle from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\suppod\MitekSupp\templates\ufp.tpe0 copyright 2009 by: Universal Forest Products, Inc. Muncy Homes, Inc 11/24/2009 7.4.8.b KE/IN ii1/ Vit; l�� 0�. REGISTERED O a U FREEMAN PRf3SSIQNA! a. C3 1.0390 I,CNs�O KEVIN W .FREEMAN. ss`pNA1 � r ,.11 ENMEER �.7V rid S. I.': WARNING -Verify design parameters and READ NOTES Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NE PHONE (618)-3646161 FAX (616)-365-0060 GRAND RAPIDS, M149525 This building component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder Is responsible for IlHlng methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fahricallon,qually control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation 11ahle from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\suppod\MitekSupp\templates\ufp.tpe0 copyright 2009 by: Universal Forest Products, Inc. Muncy Homes, Inc 11/24/2009 7.4.8.b DIRECTION OF ALICE NS ED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANYWAY. Job Truss Truss Type Oly Ply SMP 212 53035 CC680202 HINGED ATTIC 1 1 61 - 26'- 28'- 96" Kneewall - 35/50 PA13461 Pagel of 2 Universal Forest Products Inc., Grand Rapids, MI 49525, Peg Beckell 7.130 a Apr 28 2009 MITek Industries, Inc. Wed Sep 23 13:53:29 2009 Page 1 PRE -FAB COLLAR TIE DETAIL 1310-12 7 1310-12 I 7-11-11 ,yA 6 9 = 6X9 - I.l 0-3'-0 2xB SPF No2 (all parts) I o p' I 11-e-13 - Y Pro -Fob Oow m.(.no loan) � Alhch win 2 raw. of nolle op—d 3'.1.. Noll. o holt bo 0.101• dlo,•0'lon0, �.• 6 O Fyb " 100.000 p.l conl.—ln01. 5 9 12.00 126z9 - T3 AOTM al.nd.rd F1007 own/. requlr.d far Now York lin _ 6xg Q but m.y b.luced oher. I... Far .l.l...h.r Ih.n N.w Y.M. Mold collo, U. m.y b. ...d for Jclnl. 6.nd9 per CFP Bull, fl, 06-0Z (m. Mold collar U. d.1.11) _ E 18 F' BEH18E RIGID COLLAR TIE DETAIL IL Opt. Cut -Off 4 10 2x6 SPF ry 0-1-12 OpL Cut Off �::. Single Rigid Collor Tla (Ona (eco) a ry 0.1-12 fl Jointo 6 8 9 -Sea Bulletin 05-02 for c. lar Ila connection detella. ALT. CANTILEVER DETAIL '6 EH18 16-0-0 VQ BEH186(40ft BCLL) 11 1.6x4 II aunona 0-3-0 c = 1 cQ v Bxg ii 3 ll12 ' �X9 \\ d 1; i. upijnl n(Lc 7f rn. aml.i-ilirlhc mi. a=inliia )'n��.:o+olio la) mo-io.Vaban.u.q rv= dt 'S Nd B1 Bt18 ),'�' 0-1-8 4x10 11 17 16 -1/2" x 2-112" Dado's 15 4x10 I I d 0 10• 7/B" x 314" Dado's (typ) i1oR" 7041L07) raupwlla-0latLco), mdlm6c 1U), 1-aao(Lc o) Ia . 0.1'121441, 4.5. 8-O-0 , e-0-0 4-6.e1J-0y-i-12 Mm Om 13•I101(LC 171. 18•80.(LO 13), 1.12N(LO lo) n- Plate Offsets X 1:0-0-12 0.1-B 3:0-0-1 i 0-0-0 4:0-0.11 0-1-2 5:0-2-12 0-2-12 9:0-2-12 0-2-12 10:0-0-11 0-1-2 11:0-0-11 0-M 13:0-0-12 0.4-0 14:0-8-0 0-2-0 18:0-8-0 0-2-0 SPACING:2-0.0 SPACING: 1-4-0 SPACING: 1-0-0 SPACING 2-0.0 CSI DEFL in (loo). Udell Ltd PLATES GRIP LOADING(pst) LOADING(psf) LOADING(psf) Plates increase 1.15 TC 0.80 Verl(LL) 0.3416-17 >485 240 MT20 197/144 TCLL20.7 (Ground Snow --35.0) TCLL 31.1 (Ground Snow=52.5) TCLL 41.5 (Ground Snow=70.0) Lumberincrease 1.15 BC 0.67 Vert(TL) -0.3915-16 >420 180 MI118 141/138 TCLL 7.0 TCDL 10.5 TCLL 14.0 Rep Stress Inc, YES WB 0.59 Horz(TL) 0.01 13 n/a n!a BCLL 0.0 BCLL 0.0 BCLL 0.0 " Code IBC2009frPI2007 (Matrix) Attic 0.34 16-17 572 360 Weight: 183 lb BCDL 10.0 BCDL 15.0 BCDL 20.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 Cc purlins. T4: 2 X 4 SPF Stud BOT CHORD Rigid calling directly applied or 7-7.14 cc bracing. BOT CHORD 2 X 10 SPF No.2 WEBS 1 Row at midpt 5-9 WEBS 2 X 3 SPF Stud 'Except' Pre -Fab Collar Tie: 2 X 6 SPF No.2 REACTIONS (Ib/size) 1=1038/0-1-13 (Input: 0-3-8),13=103810-1-13 (Input: 0-3-8),16=830/0-1-8 (input: 0-3-0) IP) Max Horz 1=794(LC 7) Max Upllft1=679(LC 10), 13=677(LC 9), 16=161(LC 9) Max Gravl=1172(LC 16),13=1175(LC 17), 16=961(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=9741627, 2-3=-1037/758, 3-4=1020!741, 4-5=806/801, 5-6=321/185, 6-23=253/190, 7-23=-162/196, 7-24=159/193, 8-24=245/187, 8-9=321/184, 9-10=-807/801, 10-11=1020/737, 11-12=10371754,12-13=9137/623 BOT CHORD 1-18,18-17,17-16,16-15,15-14,14-13=426/641 WEBS 10-15=297/445, 2-18=2011532, 12-14=215/545,4-17=301/449, 5-9=5541905 REQUIRED FIELD JOINT CONNECTIONS - Maximum Compression (lb)/ Maximum Tension (lb)/ Maximum Shear (lb)/ Maximum Moment (Ib -in) 5=554/905113377065, 6=273/189/198/0, 7=128/197/199/0, 8=2711186119910, 9=554/905/13317033,15=297/445/0/0,16=401/635/48410,17=301/449/0/0 NOTES Est a.man Fila ,Ie vat 0 1) Dario: 0-3-14 length x 0-0-12 deep dado, 0-1-8 to left edge from Joint 1 and 0-1-8 to the right edge from Joinl 13 on the bottom face. VE y11 x.t't l! 2) Dario: 0-3-14 length x 0-0-12 deep dado, 0-10-6 to the left edge from the Joint 1 and 0-10-8 to right edge from Joint 13 on the bottom face..f -BVI G �Y 'r Dado: 0-1-8 length x 0-2-8 deep dado, 0-0-0 to the right edge from the Joint 16 and 0-" to left edge from Joint 16 on the bottom face. 3) Wind: ASCE 7-05;120mph @241n o.c.; TCDL=1.6psf; BCDL=2.3psh, (AIt.147mph @161n o.c.; TCDL=2.4psf; BCDL=3.5psf); (AIL 150mph @121n o.c.; TCDL=3.2psf; BCDL=4.6pso; h=30f1; Cat. ll; Exp C; enclosed; MW FRS (low-rise) and zone and C -C Exledor(2) zone; cantilever left and right gable exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-05; Pg=35.0 psf (ground snow); Ps=20.7 psf (roof snow); Category 11; Exp C; Partially Exp.; C1=1.1 5) Roof design snow load hies been reduced to account for slope. 6) Unbalanced snow loads have been considered for this design. •• r 7) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. + • . I Lu 8) Ail plates are MT20 plates unless otherwise indicated. 9) See BEH18 DETAILS for plate placement 10) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. lj1{S 1 11) All be by for forces Indicated. O�p$lj' additional member connections shall provided others as by ' 12) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) "This truss has been designed for alive load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0t between the bottom chord and any other members. 14) Gelling dead load (5.0 psf) on member(s). 4-5, 9-10, 5-9 Sept. 9 15) Bottom chord live load (40.0 psf) and addltlonal bottom chord dead load (0.0 psf) applied only to room. 16-17,15-16 16) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 679 Ib uplift at.Jolnl 1, 677 Ib uplift st Joint 13 and 1611b uplift at Joint 16. OF 17) This truss has been designed In the 2009 IBC Section 2303.4.6, 2009 IRC Section 802.10,2. pV� ,rwSs accordance with 9Cy 18) Attic room checked for L/360 deflection, t' 19) This truss has been designed In accordance with the 2006 IBC Sec 2303.4.2, 2006 IRC Sec 802.10.2 OG KEVIN W. 20)This truss has been designed to meet the 2003 IBC Section 2308.10.7.1; 2003 IRC R802.102 4J7� 21) Take precaution to keep the chords In plane, any bending or twisting of the hinge plate must be repaired before the building is put Into service. p FREEMAN 22) If shown, field Installed members are an Integral part of this design. To ensure proper performance, all field Installed members must be Installed prior to G] any loading to the truss. CIVIL 23) Based on CC3660201. Reduced TCLL from 45 Pg at 24" o/c, Mfnk A) 01 ®WARNING - Verify design and READ NOTES Universal Forest Products, Inc. 2801 RD; N, �4 parameters PHONE (616)-364-6161 FAX (616)-365-0060 GRAN This building component has only been designed for the leads noted on this drawing. Construction and lifting forces have not been considered. The builder Is r i for lifting methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002. This design is based only upon parameters shown, nd is k an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of bull designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during conslruc8 Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regard) fabdcation.auality control, storeee dellvery erection and bracinci=suft SCSI 1-06 from the Wood Truss Council of America and Truss Plate Instllule Recommeidal nn avalinhle from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\support\MilekSupp\templates\ufp.tpe© copyright 2009 by: Universal Forest Products, Inc. Muncy Homes, Inc 11/24/2009 6.4.10.a fm ,X•a DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. 53035 1 (Additional Seals 11 I 1 Additional Seals For: CC680101 CC680201 CC680102 CC680202 CC680103 CC680203 CC680104 CC680204 CC680105 CC680205 CC680106 CC680206 CC680207 CC680208 2— 1: so ^d N: rtr : r REGISTERED SOF NEW ��AS `Q PRUFE$SIONAL M KEVIN W.. FREEMAN cd KEVIN W.. ` r FREEMAN:,ENGINEER +' PE -054541E w9d° -:07 -ell Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NE WARNING `, Verrfy design parameters and READ NOTES PHONE (616)-364-6161 FAX (616)-365-0060 GRAND RAPIDS, M149525 " This bullding componenthas onlybeen designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder Is responsible for lifting metfiods.and'sysCem design. Builder responsibilities are defined under section 2.3 of TPI1-2002. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and.loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support oflndividual web members only. Additional temporary bracing to Insure stability during construction p Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication,qualfty control, storage. dellye[y. erection and bracing, consufi SCSI 1-06 from the Wood Truss Council of America and Truss Plate Inslilule Recommendation available from WTCA, 6300 Enterprise UN, Madison, WI 53719 J:\support\MitekSupp\templates\ufp.tpe@ copyright 2009 by: Universal Forest Products, Inc. Muncy Homes, Inc 11/24/2009 6.4.10.b WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Job Truss Truss Type Oty PlySMP 212 54166 CC680209 HINGED ATTIC 1 1 61 - 35# @ 24" Dor. Cut Job Reference(optional)Pa el Universal Forest Products Inc., Grand Rapids, MI 49525, Peg Beck 1` 7210 a Nov 16 2009 MITek Industries, Inc, Tue Feb 0910:10:48 2010 Page 1 of 1 24.0 d-0-14 0 5-14 13-10.12 ALT. CANTILEVER DETAIL 8 S REACTIG 16 u Mu Hors 16-1ILc 17).5�42(-S(LCLC 10) O-t,� O °� Mn 1= 0), 16•-0]6(LC IC), 6-2]1117 C) Gp •Y MuG­ 1-Cill(LC 13), 16=11aa(LC 17), 16.1197(LG 13). fiat6TlLC Gl WjL O 1b U� 3 7 49 6 10 o m 6ao-1z (nom lao.) 12.00 12 3 W 5 11 CC680201 or CC680221 - Host Truss lib 23 22 CC680213 - Dor. Gin 8' 3x6 See Note 21 3x6 ° Opt. Cul -Off See page 2 for ,t o-1-12 K -Web cellar Ile e delall s,2 wH of r�, 12 Opt. cul -Off f 0-1-12 �~v 'e/f• a k o0` KEVioII w. y°cn �� 0 FREEMAN ti 4011 BCLL between joints 21-19, 19-172 Bt`H180 4 BEH18D:�'}p �M` ca • 1.5114 II 3 4 Support by others 0-3-0 13 1.5x4 I 22H 4 6x9. z No. 429 1 1!i W1 81 o W 1 • ; 15 N } A-) if " IL? c 2 24 2b 18 17 010 11 9 4x10 11 See Note 21 0-1-12 1-3-8 6-11-10 5-5-14 B-0-0 4.5-8 j-3-8 Q -i-12 ' 27-9- Plate Offsets X, 1:0-6-1,0-0-fi , 3:0-0-11,0-0-0 , 12:0-0-11,0-1-2 , 13:0-0-11,0-0-0 , 15:0-3-8,0-2-8 , 16:0-8-0,0-2-0 , 21:0.7-12,0-2-0 , 22:0-2-0,0-0-81,[23:0-2 ,-0-8 LOADING (psf) TCLL 20.7'" SPACING 2-" CSI DEFL In (loc) I/deft L/d PLATES GRIP (Ground Snow=35.0) Plates Increase 1.15 TC 0.56 Vert(LL) -0.23 18-21 >697 240 MT20 197/144 TCOL 7.0 Lumberincrease 1.15 BC 0.67 Verl(TL) -0.33 18-21 >499 180 M1118 141/138 BCU_ 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Attic -0.19 17-18 1023 360 Weight 160 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 5.3-8 oc purlins. (P) T4:2 X 4 SPF No.2 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. BOT CHORD 2 X 10 SPF No.2 WEBS 1 Row at micipt 5-11 ' WEBS 2 X 3 SPF Stud 'Except* W2:2 X 6 SPF No.2 LER SCAB 19-20 2 X 10 SPF No.2 one side REACTIONS (Ib/size) 1=566/0-3-8 (min.0-1-8), 15=1111/0-3-8 (min. 0-2-1), 18=956/0-3-0 (min. 0-1-8), 5=217/0-7-12 (min. 0-6-8) Max Hoa 15=818(LC 17),5=898(!_C 10) Max Upllft1=27(1_1 9),15=-669(LC 10), 5=208(1_C 9) Max Gravl=627(LC 3),15=1330(LC 17),18=1154(LC 13),5=340(LC 32) FORCES (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=260/64, 2-3=80130, 3-4=-43/0, 8-34=-162/188, 9-34=-267/172, 9-10=280/165, 10-11=3261168, 11-12=-1017/808, 12-13=1305/626, 13-14--13251642,14-15=-1248/299, 5-6=310/155, 6-7=280/164, 7-35=264/169,8-35=159/185 BOT CHORD 1-21, 21-19,19-17,17-16, 16-15 =-22/169 WEBS 12-17=26/326,2-21=-192J367.14-16=176/495, 5-23=-7311797,22-23=-752/940,11-22=-9421997,10-22=100/289, 6-23=-1651312 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression (lb)/ Maximum Tension (lb)/ Maximum Shear (ib)/ Maximum Moment (Ib -In) 5=622/535/506/0,6=165/312/13/0,7=271/165/192/0,8=128/190/192/0,9=273/168/191/0,10=100/28911210,11=942/997/111/0,17=26/326/0/0,18=26/188/68310 NOTES (27-32) ESIgC dby Kmin Frc .R 1) Deco: 0-3-14 length x 0-0-12 deep dado, 0-1-8 to left edge from joint 1 and 0-1-8 to the right edge from Joints 15 on the bottom face. vERrFv 6Cmcnd.1 nld, npprurcn 2) Dado: 0-3-14 length x 0-0-12 deep dado, 0-10-8 to left edge from joint 1 and 0-10-8 to the right edge from Joints 15 on the bottom face. 3) Dado: 0-1-8 length x 0-2-8 deep dado, 0-0-0 to the left edge from joint 19 on the bottom face. 4) Dado: 0-1.8 length x 0-2-8 deep dado, 0-0-0 to the right edge from Joint 19 on the bottom face. 5) Attached 11-11-15 scab 19 to 20, front faces) 2 X 10 SPF No.2 with 2 rows) of 10d (0.131"x3") nails spaced 9" o.c.except: starting at 0-0-0 from end atjolnt 20, nail 3 row(s) at 3" o.c. for 2-0-0; starting at 9-11-15 from and at joint 20, nail 2 rows) at 2" o.c. for 2-0-0. Uj 6) Wind: ASCE 7.05;120mph; TCDL=4.2psf; BCDL=6.Opsf; h=30ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) gable end zone and C -C Ederlor(2) zone; cantilever laft and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 7) "' TCLL: ASCE 7-05; Pg=35.0 psf (ground snow); Ps= vales (min. roof snow=20.7 psf) sea load cases; Category 11; Exp C; Partially Exp.; CI=1.1 8) Roof design snow load has been reduced to account for slope. 9) Unbalanced snow loads have been considered for this design. .-. �L1J 10) Thls truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads. 11) All plates are MT20 plates unless otherwise Indicated. . o 12) See BEH18 DETAILS for plate placement X8663 13) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. Q' ` 14) All addltlonal member connections shall be provided by others for forces as Indicated. A, 15) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 7�FS 16)' This truss has been designed far a Ilve load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom S�ONP chord and any othermembers. 17) Ceiling dead load (5.0 psf) on member(s). 11-12, 5-23,22-23,11-22 March 3, 2010 18) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 18-21, 17-18 19) Bearing at jolnl(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 20) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1, 669 Ib uplift atjolnt 15 and 208 Ib uplift at joint 5. 21 Provide support to resist a horizontal force of 818# at joint 15 and 898# ai joint 5. 22) This truss has been designed in accordance with the 2009 IBC Section 2303.4.6, 2009 IRC Section 802.10.2. 23) WA 24) Attic room checked for U360 deflection. 25) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 26) This truss has been designed In accordance with the 2006 IBC Sec 2303.4.2, 2006 IRC Sec 802.10.2 27)This truss has been designed to meet the 2003 IBC Section 2308.10.7.1; 2003 IRC R802.10.2 28) Take precaution to keep the chords In plans, any bending or twisting of the hinge plate must be repaired before the building Is put Into service. 29) If shown, field Installed members are an Integral part of this design. To ensure proper performance, all field Installed members must be Installed prior to applying any loading to the truss. ®WARNING = Verify design and READ NOTES Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NE parameters PHONE (616)-364-6161 FAX (616)-385-0060 GRAND RAPIDS, M149525 This building component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder Is responsible I for lifting methods and system design. Builder responsibilities are defined under section 2.3 of TP11-2002. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically, Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure slablllly during construction 9 "� Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:\support\MtekSupp\templates\ufp.lpe0 copyright 2010 by: Universal Forest Products, Inc. Muncy Homes, Inc 3/12/2010 16.3.2.1 Q 0 WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Joh Truss Truss Type Qty Ply SMP 212 54166 CC680213 HINGED ATTIC 1 2 61 - 35# @ 24" Dor. Gir. 8' Job Reference o tional Page 1 Universal Forest Products Inc., Grand Rapids, MI 49525, Peg'B ckett 7.210 a Nov 16 2009 MITek Industries, Inc. Tue Feb 09 13:31:312010 Page 1 of 1 r^9 s ALT. CANTILEVER DETAILS Girder for up to B' max wldlh dormer. See note 20 for girder loading. ,5 o• 040 REACTIONS Max Horzt=-25B0(LC 8) 25 26 Q Mex Upllfi1=1B96(LC B), 15=247(LC B), 78=-i6e(LC 8) Seo Note 2� B��'o Max Gravl=2549(LC 1s), 15=821(LC 18), 18=1042(LC 12) 11 0 12.00 12 6 4 W3 W t1 1 21 O to 0-10-12 (both dd..) 36, 3x xCC680201 or CC680221 - Host Truss nt d See page 2 & 3 for co ar it. detail .Q2 CC680209 - Dor. Cul Truss 0-1-120pI. BEH1gE (1) Pre Fab collerl a required )o EH18E Cutbf( (1)K -Web colter 11 required 12 0-1-120p1. J, H Cut-off d N � ryb ; 840 (40# 6CLI_j M1' 86H,BD23W2EH180; 1.6x4 11 3 0 3-0 13 4 'll5>�I<4 It 4 = 6xgt' . 1 wt H of wt Y16 �\ 4 di ti e1 d 81 '(� ' 17 16 4xI0 II 1B 4x10 11 4-5-8 8-0-0 &0-0 45-8 7-3-60-1-12 27.9-0 Plate Offsets X, 1:0-5-1,0.0-8 3:0.0-11,0-0-0 4:0-0-11,0-1-2 12:0-0-11 0-1-2 , 13:0-0-11 0-0-0 , 15:0-3-15 0-0- 16;0-7-12,0-2-0 , 20:0-7-12,0.2-0 LOADING(psf) TCLL 20.7 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP (Ground Snow -35.0) Plates lncrease 1.15 TC 0.79 Vert(LL) 0.17 18-19 >946 240 MT20 197/144 BCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.3617-18 >456 180 M1118 141/138 BCD 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Attic -0.1517-18 1296 360 Weight, 325 lb LUMBER BRACING TOP CHORD 2 X 6 SPF No.2'Excepr TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. (P] T3:2 X 4 SPF No.2 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. - BOT CHORD 2 X 10 SPF No.2 JOINTS 1 Brace at Jt(s): 21, 22 WEBS 2X6 Stud ®FPJIgSS LBR SCAB. 5-11112 2 X 6 SPF No.2 one side '% REACTIONS (Iblsfze) 1=2432/0-3-8 (min. 0-2-0),15=743/0-3-8 (min. 0-1-8),18=944/0-3-0 (min. 0-1-8) ��:✓�� i Max Harz1=-2590(LC 6) OeI��IW IiY/o Gu, �O� p�qp�� Max Uplift1=1872(LC 9), 15=257(LC 8),18=178(LC 8) FRE Max Gravl=2568(LC 15), 15=876(LC 16), 18=1069(LC 12) p 1CF86ENIPiNF1 FORCES (Ib) -Maximum Compresslon/MaximumTenslon CIVIL TOP CHORD 1-2--2743/2518, 2-3=2897/2560, 3-27=2880/2557, 4-27=2498/2411, 4-28=2216/2161, 5.28=-4681451, 5-6=327/175, 6-7=-2781175, �9 7-29=-263/179, 8-29=-1591189, 8-30=162/192, 9-30=2 6 511 81, 9-10=•279/177,10-11=327/177,11-12=521/218,12-13=1120/240, No 4� a U 13-14=1062/186,14-15=1446/270 BOTCHORD 1-20, 20-19,19-18,18-17,17-16,16-15 =963/152 WEBS 12 -17= -5311840,2 -20= -346/518,14 -16= -279/611,4 -19=606/483,5 -21=500/570,21-22=318/217,11-22=824/378,6-21=851!722, ,r 10-22=527/804 ` REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression (lb)/ Maximum Tension (lb)/ Maximum Shear (lb)I Maximum Moment (Ib -in) pr 5=1000/l135f789/0,6=851/722/010,7=271/176/19610,8=128/194/196/0,9=2731179/195/0,10=527/8041010,11=1649f748/826/0,17=531/840/0/0,18=159/950/628/0,19=6061483/0/0 NOTES 1) Dada: 0-3-14 length x 0-0-12 deep dado, 0.1-8 t0 left edge from Joint 1 and 0-1-8 to the right edge from Joints 15 an the bottom face. E-slgoed by Kcvfe Frecmaa Dade: 0-3-14 length x 0-0-12 deep dado, 0-10-8 to left edge from Joint 1 and 0-10-8 to the right edge from Joints 15 on the bottom face. vERI w o prevelr 2) Dade: 0-1-8 length x 0-2-8 deep dado, 0-0-0 to the left edge from Joint 18 on the bottom face. l Dado; 0-1-8 length x 0-2-8 deep dado, 0-0-0 to the right edge from Joint 16 on the bottom face. r 3) 2 truss to be together 10d follows: Q -ply connected with (0.131 — ) nails as Top chords connected as follows: 2 X 6 - 2 rows at 0-4-0 cc. 2 X 4 -1 R 0-9-0 oc. �P ` r row at Bottom chords connected as follows: 2 X 10 - 2 rows at 0.9-0 cc. Webs connected as follows: 2 X 3 - 1 row at 0-9-0 cc, 2 X 6 - 2 rows at 0-9-0 no, 1-1/2 x 1-3/16 -1 row at 0-9-0 cc. 4) All (cads are considered equally applied to all piles, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 5) Wind: ASCE 7-05; 120mph; TCDL=2.Bpsf; BCDL=4.0psf; h=30ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right c exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) TCLL ASCE 7-05; Pg=35.0 psf (ground snow); Ps=20.7 par (roof snow); Category It; Exp C; Partially Exp.; C1=1.1 : �- 7) Roof design snow load has been reduced to account for slope. 8) Unbalanced snow loads have been considered for this design. 9) This truss has been designed for basic load combinations, which Include cases with reductions for multiple concurrent live loads.�d �$ 66. Y` 10) All plates are MT20 plates unless otherwise Indicated. )0 11) See BEH18 DETAILS for plate placement 12) Provisions must be made to prevent lateral movement of hinged member(s) during transportation. 13) All additional member connections shall be provided by others for forces as Indicated. March 3, 2010 14) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live (Dads. 15) • This truss has been designed for a live load of 20.0psf en the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 16 Calling dead load (5.0 psf) on member(s). 4-5,11-12, 5-21, 21-22,11-22 173 Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 18-19,17-18 18) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1872 Ile uplift at Joint 1, 257 Ile upilft at Joint 15 and 178 Ib uplift al)olnt 18. 19) This truss has been designed In accordance with the 2009 IBC Section 2303.4.6, 2009 IRC Section 802.10.2. 20) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) of: 228# down, 1636# left In gravity and 384# up, 1796# right In wind at 8-4-14 on TC. . And a uniform load of 162 plf down In gravity and 101 pff up In wind from 2-4-0 to 8-4-14 on TC. 21) Attic room checked for U360 deflection. 22) This truss has been designed In accordance with the 2006 IBC Sec 2303.4.2, 2006 IRC Sec 802.10.2 23) This truss has been designed to meet the 2003 IBC Section 2308.10.7.1; 2003 IRC R802.10.2 24) Take preceullon to keep the chords In plane, any bending or twisting of the hinge plate must be repaired before the building is put Into service. 25) If shown, field Installed members are an Integral part of this design. To ensure proper performance, all field Installed members must be installed prior to applying any loading to the truss. ® WARNING -Verify design and READ NOTES Universal Forest Products, Inc. 2801 EAST BELTLINE RD, NE parameters PHONE (616)-3646161 FAX (616)-365-0060 GRAND RAPIDS, MI 49525 This building component has only been designed for the loads noted on this drawing. Construction and lifting farces have not been considered. The builder Is responsible ' for lifting methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA, 6300 Enterprise LN, Madison, WI 53719 J:lsuppor(\MilekSupp\templates\ufp.tpe@ copyright 2010 by; Universal Forest Products, Inc. Muncy Homes, Inc 3/12/2010 16.3.2.2 Project: PRE -31695 Sidewall Header w -Point Load 2492 Ib 217 East Main Street page Location: Sidewall Header with Dormer Load Multi -Loaded Multi -Span Beam Total Load 3028 Ib } '" i Middleburg, PA 17842 or [2009 International Residential Code(2005 NDS)] in BEAM DATA Center Span Length ( 3 ) 1.5 IN x 11.25 IN x 6.32 FT ft Unbraced Length -Top 0 ft #2 - Spruce -Pine -Fir - Dry Use StruCalc Version 8.0.113.0 10/15/2013 2:42:31 PM Section Adequate By: 21.7% Live Load Duration Factor Controlling Factor: Moment t CAUTIONS ` Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN L/1871 Dead Load 0.02 in Total Load 0.06 IN L/1319 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 Live Load 2043 Ib 2492 Ib Dead Load 985 Ib 985 Ib Total Load 3028 Ib 3476 Ib Bearing Length 1.58 in 1.82 in BEAM DATA Center Span Length 6.32 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.32 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Spruce -Pine -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -L to Grain: Base Values Adiusted Fb = 875 psi Fb' = 1006 psi Cd=1.00 CF= 1.00 Cr=1.15 50.63 int Fv = 135 psi Fv' = 135 psi Cd=1.00 7960 ft -lb Shear: -2688 lb E = 1400 ksi E'= 1400 ksi E min= 510 ksi E min' = 510 ksi Fc - -L = 425 psi Fc - -I-' = 425 psi Controlling Moment: 6539 ft -Ib 3.16 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 a distance d from 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: 77.98 in3 94.92 in3 Area (Shear): 29.87 in2 50.63 int Moment of Inertia (deflection): 72.86 in4 533.94 in4 Moment: 6539 ft -lb 7960 ft -lb Shear: -2688 lb 4556 lb NOTES 1 -Dead Load is uniform across the header. 2 -Point load is from the dormer girder above. 3 -Live load to left is Cape Floor only. 4 -Live load to right is Cape. Roof and Cape Floor. 170 *F" 3 -SECOND 605 6.32 ft Uniform Live Load 0 plf Uniform Dead Load 233 plf Beam Self Weight 9 plf Total Uniform Load 242 olf Load Number One Live Load 1332 Ib Dead Load 441 Ib Location 3.16 ft TRAPEZOIDAL LOADS - CI Load Number One Left Live Load 364.9 plf Left Dead Load 0 plf Right Live Load 364.86p1f Right Dead Load 0 plf Load Start 0 ft Load End 3.16 ft Load Length 3.16 ft Two 648.6 plf 0 plf 648.64plf 0 plf 3.16 ft 6.32 ft 3.16 ft 10/15/13 WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE niPP'TIrIN (1G a I I(FNCF11 PPnrPrrinKIAI FIVGIr\IFFR T(1 &I TPP THIO ITPKA IN ANY \A/OV _ page Project: PRE -31695 Sidewall Header w -Point Load 217 East Main Street Middleburg, PA 17842 / _Location: Sidewall Header with Dormer Load Multi -Loaded Multi -Span Beam of 1`2009 International Residential Code(2005 NDS)] ( 3) 1.5INx 11.25 IN x6.32 FT 42 - Spruce -Pine -Fir - Dry Use StruCalc Version 8.0.113.0 10/15/2013 2:42:32 PM Section Adequate By: 21.7% Controllina Factor: Moment 10/15/13 6.32 ft 4000--% 3028 Ibs @ 0 ft Shear(Ibs) 0 .2000-1 14000 P 3476 lbs @ 6 ft - I Moment ( I Deflectio WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE r)IPP(-TI(1N n; A I I('FNgf:n PPnPPrCIr1NAl PN(�'INFFR T(1 Al TPP TNTC ITFAA IN ANY WAY i J 4 i f Z� t- i 10/15/13 6.32 ft 4000--% 3028 Ibs @ 0 ft Shear(Ibs) 0 .2000-1 14000 P 3476 lbs @ 6 ft - I Moment ( I Deflectio WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE r)IPP(-TI(1N n; A I I('FNgf:n PPnPPrCIr1NAl PN(�'INFFR T(1 Al TPP TNTC ITFAA IN ANY WAY i (t 0. 134 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Plated Truss Connectors LUS/MUS/HUS/HHUS/HGUS/HUSCDouble Shear Joist Hangers #0% This product is preferable to similar connectors because of W a) easier installation, b) higher loads, c) lower installed cost, LU or a combination of these features. OJ All hangers in this series have double shear nailing - an innovation that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation, and the use of all common nails for the same connection. Double shear hangers range from the light capacity LUS hangers to the highest capacity HGUS hangers. For medium load truss applications, the MUS offers a lower cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. MATERIAL: See tables below and on page 135. FINISH: Galvanized. Some products available in stainless steel or ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION • Use all specified fasteners. See General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. OPTIONS: • LUS and MUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2-2x (31/s") and 4x only, with no load reduction. See HUSC Concealed Flange illustration. • Concealed flanges are not available for HGUS and HHUS. • See Hanger Options, page 216, for sloped and/or skewed HHUS models. • Other sizes available; consult your Simpson Strong -Tie representative. CODES: See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Mode! Na. Min. Heel Height Ga Dimensions Fasteners W H 8 Carrying Member Carried Member' Model No. SINGLE 2x SIZES Floor (100) Snow (115) LUS24 LUS26 25/e 41/4 18 19/is 19/,e 3's 4'/< 13/10 1 4-10d 4-10d 2-10d 4-10d MUS26-' 411/16 18 19/1s''5a/,a Code Ref. 2 6-10d 6-10d HUS26 45/s 16: 1'A ' 53A 3 14-16d 6-16d HGUS26 49/16 12 1518 53/16 5 20-16d 8-16d LUS28 43/16 18 i9/16 6% 13/a 6-10d 4-10d MUS28 6516 -18 19/16 '6"/16 2 8-10d 8-10d HUS28 -' 63z 96 1% 7 3 22-16d 8-16d HGUS28 69/1e 12 15/6 7118 5 36-16d 12-16d 7US210 41/4 18 19/6 773/6 13/4 8-10d 4-10d HUS210 83/6 16 15/e 9 3 30-16d 10164 1.See table on page 135 for allowable loads. 1"for 2x'8 1'/,6" for Vs • OP • c„ ° H • •+ G° C; H 61ahfi, 0 ° • d ° �w / B �tiV HUS210 (HUS26, HUS28, LUS28 MUS28 and HHUS similar) HHUS210-2 (Truss Designer to provide fastener quantity for connecting multiple members together) H HGUS28-2 94��. d HUSC Concealed Flanges (not available for HHUS, HGUS and HUS2x) Typical HUS26 with Reduced Heel Height Note: For dimensions and fastener information, see table above. See table footnotes on page 135. DF Allowable Loads SP Allowable Loads SPF/HFAllowabte Loads Model No. Uplift, (160) Floor (100) Snow (115) Roaf (125) Wind (160) Uplift' (160) Floor (100j Snow (115) Roof - (125) i Wind (160) Uplift' (160) Floor (100) Snow (115) " Roaf (125) Wind (160) Code Ref. SINGLE 2x SIZES IF LUS24 490 670 765 825 1045 490 725 830 895 1135 420 575 655 705 895 LUS26 1165 865 990 1070 1355 1165 940 1075 1165 1475 1005 740 845 915 1160 17, F6, L17 MUS26 1090 1295 1480 1605 1825 1090 1410 1610 1745 1825 940 1110 1265 1370 1570 HUS26: 1550' 2720 '` 3095 3335 3335 1550 295.0 3335 3335 3335 1335 2330 2650_' 2820 2865 HGUS26' 1765 4360 4885' 5230 5390 1765 4725 5290 5390 5390 1520 3750 4200 4500 4635 L17 LUS28 '' 1165 1100 1255 1360 1725 1165 1200 1365 1480 1835 1005 940 1075 1165' 1475' MUS28 1555 1730 1975 2140 2645 1555 1880 2150 2330 2645 1335 1475 1690 1830 2275 17, F6, L17 HUS28 2000 3965 4120 4220 4335 2000 3790 3960 4070 4335 1720 2905 3035 3125 3435 HGUS28 3015 6745 6970 7125 7275 3015 6460 6705 6870 7275 2595 4960 5160 5290 5745 L17 LUS210 1165 1340 1525 1650 2090 1165 1445 1660 1795 2270. 1005 1145 1305 1415 1745 17, F6, L17 HUS210 3000 4255 4445 4575` 5020 3000 4105 .4310 4450 ` 4930 2580! 3150'' 3315' 3425-3815 Note: For dimensions and fastener information, see table above. See table footnotes on page 135. Plated Truss Connect, E F 77 I I IL IV I LV V\.r\I IVIV Lf'1VV I"�I\11\..LL 1YJ I Vt\ il1V 1 I LI\JVIV� VIVLLJJ VIVVLI\ I I IL SED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. s n a _ These products are available with additional corrosion protection. Additional products on PrThese products are approved for installation with the Strong -Drive SO this page may also be available with this option, check with Simpson Strong -Tie for details. Structural -Connector screw. See page 27 for more information. 1. Uplift loads have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tie® Connector Selector' software or conservatively divide the uplift load by 1.6. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REDHEEL (see page 232 for details). 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2007, Simpson Strong -Tie"' Connector Selector'TM Software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on minimum of 2 -ply 2x carrying member. With 3x carrying members, use 16dx2'/' nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx1'/2' nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. 6. NAILS: 16d = 0.162" dia. x 31/2' long. See page 22-23 for other nail saes and information. 0 13� Min. Dimensions Fasteners DF/SP Allowable Loads SPF/HF'Allowable Loads Madel No. Heel Height Ga W H B Carrying Member Carried Member Uplift' (160) Floor (1 00) Snow (115) Roof (125) Wind (160) Uplift' (160) Floor (100) Snow (115) Roof (125) Wind (160) Code Ref. DOUBLE 2x SIZES LUS24-2 2'/a 18 31A 3''A 2 4-16d 2-16d 440 800 910 985 1250 380 680 780 845 1070 LUS26-2 49/6 18 31/ 47a 2 4-i6d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HHUS26-2 45/,6 14 35/16 53/a 3 14-16d 6'-16d 1550 2785 3155 3405 4265 1335 2390 2710 2925 3665 HGUS26-2 4716 12 35X6 5'/6 4 20-16d'' 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 17, L171 F23 LUS28-2 49/6 18 3'/e 7 2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125 1285 1390 1765 F6, L17 HHUS28-2 69/16 14 35/16 71/4 3 22-16d 8-16d 2000 4210 4770 5140 1 6440 1720 3615 4095 1 4415 5375 17, HGUS28-2 69/6 12 36/16 73/,6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 17, L17, F23 LUS210-2 0116 18 3'/a 9 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 17, F6, L17 HHUS210-2 83/a 1435/e 87a 3 30-16d 10-16d 4000 5635 6380 6880 7165 3525 4835 5270 5380 5765 HGUS210-2 89/6 12 35/1a 93/6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7465 7730 7825 7825 17, L17, F23 TRIPLE 2x SIZES HGUS26-3 41'/16 12 475/6 5'/2 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-3 613/76 12 475/6 7'/ 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415 HGUS210-3 873/16 12415/16 9'/ 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525' 7825 7825 7825 7825' 17, L17, F23 HGUS212-3 105/a 12 415/6 101, 4 56-16d 20-16d 5045 9600 9600 9600 9600 4335 8255 8255 8255 8255 HGUS214-3 125/a 12 4i5/6 12" 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745 8685 8685 8685 8685 QUADRUPLE 2x SIZES HGUS26-4 5,4 1269/16 5'/6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HGUS28-4 71/4 12 69/6 7316 4 36-16d 12-16d 3235 7460' 7460 7460 7460 2785 6415 6415' 6415 6415 HGUS210-4 9'/a 12 69/6 93/6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS212-4 105/e 12 69/6 10% 4 56-16d 20-16d' 5045 9600 9600 9600 9600 4335- 8255 8255 8255 ` 8255 HGUS214-4 1276 12''69/6 12% 4 66-16d 22-16d 5515 10100 10100 10100 10100 4745' 8685 8685 8685 1 8685 4x SIZES LUS46 4,/a 18 39/6 43/a 2 4-16d 4-16d 1165 1030 1180 1280 1625 1000 880 1010 1090 1385 17, F6, L17 HGUS46 4'/6 12 35/a 4%6 4 20-16d 8-16d 2155 4355 4875 5230 5575 1855 3750 4200 4500 4795 HHUS46 45/16 14 35/6 53/16 3 14-16d 6-16d 1550 2790 3160 3410 4265 1335 2390 2710 2925 3665 17, L17, F23 LUS48 43A 18 39/6 635 -2 6-16d 4-16d 1165 1315 1500 1625 2060 1000 1125- 1285 1390 1765. HUS48 61/s 14 39/16 7 2 6-16d 6-16d 1550 1595 1815 1 1960 2470 1550 1365 1555 1,680 2115 17, F6, L17 HHUS48 6'/z 14 3% 71/6 3 22-16d 8-16d 2000 4215 4770 5150 6440 1720 3615 4095 4415 5535 HGUS48 6'/16 12' 35/6 71/6 4 36-16d 12-16d 3235 7460 7460 7460 7460 2785 6415 6415 6415 6415' 17, L17, F23 LUS410 61/4 18 39/6 83h 2 8-16d 6-16d 1745 1830 2090 2265 2870 1500 1565 1785 1935 2455 HHUS410 8% 14 35/e 9 3 30-16d 10-16d 3745 5640 6385 6890 7165 3440 4835 5480 5910 6165 17, F6, L17 HGUS410 8'/16 12 35/6 9'-i6 4 46-16d 16-16d 4095 9100 9100 9100 9100 3525 7825 7825 7825 7825 17, L17, F23 HGUS412 10'/6 12 35/6 .1076 4 56.16d 20.16d 5045' 9600 9600 `9600 9600 4335 8255 8255 8255 8255 FIGUS414 11'/16 12 x376 12'/6 4 66-16d 22-16d 5515 10100 10100 10100 ' 10100 4745 8685 --8685 8685 8685 17, L17 1. Uplift loads have been increased 60% for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong -Tie® Connector Selector' software or conservatively divide the uplift load by 1.6. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-REDHEEL (see page 232 for details). 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2007, Simpson Strong -Tie"' Connector Selector'TM Software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on minimum of 2 -ply 2x carrying member. With 3x carrying members, use 16dx2'/' nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx1'/2' nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. 6. NAILS: 16d = 0.162" dia. x 31/2' long. See page 22-23 for other nail saes and information. 0 13� u 172 V V!'\1\I VIIV V. 11 IJ lI VI✓L/'111V1V VI I I IL IV I L✓Vl�rIIIV IV Ll1VV /'ll\II�.LL 1'tJ I VI\ I"11V I I LI\JVIV, VIVLLJJ VIV✓LI\ II IL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Straps & Ties • m Straps are designed to transfer tension loads in a wide variety of applications. HRS—A 12 gauge strap with a nailing pattern designed for installation on the edge of 2x members. The HRS416Z installs with Simpson Strong -Tie® Strong -Drive® SDS screws. LSTA and MSTA—Designed for use on the edge of 2x members, with a nailing pattern that reduces the potential for splitting. LSTI—Light straps that are suitable where pneumatic -nailing is necessary through diaphragm decking and wood chord open web trusses. MST—Splitting may be a problem with installations on lumber smaller than 31/2"; either fill every nail hole with 10dx1 Y2" nails or fill every -other hole with 16d common nails. Reduce the allowable load based upon the size and quantity of fasteners used. MSTC—High Capacity strap which utilizes a staggered nail pattern to help minimize wood splitting. Nail slots have been countersunk to provide a lower nail head profile. MSTI MST LSTI Typical MSTI Installation (MIT hanger shown) LSTI similar LSTA and MSTA (Pilot holes not shown) MSTC FINISH: PS–HDG; HST3 and HST6–Simpson Strong -Tie® gray paint; all others–galvanized. Some products are available in stainless steel or ZMAXO coating; see Corrosion Information, page 14-15. INSTALLATION: Use all specified fasteners. See General Notes. OPTIONS: Special sizes can be made to order. Contact Simpson Strong -Tie. CODES: See page 13 for Code Reference Key Chart. MSTC and RPS meet code requirements for reinforcing cut members (16 gauge) at top plate and RPS at sill plate. International Residential Code®– 2000/2006 R602.6.1 International Building Code®– 2000/2006 2308.9.8 (For RPS, refer to page 205.) 1'h" o o 0 0 } 0 o a a 0 0 o w HTP37Z 0 O O 0 t 0 0 0 O I---- L ST L w mt w HST I ---------------- 1/< 21/2" HST2 and HSTS HST2 HST5 1112 3" HST3 and HST6 HST3 HST6 5/811 l ST9,ST12, ST18, ST22 •o 0 0 0 0 _. 0 0' K so sir¢ 0 0 a of 0 a' .o I' HRS o, o 0 0 o 0 0 0 Z' H a- m �. _mo 0 0 0 0 01 0 01 0:. HRS416Z L .,x O O O n k a Typical HRS Installation VVl'll \IVIIY V.. I I IJ I"1 YIVLI"111VIV VI I I IL IV I LV V\../ -\I IVIV Lr'\VV f11\I I\.LL 1TJ I VI\ /-11V I 1 LI\JVIV, IVLLJJ VIV✓LI\ I I IL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANYWAY. Straps & Ties t t CODES: See page 13 for Code Reference Key Chart. Y'= 0 These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. These products are approved for installation with the Strong -Drive SD Structural -Connector screw. See page 27 for more information. Model No. Ga Dimensions W L. Fasteners (Total) Allowable Tension Loads (DF/SP) (160) Allowable Tension Loads (SPF/HF) (160) Code Ref: LSTA9 No. 1'/ 9 8-10d 740 635 2 18 4 '/ 4 18 �4�/, 63/ 20 LSTA12 PS418 11/ 12 10-10d 925 795 7STA15 1Y 15 12-10d 1110 950 LSTA18 1'/, 18 14-10d 1235 1110 LSTA21 1'/, 21 16-10d 1235 1235 LSTA24 20 11/ 24 18-10d 1235 1235 ST292 2'/16 95/16 12-16d 1265 1120 ST2122 21/6 1213/6 16-16d 1530 1505 ST2115 3/ 165/6 10-16d 660 660 ST2215 2'/6 165/16 20-16d 1875 1875 LSTA30 11/ 30 22-10d 1640 1640'. LSTA36 1''/, 36 24-10d 1640 1640 14, L3, F2 LST149 33/0 49 ' 32-10dx11/2 2975 2555 LST173` 3% 73 48-10dx1'h 4205 3830 MSTA9 1'/, 9 8-10d 750 645 0Al2 18 1'/, 12 10-10d 940 810 FEW 11/ 15 12-10d 1130 970 MSTA18 11/ 18 14-10d 1315 1130 _MSTA21 1Y, '' 21 16=10d 1505 1290 MSTA24 1''/, 24 18-10d 1640 1455" MSTA30 11/4 30 22-10d 2050 1820 MSTA36 1114 36 26-10d 2050 2050 MSTA49 11/ 49 26-10d 2020 2020 F2, L3 ST6215 2'/6 165/6 20-16d 2095 1900 14, I1_14, L3, F2 ST6224 21/6 235/6 28-16d 2540 2540 14, L3, F2 ST9 1'/' 9 8-16d 885 760 ST12 16 1'/, 115/6 10-16d 1105 950 ST18 1'/, 173/ 14-16d 1420 1330 ST22 1'/, 21% 18-16d, 1420 1420 14, L3, F2 MSTC28 3 281/ 36-16d sinkers 3455 2980 MSTC40 3 40'/, 52-16d sinkers 4745 4305 MSTC52 3 52'/, 62-16d sinkers 4745 4745 HTP37Z 3 7 20-10dx1'/z 1850 1600 170 MSTC66 3 651/ 76-16d sinkers 5860 5860 MSTC78 14 3 773/ 76-16d sinkers 5860 5860 14, L3, F2 ST6236 2'A6 3313A6 40-16d 3845 3845 HRS6 1% 6 6-10d 605 525 HRS8 13/6 8 10-10d 1010 880 F26 HRS12 13/6 12 14-10d 1415 1230 MST126 2'A6 26 26-10dx1'/2 2745 2325 6 12 2A6 36 3610dx1'/z 3800 3220 8 2'/16 48 48-10dx1'/2 5065 4290 14, L3, F2 0 r 21/16 60 60-10dx1'h 5080 5080 2 21/16 72 7210dx1'h 5080 5080 6Z 3'/, 16 16-SDS'/,"x1'h" 2835 2305 170 1. Loads include a 60% load duration increase on the fasteners for wind or earthquake loading. 2 10dx11h" nails may be substituted where 16d sinkers or 10d are specified at 100% of the table loads except where straps are installed over sheathing. 3. 10d commons may be substituted where 16d sinkers are specified at 100% of table loads. 4. 16d sinkers (0.148" dia. x 3'/4" long) or 10d commons may be substituted where 1 Ed commons are specified at 0.84 of the table loads. 5. Use half of the nails in each member being connected to achieve the listed loads. 6. Tension loads apply for uplift when installed vertically. 7. NAILS: 16d = 0.162" dia. x 3'/2" long, 16d Sinker = 0.148" dia. x 3'/," long, 10d = 0.148" dia. x 3" long. 10dx1'h = 0.148' dia. x 1'/2" long. See page 22-23 for other nail sizes and information. 23A„ End Distance Typical LSTA Installation (Hanger not shown) Bend strap one time only 1. PS strap design loads must be determined by the Designer for each installation. Bolts are installed both perpendicular and parallel - to -grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. PS218 and PS418 PS720 w 0 O 0 0' W 0 0 O 0' PS PS218 �PF�1. 2'h" 1Y. PS PS720 31A" 1?5" Typical PS720 Installation 17: Material Model Thickness Dim. Bolts Code No. GaugeW Ref. L Dty, Dia PS218 7 ga 2 18 4 '/ 4 18 �4�/, 63/ 20 180 PS418 PS720 1. PS strap design loads must be determined by the Designer for each installation. Bolts are installed both perpendicular and parallel - to -grain. Hole diameter in the part may be oversized to accommodate the HDG. Designer must determine if the oversize creates an unacceptable installation. PS218 and PS418 PS720 w 0 O 0 0' W 0 0 O 0' PS PS218 �PF�1. 2'h" 1Y. PS PS720 31A" 1?5" Typical PS720 Installation 17: VV/'II IIV IIV V. II IJ /l VIVLI'\IIV IV VI IIIL Ivi L✓V\.1"IIIV IV LI"1VV fll\II\.LL 1TJ 1 V1\lIIV l f Ll\JVIV, VIVLLJJ VIVVLI\ IIIL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANYWAY. Straps '& Ties H8 attaching rafter to double top plates 0 H8 attaching stud to sill (4-8d into plate, 5-8d into stud, refer to footnote 3 for loads) F~ 1 F2 H10A Field -Bent Installation H10S Installation H10A with stud offset Installation H10A optional nailing connects shear blocking to rafter. Use 8d common nails. Slot allows maximum field -bending up to a pitch of 6/12, use 75% of the table uplift load; bend one time only. Considerations for Hurricane Tie Selection 1-110-2 Installation (H11Z similar) H14 Installation to double 2x header 1. What is the uplift load? 2. What is the parallel -to - plate load? 3. What is the perpendicular -to -plate load? 4. What is the species of wood used for the rafter and the top plates? (Select the load table based on the lowest performing species of wood.) 5. Will the hurricane tie be nailed into both top plates or the upper top plate only? 6. What load or loads will the hurricane tie be taking? When a connector is loaded simultaneously in more than one direction, the allowable load must be evaluated as shown here. For all connectors use the following equation: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate / Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate < 1.0. The three terms in the unity equation are due to the possible directions that exist to generate force on a connector. The number of terms that must be considered for simultaneous loading is at the sole discretion of the Designer and is dependent on their method of calculating wind forces and the utilization of the connector within the structural system. As an alternate, certain roof to wall connectors (embedded truss anchors, pages 166 and 167, seismic and hurricane ties, pages 181-183, and twist straps, page 187 can be evaluated using the following: The design load in each direction shall not exceed the published allowable load in that direction multiplied by 0.75. 7. Select hurricane tie based on performance, application, installed cost and ease of installation. The VB provides lateral resistance force at the bottom of beams when installed approximately 45° or more to the vertical plane. MATERIAL: 12 gauge FINISH: Galvanized INSTALLATION: • Use specified fasteners. See General Notes. • 16-N54A fasteners are included with the brace. CODES: See page 13 for Code Reference Key Chart. a 1 0 Platenails H10S ty; for lateral loads only Installation H14 Installation to double top plates 8d commons to AVOID A t. Fill arie of hreeholestoHl4 MISINSTALLATiON bottom flange. ��Fill mons to header. hree triangle holes to straightened 2 bottom flange. Do not make new holes or overdrive nails! Hurricane Tie Installations to Achieve Twice the Load (Top View) Both connectors shall be same model. Model No. H (Beam Depth) L Fasteners (Total), Allowable Tension Loads' Floor (100) I Roof (125) Code Ref., V85 10"-15" 5' 16-N54A 990 1240 VB7 15" - 221/2" 7' 16-N54A 990 1240 V98 2216" - 28'/2" 8' 16-N54A 990 1240 115,L7 VB10 281/2"-36" 10' 16.-N54A 990 1240' VB12 36"-42" 12' 16-N54A 990 1240 Wall Top Plate Install diagonally across Products can be on the from each other for same side of the wall minimum 2x truss. provided they are configured as shown. Accommodates beam widths of TR to 103/x' Wall Top Plate Nailing into both sides of a single ply 2x truss may cause the wood to split. 1. Roof loads have been increased 25% with no further increase allowed. Typical VB Installation 13 V V!-\i\IVIIV V. I I IJ !'1 V 1VLflI IVIY VI I I IL IV I LV V�.1111V IV L/\VV (ll\II\-LL 1TJ I VI\ IIIV I i LI\JVIY, VIVLLJJ VIY✓LI\ I I IL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY.: Straps & Ties Twist straps provide a tension connection between two wood MTS Installation members. They resist uplift at the heel of a truss economically. as a Truss -to - The 3 bend section eliminates Interference at the transition Top Plate Tie points between wood members. L MATERIAL: LTS-18 gauge; MTS -16 gauge; HTS -14 gauge 10dx11/ FINISH: Galvanized. Some products available in stainless; , steel and ZMAX® coating; see Corrosion Information, �! page 14-15. LTS12 INSTALLATION:` 12-10d • Use all specified fasteners. See General Notes. 775 CODES: See page 13 for Code Reference Key Chart. 665 ID These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. MY These products are approved for installation with the Strong -Drive SD OF Structural -Connector screw. See page 27 for more information. 7 Model - Fasteners DF/SP Allowable Uplift Loads SPF/HFAllowable Uplift Loads Cade No. L 10d 10dx11/ 10d (160) 10dx1'/ (160) 10d (160) 10dx11/ (160) Ref. LTS12 12 12-10d 12-10dx1%2 775 720 665 620 LTS16 16 12-10d 12-10dx1'/2 775 720 665 620 Ref. LTS18 18 12-10d 12-10dx11/2 775 720 665 620 1035 — LTS20 20 12-10d 12-10dx1'/ 775 720 665 620 4-16621/2 MTS12 12 14104 1410dx1'rz 1000 1000 860 860 11T L6, Fib MTS16 16 14-10d 14-10dx1Y 1000 1000 860 860 114, L5, F13 MTS18 18 14-10d 14-10dxl1./2 1000 1000 860''' 860 1480 ' — MTS20 20' 14-10d' 14-10dx1'/ 1000 1000 8601- 860 6-16dx2'/ MTS30 30 14-10d 14-10dx11/z 1000 1000 860 860 MTS24C 24 14-10d 14-10dx11/2 1000 1000 860 860 F26 MTS30C 30 14-10d 14-10dx11/ 1000 1000 860 860 HTS16 16 16-10d' 16-10dx1'/ 1260 1150 1085 990 HTS20' 20 20-10d 24-10dx1%2 1450 1450 1245 1245 HTS24' 24 20-10d' 24-10dx11/2 1450 1450 1245 1245' HTS28 28 20-10d 24-10dx1'/z 1450 1450 1245 1245 117, F16 HTS30 30 20-10d 24-10dx1%2 1450 1450 1245 1245 HTS30C 30 20-10d 24-10dx1'/ 1450 1450 1245 1245 1. Loads have been increased for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 2. LTS12 thru LTS20, MTS16 through MTS30, HTS24 through HTS30C (except HTS30) have additional nail holes. 3. Install half of the fasteners on each end of strap to achieve full loads. 4. All straps except the MTS30 and HTS30 have the twis 5. Twist straps do not have to be wrapped over the truss 6. May be installed on the inside face of the stud. 7. Allowable lateral loads are F1 = 75 lbs. and F2 =125 II installation requirements are met. The first 7 nail hole: must be filled with 104x1'/z minimum nails. All additiG'............. .... y installed in any remaining strap holes. 8. NAILS: 10d = 0.148" dia. x 3' long, 10dx11/2 = 0.148" dia. x 1'/2" long. See page 22-23 for other nail sizes and information. a 11, Typo. 10" 151 L .o' I Zo LTS12 15" (MTS and HTS similar) For fast, accurate installation of door and window headers and other cross members. HH header hangers can speed up the job, strengthen the frame, and eliminate the need for trimmers. MATERIAL: 16 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • Attachment to 2x studs will result in two round holes not being filled in the studs and load reductions as noted in table. CODES: See page 13 for Code Reference Key Chart. 1. Loads have been increased with no further increase allowed; reduce where other loads govern. 2. For 3x posts, 16dx2'/2' nails may be substituted with no reduction in load. 3. For SPF/HF lumber use 0.86 x DF/SP allowable loads. 4. NAILS: 10dx1'/2 = 0.148' dia. x 1'/" long, 16dx2'/2 = 0.162" dia. x 21/2" long, 16d = 0.162" dia. x 3'/2' long. See page 22-23 for other nail sizes and information. HH4 (HH6 similar) Typical MTS30 Installation HH Load Directions 182 Min. Fasteners DF/SP Allowable Loads: Model W H Post F1 Fz F3 F4 Code No. Size Stud Header' (100) (115) (125) , (1B0) Ref. 2x 7-10dx1Y2 4-10dx1'/ 855 965 1035 — 575 725 HH4 31/2 21A6 Dbl2x 7-16621/2 4-16621/2 1010 1140 1195 - 710 750 170 3x 9-16d 4-16d 1195 1195 1195 710 710 1085 114, L5, F13 2x 10-10dx11/' 6-10dx1'/ 1220 1380 1480 ' — 1065 1025 170 HH6 5172 51/ Dbl2x 10'-16dx2'/2 6-16dx2'/ 1440 1595 1595 — 1065 1085 3x 12-16d' 6'-16d 1595 1595 1595 1065 1065 1085 114, L5, F13 1. Loads have been increased with no further increase allowed; reduce where other loads govern. 2. For 3x posts, 16dx2'/2' nails may be substituted with no reduction in load. 3. For SPF/HF lumber use 0.86 x DF/SP allowable loads. 4. NAILS: 10dx1'/2 = 0.148' dia. x 1'/" long, 16dx2'/2 = 0.162" dia. x 21/2" long, 16d = 0.162" dia. x 3'/2' long. See page 22-23 for other nail sizes and information. HH4 (HH6 similar) Typical MTS30 Installation HH Load Directions 182 YV/"11 \IYIIV V. 11 IJn VIVLrIIIVIV VI IIIL IVI LV VI.I'"IIIVIV LfIVV I'91\III.LL 1TJ1 VI\r\IYI SLI\JiJI V, VIVLLJJ VIV✓LI\ IIIL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY NAY. 'S ihe larger LTP5 spans suoor at te top of the locking ►�- ��/sy or rim joist. The embossmentbsfl nhan ehperformance. ri���b The LTP4 Lateral Tie Plate transfers shear forces for top e plate -to -rim joist or blocking connections. Nail holes are o ° spaced to prevent wood splitting for single and double top plate applications. May be installed over plywood sheathing. The A35 anchor's exclusive bending slot allows instant, o �; accurate field bends for all two- and .three-way ties. Balanced, o completely reversible design permits the A35 to secure a e A34 great variety of connections. Z MATERIAL: LTP4/LTP5-20 gauge; all others -18 gauge �— FINISH: Galvanized. Some products available in stainless steel Cade or ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • A35—Bend one time only. CODES: See page 13 for Code Reference Key Chart. R These products are available with additional corrosion protection.Additional (100) products on this page may also be available with this (160) option, check with Simpson Strong -Tie for details. (125) These products are approved for installation with the Strong -Drive LTP4 SD Structural -Connector screw. See page 27 for more information. Z 1. Allowable loads are for one anchor. When anchors are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over %' wood structural panel sheathing with Sdx1'/z nails and achieve 0.72 of the listed load, or over 1/2" and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to IN' thick using 8dx11h nails with no reduction in load: 5. Connectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: 8dx1'A = 0.131" dia. x 1'/s' long. See page 22-23 for other nail sizes and information. A35 1b -----4'h'- m DF/SP SPF/HF m Madel Type of Direction Allowable Loads Z Allowable Loads a Cade No. Connection Fasteners Ref. of Load Floor Roof Floor Root (100) (125) (160) (100) (125) (lfiflj LTP5 F1 395 485 515 340 415 445 A341❑ 8-8dx1'/z F26 395 455 455 340 390 390 Ai,E 295 365 395 255 315 340 9 Sdx1'/z C1 210 210 210 180 ' 180 180 IP1, A2 295 365 380 255 315 325 L5 L18. C2 295 365 1 370 1 255 315 1 320 A35 12-8dx1'/z F13 D 230 230 230 200 200 200 ® 12 8dx1'iz F1 595 695 695 510 600 600 F26 595 670 570 510 575 575 LTP4 ❑5 12 8dx1Yz G 515 645 670 445 555 575 114, H 515 645 670 445 555 575 L5,F13 LTP5 © 12 8dx1'/z G 585 620 620 505 535 -535 IP1, H 545 545 545 470 470 470 L18, F25 1. Allowable loads are for one anchor. When anchors are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. LTP4 can be installed over %' wood structural panel sheathing with Sdx1'/z nails and achieve 0.72 of the listed load, or over 1/2" and achieve 0.64 of the listed load. 8d commons will achieve 100% load. 4. The LTP5 may be installed over wood structural panel sheathing up to IN' thick using 8dx11h nails with no reduction in load: 5. Connectors are required on both sides to achieve F2 loads in both directions. 6. NAILS: 8dx1'A = 0.131" dia. x 1'/s' long. See page 22-23 for other nail sizes and information. A35 1b -----4'h'- m m o Z 0 a 'm ` a 0 LTP5 Joists to Plate with A Leg Inside Studs to Plate with B Leg Outside Joists to Beams Ceiling Joists to Beam ffi Y r3 A35 190 LTP4 Installed over Him Joist Wood Structural Panel Sheathing © LTP5 Installed over Wood Structural Panel Sheathing VVrll \IV IIV V. I I IJ r\ VIVLl111VIV VI I I IL IV 1 L✓VLlll IVIV L/"\YV I-\1\III.LL 1TJ 1 VI\ /"\IV I I LI\JVIV� VIVLLJJ VIV✓LI\ 11IL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY.. Concrete Connectors & Anchors • RFBs are clean, oil -free, pre-cut threaded rod, supplied with nut and washer. Offers a complete engineered anchoring system when used with Simpson Strong Tie® adhesive. Inspection is easy; the head is stamped with rod length and "No Equal" symbol for identification after installation. MATERIAL: ASTNI F1554 Grade 36 FINISH: Zinc Plated (unless otherwise noted), available in HDG (per ASTM A153); stainless steel (RFB#5x8SS only). ��EERE�I��f"I�Ap'�a�AAAa�AAI�b"pAp�AAAAAAA�aaaa�kaa���A��A'.,����A��!a��A�l Simpson Strong -Tie® coupler nuts are a tested and load -rated method to join threaded rod and anchor bolts. "Witness" holes in the nut provide a means to verify when rods are properly installed. The positive stop feature helps ensure even threading into each end of the nut. CNW's meet and exceed the tensile capacity of corresponding ASTM A36 bolts and threaded rod. HSCNW's meet and exceed the tensile capacity of corresponding ASTM A449 bolts and threaded rod. Contact Simpson Strong -Tie for other coupler nut sizes. FINISH: Zinc Plated INSTALLATION: • Tighten the two rods until each all -thread rod is visible in the witness hole. • For non -hot -dip galvanized all -thread rod only. • 5/a" and 1/8" diameter couplers available with oversized threads for installation to hot -dip galvanized bolts (order 0141516-MOSTand CNWA-%/OST). CODES: See page 13 for Code Reference Key Chart. Model No. Rod Diameter H Min Allowable Tension Capacity (lbs.) (100) Code Ref'. CNWY2 0.500 11/ 4265 III CNW% 0.625 1'/8 6675 11, F34 CNW3/4 0.750 21/4 9610 - 8 GNWI/a 0.875 2'/2 13080 RFB#5X8 CNW1 1.000 23/4 17080 5/8 CNW11/4 1.250 3 26690 170 HSCNW.e/4 ° 0.750 21/4' 1.9880 HSCNWI 1.000 23/a 35345 Transition Couplers CNW5/e-1/r 0.625 to 0.500 11h - 4265 CNW3/4-5/a: 0.750 to 0.625 13/4 6675 11, F34 CNW%-5/a 0.875 to 0.625 2 6675 170 CNW1-'/a 1.000 to 0.875 2'/4 13080 1. Allowable loads shown are based on AISC 13th Edition A36 and A449 (HS) threaded rod capacities. These products feature additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Model No. Length L (in) Bolt Diameter RFB#4X4 4 '/2 RFB#4X5 5 '/2 RFB#4X6 6 '/2 RFB#4X7 7 /2 RFB#4X10 10/z RFB#4x8HDG-R 8 1/ RFB#5X5 5: 5/8 RFB#5X8 8 5/a RFB#5X10 10 5/8 RFB#5X12HDG-R 12 1/18 RFB#5X16 16 5/a RFB#6X10.5 101A 3/4 1. RFB#4X8HDG-R and RFB#5X12HDG-R are only available with a hot -dip galvanized coating. They are retail packaged and are sold 10 per carton. 2. Washer provided on all RFB (except RFB#5x8SS). Witness' ® > H Min Holes <f, CNW Allows fast visual check for correct all thread rod installation Blocking not shown for clarity • '•o L •. b � •Qa a.b . Typical CNW Rim Joist Installation Identification HSCNW High Strength Coupler Nut CNW Transition Coupler Nut ess les L 39 f notches on high strength couplers Witness Holes HSCNW High Strength Coupler Nut CNW Transition Coupler Nut ess les L 39 VVfll \IV IIV V. 11 IJ I""\ V1VLll11VIV VI 1.11 IV I ENVY /-\I\III..LL -1 VI\I-IIYI 1 LI\JVIY, VIVLLJJ VIVVLI\ IIIL DIRECTION OF A LICENSED PROFESSIONAL EN Holdowns & Tension Ties �`�EE1tB0 This product is preferable to similar connectors because of 42 a) easier installation, b) higher loads, c) lower installed cost, ua or a combination of these features. b4 •.• HDU holdowns are pre -deflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong -Tie® Strong -Drive® SDS screws which install easily, reduce fastener slip and provide a greater net section when compared to bolts. The HDU series of holdowns are designed to replace previous versions of the product such as PHD's as well as bolted holdowns. The HDU2, 4 and 5 are direct replacements for the PHD2, 5 and 6, respectively. The DTT2Z tension tie is suitable for lighter -duty holdown applications on single or double 2x posts, and installs easily with Strong -Drive SDS screws (included). The DTT2Z has been tested in accordance with the ICC -ES acceptance criteria for Holdowns Attached to Wood Members (AC155) and meets the minimum requirements for many alternate braced wall panels per section R602.10.3.2 of the 2009 IRC (see table R602.10.6, item 1). For more information on holdown options, contact Simpson Strong -Tie. HDU SPECIAL FEATURES: • Pre -deflected body virtually eliminates deflection due to material stretch. • Uses SDS screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • SDS screws are supplied with the holdowns to ensure proper fasteners are used. • No stud bolts to countersink at openings. MATERIAL: See table FINISH: HDU — Galvanized; DTT2Z — ZMAX® coating; D 12SS — stainless steel INSTALLATION: • Use all specified fasteners. See General Notes. • For use in vertical and horizontal applications. • The HDU requires no additional washer, the DTT requires a standard cut washer (included) be installed between the nut and the seat. • To tie multiple 2x members together, the Designer must determine the fasteners required to join the embers without s littin the wood ITEM IN ANY WAY SIMPS�N`£ m p V See page 26 for SDS values. Irw^IMinimum • See SB and SSTB Anchor Bolts on standards, anchor bolt nut should pages 33-37 for anchorage options. be finger -tight plus 1/ to 1/2 turn with • SDS screws install best with a a hand wrench, with consideration low speed high torque drill with given to possible future wood �- Post shrinkage. Care should be taken to �; wood Key Chart. a Ga Anchor SDS Member• Deflection at ® srzeby Designer W e. member thickness S0 Bolt Dia. Thickness DF/SP SPFfHF Allowable Load Screws a Pilot Hales for in. (in.) in. Manufacturing Purposes • ® DTT2Z 4 ` 31/ 61/16 �, c a 0 Preservative - (Fastener not required) a 8-SDS'/4"x11/2" 3 2145 1835 0.128 H9 8-SDS'/4"x21/" 3 2145 2105 0.128 170 HDU2-SDS2.5 14 treated barrier may be 811/6 TA 15/e 1% O< 6-SDS'/4"x21/" 3 3075 2215 0.088: HDU4'-SDS2.5 required 3 10"/16 31/4 15/e 1'/e 5/a 10-SDS'/4"x2W 3 4565 3285 0.114 HDU5-SDS2.5 14 3 133/6 31/4 is/a 1% % 14-SDS'/4"x2Yi' 3 5645 4065 0:115 HDU 3 5980 4305 0.084 16, L8, HDU8-SDS2.5 10 U.S. Patent 16% 31/2 13/6 1'/2 7/6 ,112,495; 6,112495- F5 5,979',l 5,979,130 so DTT2Z I Vertical HDU Installation VerticalStuds Wood Member Thickness Holdown Holdown 3'' 221/ Bearing i o' "� Studs/Post Plate �' d Threaded y Rod Rod 18' Max `i 4610 10770 7755 0.122 170 HDU14-SDS2.5 7 3 5° Slope Max. 31/2 19/6 19/6 1 ''. Coupler i 16, L8, !r Top of Concrete a " • - , 1 5'"Max. ; Sill Plate m p V See page 26 for SDS values. For holdowns, per ASTM test • See SB and SSTB Anchor Bolts on standards, anchor bolt nut should pages 33-37 for anchorage options. be finger -tight plus 1/ to 1/2 turn with • SDS screws install best with a a hand wrench, with consideration low speed high torque drill with given to possible future wood a /8' hex head driver. shrinkage. Care should be taken to CODES: See page 13 for Code Reference not over -torque the nut. Impact wrenches should not be used. Key Chart. No. 2-2x Blocking Holdown Raised Off Sill Platz Typical HDU Tie Between Floors It i w Horizontal HDU Offset Installation Hanger (Plan View) not shown See footnote 7 ID These products are available with additional corrasion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. M w 46 1 . Allowable loads have been increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 2. The Designer must specify anchor bolt type, length and embedment. See SB and SSTB Anchor Bolts (pages 33-37). 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for details). 4. Post design by Specifier. Tabulated loads are based on a minimum 31/2 wide post (in a 3Ys' wall). Post may consist of multiple members provided they are connected independently of the holdown fasteners. See pages 226-227 for common post allowable loads. 5. Tension values are valid for holdowns flush or raised off of sill plate. 6. Deflection at Allowable Tension Load includes fastener slip, holdown deformation and anchor rod elongation for holdowns installed up to 6" above top of concrete. Holdowns may be installed raised up to 18" above top of concrete with no load reduction provided that additional elongation of the anchor rod is accounted for. 7. Tabulated loads may be doubled when the holdowns are installed on opposite sides of the wood member provided either the post is large enough to prevent opposing holdown screw interference or the holdowns are offset to eliminate screw interferences. 8. Noted HDU14 allowable loads are based on a 5'/" wide post (6x6 min.). 9. Requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 10. Loads are applicable to installation on either narrow or wide face of post. Dimensions Fasteners Minimum, Allowable Tension Loads (lbs.) Madel (in.) Wood j (160)" Code No. Ga Anchor SDS Member• Deflection at Ref. W H 8 S0 Bolt Dia. Thickness DF/SP SPFfHF Allowable Load Screws in. (in.) in. 8-SDS'/4"x1'/x" 1'/ 1825 1800 0.105 16, DTT2Z 14 31/ 61/16 15/s "/16 '/e 1/x L8, F5 8-SDS'/4"x11/2" 3 2145 1835 0.128 DTT2Z-SDS2.5 8-SDS'/4"x21/" 3 2145 2105 0.128 170 HDU2-SDS2.5 14 3 811/6 TA 15/e 1% 5/e 6-SDS'/4"x21/" 3 3075 2215 0.088: HDU4'-SDS2.5 14 3 10"/16 31/4 15/e 1'/e 5/a 10-SDS'/4"x2W 3 4565 3285 0.114 HDU5-SDS2.5 14 3 133/6 31/4 is/a 1% % 14-SDS'/4"x2Yi' 3 5645 4065 0:115 3 5980 4305 0.084 16, L8, HDU8-SDS2.5 10 3 16% 31/2 13/6 1'/2 7/6 20-SDS'/4"x21/2" 31/2 6970 5020 0.116 F5 41/ 7870 5665 0.113 51/2 9535 6865 0137 HDUII-SDS2.5 10 3'' 221/ 31/ 13/6 1'/' 1' 30-SDSY,Ix21/" T/ ' 11175 8045 0:137 4610 10770 7755 0.122 170 HDU14-SDS2.5 7 3 2511/6 31/2 19/6 19/6 1 36-SDS'/4"x21/2" 71/4 143759 104359 0.177 16, L8, 5'/26 1444569 103509 0.177 F5 1 . Allowable loads have been increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 2. The Designer must specify anchor bolt type, length and embedment. See SB and SSTB Anchor Bolts (pages 33-37). 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for details). 4. Post design by Specifier. Tabulated loads are based on a minimum 31/2 wide post (in a 3Ys' wall). Post may consist of multiple members provided they are connected independently of the holdown fasteners. See pages 226-227 for common post allowable loads. 5. Tension values are valid for holdowns flush or raised off of sill plate. 6. Deflection at Allowable Tension Load includes fastener slip, holdown deformation and anchor rod elongation for holdowns installed up to 6" above top of concrete. Holdowns may be installed raised up to 18" above top of concrete with no load reduction provided that additional elongation of the anchor rod is accounted for. 7. Tabulated loads may be doubled when the holdowns are installed on opposite sides of the wood member provided either the post is large enough to prevent opposing holdown screw interference or the holdowns are offset to eliminate screw interferences. 8. Noted HDU14 allowable loads are based on a 5'/" wide post (6x6 min.). 9. Requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 10. Loads are applicable to installation on either narrow or wide face of post. VVI'11\IV IIV V. II IJ- vIV LFI I1- - I IIL IV 1 LVV\.r\I -IV Lr - r•\1\I IVLL --TJ I VI\ -9 1 f LI\)VIV, VIV LLJJ VIV✓LI\ I IIL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Ho/downs & Tension Ties • y a a 1 1i ,twwng_ The HHDQ series of holdowns combines low deflection and high loads with ease of installation. The unique seat design of the HDQ8 greatly minimizes deflection under load. Both styles of holdown employ the Simpson Strong -Tie® Strong -Drive® SDS screws which install easily, reduce fastener slip and provide a greater net section when compared to bolts. They may be installed either flush or raised off the mudsill without a reduction in load value. SPECIAL FEATURES: • Uses SDS screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • SDS screws are supplied with the holdowns to ensure proper fasteners are used. • No stud bolts to countersink at openings. MATERIAL: HDQ8-7 gauge; HHDQ—Body: 7 gauge, washer: Yi' plate FINISH: HDQ8—Galvanized; HHDQ— Simpson Strong -Tie° gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • For use in vertical and horizontal applications. • No additional washer is required. • To tie multiple 2x members together, the Designer must determine the fasteners required to join members without splitting the wood. • See S8 and SSTB Anchor Bolts on pages 33-37 for anchorage options. • SDS screws install best with a low speed high torque drill with a hex head driver. HDQ8: •''/a" of adjustability perpendicular to the wall. HHDO11/14: • No additional washer is required. • HHDO14 requires a heavy hex anchor nut (supplied with holdown) CODES: See page 13 for Code Reference Key Chart. 71 Horizontai HUUtt Installation Pilot e•., Hale (Bolt not required) 0 Washer provided with Holdown HDQ8 U.S. Patents 6,006,487 and 6,327,""' Pili (B re 3/a" G� HHD011 (111151014 similar) For holdowns, per ASTM test standards, anchor bolt nut should be finger -tight plus Ya to 1/2 turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. Impact wrenches should not be used. L ................ .... ... _........._..--..___................ ..... ................ ...... _...._.__.._...........; Vertical HHDQ11 Installation (HHDQ14 similar) Not sure you have the right holdown? The new Holdown Selector software is a great tool to help you select the best product for the job. Visit wimmstrongtie.com/software. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Minimum Fasteners Minimum Allowable Tension Loads (Ibs.) Madel (in.) Wood Code a Member' No. Ga Anchor Member Deflection at `SDS Ref. Thickness Vf H B � SO Bolt Dia. Thickness4 DF/SP SPF/HF Allowable Load' z (in.) Screws (in.), (in.) Preservative - treated 20-SDS'/4'x3" 3 5715 4115 0.064 20 -SDS 1/4"x3" 31/ 7630 5495 0.094 HDQ8-SDS3 H barrier may f5l 21/s HDQ8 Vertical 2% /e be required. Installation 0 16, L8, HHDQ11'-SOS2.5 7 3 1151/8: 31/2 11/2 7/s 1 24' -SDS 1/4'x2Y' 51/2 11810 8505 0.131 F5 Minimum Wood a 7 •,, 18'/4 Member Thickness 11/2 7/a 1 HHD011 (111151014 similar) For holdowns, per ASTM test standards, anchor bolt nut should be finger -tight plus Ya to 1/2 turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over -torque the nut. Impact wrenches should not be used. L ................ .... ... _........._..--..___................ ..... ................ ...... _...._.__.._...........; Vertical HHDQ11 Installation (HHDQ14 similar) Not sure you have the right holdown? The new Holdown Selector software is a great tool to help you select the best product for the job. Visit wimmstrongtie.com/software. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. 1. Allowable loads have been increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 2. The Designer must specify anchor bolt type, length and embedment. See S8 and SSTB Anchor Bolts (pages 33-37). 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for details). 4. Post design by Specifier. Tabulated loads are based on a minimum 31/2' wide post (in a 31/2" wall). Post may consist of multiple members provided they are connected independently of the holdown fasteners. See pages 226-227 for common post allowable loads. 5. Tension values are valid for holdowns flush or raised off of sill plate. 6. Deflection at Allowable Tension Load includes fastener slip, holdown deformation and anchor rod elongation for holdowns installed up to 6' above top of concrete. Holdowns may be installed raised up to 18' above top of concrete with no load reduction provided that additional elongation of the anchor rod is accounted for. 7. Tabulated loads may be doubled when holdowns are installed on opposite sides of the wood member provided either the post is large enough to prevent opposing holdown screw interference or the holdowns are offset to eliminate screw interferences. 8. Noted HHDO14 allowable loads are based on a 5'/a" wide post (6x6 min.). All other loads are based on 31/2' wide post minimum. 9. Requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 10. HDO and HHDQ installed horizontally achieve compression loads with the addition of a standard nut on the underside of the load transfer plate. Refer to ICC -ES ESR -2330 for design values. HDQ8 requires a standard nut and BP?A, 2 (sold separately) load washer on the underside of the holdown for compression load. Design of anchorage rods for compression force shall be per the Designer. 47 Dimensions Fasteners Minimum Allowable Tension Loads (Ibs.) Madel (in.) Wood (160) Code No. Ga Anchor Member Deflection at `SDS Ref. Vf H B � SO Bolt Dia. Thickness4 DF/SP SPF/HF Allowable Load' (in.) Screws (in.), (in.) 20-SDS'/4'x3" 3 5715 4115 0.064 20 -SDS 1/4"x3" 31/ 7630 5495 0.094 HDQ8-SDS3 7 27/8 14 21/s 1'/n 2% /e 20 -SDS Y4'x3'I 41/2 9230 1 6645 0.095 16, L8, HHDQ11'-SOS2.5 7 3 1151/8: 31/2 11/2 7/s 1 24' -SDS 1/4'x2Y' 51/2 11810 8505 0.131 F5 71/4 13b159 93709 0.107 HHDQ14-SDS2.5 7 3 18'/4 31/2 11/2 7/a 1 30 -SDS 1/4"x21/2" 51/2' 137101-9 107459 0.107 1. Allowable loads have been increased for earthquake or wind load durations with no further increase allowed; reduce where other load durations govern. 2. The Designer must specify anchor bolt type, length and embedment. See S8 and SSTB Anchor Bolts (pages 33-37). 3. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers. Values in the tables reflect installation into the wide face. See technical bulletin T-SCLCOLUMN for values on the narrow face (edge) (see page 232 for details). 4. Post design by Specifier. Tabulated loads are based on a minimum 31/2' wide post (in a 31/2" wall). Post may consist of multiple members provided they are connected independently of the holdown fasteners. See pages 226-227 for common post allowable loads. 5. Tension values are valid for holdowns flush or raised off of sill plate. 6. Deflection at Allowable Tension Load includes fastener slip, holdown deformation and anchor rod elongation for holdowns installed up to 6' above top of concrete. Holdowns may be installed raised up to 18' above top of concrete with no load reduction provided that additional elongation of the anchor rod is accounted for. 7. Tabulated loads may be doubled when holdowns are installed on opposite sides of the wood member provided either the post is large enough to prevent opposing holdown screw interference or the holdowns are offset to eliminate screw interferences. 8. Noted HHDO14 allowable loads are based on a 5'/a" wide post (6x6 min.). All other loads are based on 31/2' wide post minimum. 9. Requires heavy hex anchor nut to achieve tabulated loads (supplied with holdown). 10. HDO and HHDQ installed horizontally achieve compression loads with the addition of a standard nut on the underside of the load transfer plate. Refer to ICC -ES ESR -2330 for design values. HDQ8 requires a standard nut and BP?A, 2 (sold separately) load washer on the underside of the holdown for compression load. Design of anchorage rods for compression force shall be per the Designer. 47 VVr\I\IV IIV V. II IJ /-1 VIVLi"IIIVIV VI IIIL IV I L✓Vl.!'\IIVIV Lr\YV I'\t\I I\.LL 1TJ I VI\I"1IV I � LI\JVIV, VIVLLJJ VIV✓LI\ 11 IL DIRECTION OF A LICENSED PROFESSIONAL ENGINEI Holdowns & Tension Ties G`#tEREO This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, 1AU UJ or a combination of these features. The STHD is an embedded strap tie holdown offering high load capacity and a staggered nail pattern to help minimize splitting. The STHD incorporates many features that aid correct installation and improve performance. When installed on the forms with the StrapMate® strap holder the unique design of the STHD delivers enhanced stability before and during the pour to help prevent both parallel and perpendicular movement (relative to the form). This results in accurate positioning of the strap and reduced possibility of spalling. FEATURES • The nailing pattern allows for nailing to the edges of double 2x's • Strap nail slots are countersunk to provide a lower nail head profile • The slots below the embedment line enable increased front -to -back concrete bond and help to reduce spalling • Rim joist models accommodate up to a 17" clear span without any loss of strap nailing MATERIAL: LSTHD8, LSTHD8RJ-14 gauge, all others -12 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • Use table below for both standard concrete and post -tension slab installations. • Install before concrete pour with a StrapMate, or other holding device. • Nail strap from the bottom up. • Strap may be bent one full cycle (bent horizontal 90° then bent vertical) to aid wall placement, but may cause spalling behind the strap. If the spall is 1" or less, measured from the embedment line to the bottom of the spall, full loads apply. 1" to 4" spalls for LSTHD8 achieve 0.9 times table loads. STHD10 and STHD14 achieve full load for spalls less than 4". Any portion of the strap left exposed should be protected against corrosion. • Other than where noted in the :vvo-pour detail, do not install where: (a) a horizontal cold joint exists within the embedment depth between the slab and foundation wall or footing beneath, unless provisions are made to transfer the load, or the slab is designed to resist the load imposed by the anchor; or (b) slabs are poured over concrete block foundation walls. • Additional studs attached to the shearwall studs or post may be required by the Designer for wall sheathing nailing. • Wood shrinkage after strap installation across horizontal members may cause strap to buckle outward. Tension Loads for STHD Installations sMPso�t J0 'a .1141/z,, Embedment Line (Toop Cnncret) le LSTH08 varies from 4" to 41/2' STHD10, STHD14 varies from 41/4" to 51/4" STHD U.S. Patent 5,813,182 Typical STHB14RJ Rim Joist Application For Two -Poor Installation for Downturn Footings • For STH10 installed through a 4" thick slab, use the equivalent 8" stemwall loads of the LSTHD8. • For STHD 14 installed through a 4" thick slab, use the equivalent 8" stemwall loads of the STHD10. • For STHD14 installed t irouah a 6" thick slab: use the equivalent 8" stemwall loads of the LSTHD8. CODES: See page 13 for Code Reference Key Chart. 1. Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of load with no further increase allowed. Reduce where other loads govern. 2. Concrete shall have a minimum concrete strength, f'c of 2500 psi. 3. 10d common (3" long x 0.148" diameter) nails may be used with no load reduction. 1 0dx21/2 (21/1 long x 0.148" diameter) nails may be used with no load reduction when installed directly over framing. For installation over structural sheathing, use 10d common or 16d sinkers. 4. Use the specified number of nails listed in table or as specified. In many cases, not all nail holes will be filled. Nail strap from the bottom up. 5. Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHD8 = 0.089", STHD10 = 0.117" and STHD14 = 0.118". Installed over structural sheathing: LSTH08 = 0.114% STHD10 = 0.146" and STHD14 = 0.164". 6. Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 7. Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. 8. Minimum center -to -center spacing is 3 times the required embedment (Smin = 3xle) for STHD's acting in tension simultaneously. Midwall install is based on 1,5xle end distance. 9. See T-SCLCOLUMN for installation on structural composite lumber posts or columns (see page 232 for details). 10. For brick ledge applications, use full loads shown for STHD14 installed in 8" stemwall. 11. NAILS: 16d sinker = 0.148' dia. x 31/4" long. See page 22-23 for other nail sizes and information. 51 WIND AND SDC A & B –ALLOWABLE TENSION LOADS FOR OF/SP/SPF/HF (160) Min. Stem Wall in Model No. Standard ' Rim Joist Strap Length (L) Standard Rim Joist (in) (in) �e (in) Req'd Nails Midwall Non Cracked. Corner Endwall Midwall Cracked Corner Endwall Code Ref: LSTHD8 LSTHD8RJ 18% 321/8 8 20 -16d Sinkers 3115 2700 1690 2675 2320 1455 6 STHD10 STHD10RJ 245/a 381/3 10 24 -16d Sinkers 3820 3820 2050 3140 3140 1705 STHD14 STHD14RJ 261/a 395/a 1 14 1 30 -16d Sinkers 5150 5150 3200 5150 5150 3200 125. LSTHD8 - LSTHD8RJ 185/8 321/8 8 20 -16d Sinkers 3115 2700 2230 2675 2320 1915 F33 8 STHD10 STHD10RJ 245/x- 381/8 10 28 -16d Sinkers 4755 4120 1 3145 4195 3500 2585 STHD14 STHDI14RJ 261/3 395/ 14 30 -16d Sinkers 5345 5345 4210 5345 5345' 4210 SDC C-F–ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF (160) Min. Siem Wall in Model No. Standard Rim Joist Strap Length (L) Standard Rim Joist (in) (in) le (in) Req'd Nails Midwall Non Cracked' Corner Endwall Midwall Cracked Corner Endwall Code Ref. LSTHD8 LSTHD8RJ 18% 321/8 8 16 -16d Sinkers 2270 2090 1220 2250 1950 1220 6 STHD10 STHD10RJ 245/, 381/8 10 18 -16d Sinkers 2750 2750 1615 2640 2640 1435 STHD14 STHD14RJ 261/8 39% 14 22 -16d Sinkers 3695 3695 2685 3695 3695 2685 125. LSTHD8 LSTHD8RJ 18% 321A 8 16 -16d Sinkers 2615 " 2125 1635 - 2250 ' 1950' 1610 '. F33 8 STH010 STHD10RJ 24% 381/a 10' '20 -16d Sinkers 3400 2940 2295 3400 2940 2175 STHD14 : STHD14RJ 261/, 39% 14 ' 24 -16d Sinkers 3815 3815.1 3500 3815" 3815 1= 3500 1. Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of load with no further increase allowed. Reduce where other loads govern. 2. Concrete shall have a minimum concrete strength, f'c of 2500 psi. 3. 10d common (3" long x 0.148" diameter) nails may be used with no load reduction. 1 0dx21/2 (21/1 long x 0.148" diameter) nails may be used with no load reduction when installed directly over framing. For installation over structural sheathing, use 10d common or 16d sinkers. 4. Use the specified number of nails listed in table or as specified. In many cases, not all nail holes will be filled. Nail strap from the bottom up. 5. Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHD8 = 0.089", STHD10 = 0.117" and STHD14 = 0.118". Installed over structural sheathing: LSTH08 = 0.114% STHD10 = 0.146" and STHD14 = 0.164". 6. Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 7. Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. 8. Minimum center -to -center spacing is 3 times the required embedment (Smin = 3xle) for STHD's acting in tension simultaneously. Midwall install is based on 1,5xle end distance. 9. See T-SCLCOLUMN for installation on structural composite lumber posts or columns (see page 232 for details). 10. For brick ledge applications, use full loads shown for STHD14 installed in 8" stemwall. 11. NAILS: 16d sinker = 0.148' dia. x 31/4" long. See page 22-23 for other nail sizes and information. 51 52 VV/"\I \IV IIV V. I I V IVLlI I IVIV VI I I IL IV 1 LV VV..r\1IV IV L.T\YV /"\I\I I\...LL 1TJ I VI\ /"11V I � LI\JVIV, VIVLLJJ VIVVLI\ I I IL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANYWAY. Ho/downs & Tension Ties • 1 1 i9 a a I Min. rE leng# 2xl Strap style holdown le end distance Typical STHD14 Corner Installation Typical STHB14 Mid Wall Installation o, o o• p o 0 0 a o n b o'a Min. rebar length is 2 x le 1/F Min. end distance Typical STHD14 End Wail Installation Strap may be bent one full cycle which'` includes bending the strap straight and aiding for wall placement.For brick ledge, bend straight to be vertical to inside face of wall. / Brick / Ledge #4 Rebar One #4 rebar. le Effective3" to 5" May be Embed. STHD14-RJ • foundation One #4 rebar. , a rebar or May be post -tension foundation Concrete foundation by others Strap style Concrete ► foundation by others holdown d . a Slab Cold joint I(��,��I - Min. thickness for Downturn Footings Brick Ledge Installation ACI -318 concrete code requirements. Brick Ledge with Step o, o o• p o 0 0 a o n b o'a Min. rebar length is 2 x le 1/F Min. end distance Typical STHD14 End Wail Installation Strap may be bent one full cycle which'` includes bending the strap straight and aiding for wall placement.For brick ledge, bend straight to be vertical to inside face of wall. / Brick / Ledge #4 Rebar One #4 rebar. le Effective3" to 5" May be Embed. STHD14-RJ • foundation One #4 rebar. , a rebar or May be post -tension foundation Concrete foundation by others tendon. Concrete ► foundation by others rebar or post -tension tendon. d . a Single Pour Rebar Installation Two Pour Installation I(��,��I - Min. "Maintain minimum rebar cover, per for Downturn Footings Brick Ledge Installation ACI -318 concrete code requirements. bend straight with Step SPALL REDUCTION SYSTEM FOR STHD STRAP TIE HOLDOWN FEATURES • Built-in tab. • StrapMate® locator line. • Additional diamond hole in RJ versions. BENEFITS Built-in Tab: • Reduces spalling and costly retrofits. • No additional labor to install. • Holds STHD away from form board. StrapMate Locator Line: • Easy inspection to ensure proper location. • Allows adjustment without removing STHD. Additional Diamond Hole: • One more fastener to help prevent the STHD RJ models from bowing out at the rim joist section. SM1 U.S. Patent 6,796,099 Shearwall diaphragm Framing nails and anchor bolts as per code STHD Install strap nails starting from the bottom Sill plate bolt Required rebar • g •V: not shown for �• • :' clarity (typ•) S s•' • �• • STHD Over o• Shearwall Diaphragm o • #4 Rebar a STHD14 d G bend straight install 4" from inside face of a concrete wall, g, Min.I typ• Brick Ledge Installation without Step f— Structural sheathing STHD Install strap nails starting from the bottom Sill plate bolt Required rebar • g •V: not shown for �• • :' clarity (typ•) S s•' • �• • STHD Over o• Shearwall Diaphragm VV('\I \IVIIVV. I I IJ /'9 VIVLlII IVIV VI I I IL IV I LL/V\..f111V IV L1lVV I"11\II�.LL 1TJ I VI\ /"11V I I LI\JVIV, \JIY LLJJ VIVtILI\ I I IL DIRECTION OF A LICENSED PROFESSIONAL ENGINEER,,. Glulam Beam Connectors See Hanger Options on pages 216-217 for hanger modifications, which may result in reduced loads. HU/HUC—Most models have triangle and round holes. To achieve maximum loads, fill both round and triangle holes with common nails. HGUS—Face mount hanger used for high load applications. All hangers in this series have double shear nailing. This patented innovation distributes the load through two points on each joist nail for greater strength. It also allows the use of fewer nails, faster installation, and the use of common nails for all connections. HUCO—Heavy duty joist hangers that incorporate Simpson Strong -Ties' Strong Drive,:, SDS wood screws. MATERIAL: See tables FINISH: Galvanized. Some products available in ZMAX® coating; see Corrosion Information, page 14-15. INSTALLATION: • Use all specified fasteners. See General Notes. • HUMUC—can be installed filling round holes only, or filling round and triangle holes for maximum values. • HGUS—Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • HUCQ—Install Simpson Strong -Te SDS ;;"x2;!1' wood screws (provided,) in all round holes. Lag screws will not achieve the same load. • With 3x carrying members, use 16dx2'/2' (0.162" dia. x 21h" long) nails into the header and 16d commons into the joist with no load reduction. With 2x carrying members, use 10dx11/2' (0.148" dia. x 11/2'1 long) nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. • For installations to masonry or concrete, see page 161. OPTIONS: • HU hangers available with the header flanges turned in for 25/16' and larger widths, with no load reduction—order HUC hanger. • See Hanger Options on pages 216-217, for sloped and/or skewed HU models, and HUC (concealed flange) models. • Concealed flanges are not available for HGUS. • Other sizes available; contact Simpson Strong -Tie. • See also HUS series. • HUCQ Dangers cannot be rnodified. CODES: See page 13 for Code Reference Key Chart. THIS ITEM IN ANY WAY. H e• HU5.125/12 HU Min, Nailing FII round holes HU Max. Nailing Fill round and triangle holes HU210-2 ® Double -Shear Dome Double -Shear Double- Nailing Nailing Side View Shear Side View (available on Nailing C Do not some models) Top View, bend tab s U.S. Patent 5,603,580 SIMPSON Ao HUC210-2 Concealed Flanges HGUS3.25/12 (HUCQ similar) 11/4" • H '9 0 y Projection seat on most models for maximum bearing and section economy. Typical HU Installation Model configurations may differ from those shown. Some HU models do not have triangle holes. Contact Simpson Strong -Tie for details. Carried Member Width Model Na Ga7HB Dimensions (in.) Fasteners Allowable Loads Code' Ref. Min/ DF/SPSpecies Header SPF/HF Species Header W Max Face Joist Uplift Floor Snow Roof Floor -Snow Roof 460 100 115 125 100 115 125 31A GLULAM HU210-2/HUC210-2 14 31/8 813/16 21/2 Min 14-16d 6-1 Did 1135 2085 2350 2530 1795 2025 2180 19, F6, L17 31/8 813/16 21/2 Max 18-16d 10-10d 1895 2680 3020 3250 2305 2605 2800 HU212-21HUC212 2 3'/ 108/16 21/2 Min 16-16d 6-10d 1135 2380 2685 2890 2050 2315 2490 3'/a 108/6'2/2 Max 22-16d 10-10d 1895 3275 3695 3970 2820 3180 3425 HU3.25/10.5/HUC3.25/10.5 3'/a 10'/4 2'/2 — 22-16d 10-10d 1895 3275 3695 3970 2820 3180 3425 19 HU3.25/12/HUC3.25/12 3'/4 113/4 21/2 — 24-16d 12-10d 2015 3570 4030 4335 3075 3470 3735 HU216-2/HUC216-2 31/8 137/8 21/2 Min 20-16d 8-10d 1515 ' 2975 3360 3610 2565 2895 3110 19, F6, L17 3Ya 137/8 2'/2 :Max 26-16d 12-10d 2015 3870 4365 4695 3330 3760 4045 HGUS3.25/10 12 3'/ 85/a 4 — 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 19, F23 HGUS3.25/12 3'/a 105/a 4 — 56-16d 20-16d 5045 9600 9600 9600 8255 8255 8255 31/2 GLULAM HU410 14 3 , 81n. 214 Max 18-16d 10-10d 1895 2680 3020 3250 2305 2605 2800 17 19 L12, F8 HU414 _3 ;6. 12;3 2'.z Max 24.16d 12-1'0d 2015 3570 4030 4335 3075 ''3470 35' HHUS4'10 3;a 9 3 — 30-16d 10-16d 3735 5635 6380 6880 4835 :5480 10 ]78:5 HGUS410 12 3;1 9Y6 4 — 46-16d' 16.164 4095 9100 9100 9100 7825 7825 r. HGUS414 3 a 12.�e .4 — 66-16d 22-16d' 5515 '10100 10100 10100 8685 : 8685 5685 5'/8 GLULAM HU310-2/HUC310-2 14 5'/a 8'/8 21/2 — 14-16d 6-10d 1135 2085 2350 2530 1795 2025 2180 119, F6, L17 HU5.125/12/HUC5.125/12 101/4 21/2 — 22-16d 8-16d 1795 3275 3695 3970 2820 3180 3425 19 HU5.125/13.5/HUC5.125/13.5 13/4 21/2 — 26-16d 12-164 2695 3870 4365 4695 3330 3760 4045 HU5.125/16/HUC5.125/16 137/8 21/2 — 26-16d 12-16d 2695 3870 4365 4695 3330 3760 4045 HUCQ5.25/9-SDS 9' 3- — 12-SDS1/4x2Yz 6-SDSY4x21/2' 2510 4680 4955' 4955 3370 -3570 3570- r51/4 19,L12, F23 HUC05.25/11-SDS 11 3 — 14-SDS1/4x21/2 6-SDS'/4x21/2: ' 2510 5460 5560- 5560 " 3930 4000 4000 HGUS5.25/10 12 91/6 4 — 46-16d 16-16d 4095 9100 9100 9100 7825 7825 782519,F23 HGUS5.25/12 1o8/1, 4 — 56-16d 20-16d 5045 9600 9600 9600 8255 8255 8255 HUC0610-SDS 14 5',: 9 3 12-SDS'.>Sx2;• 6-SDSY4x2'z 2520 4680 5380 5715 3370 3875 4115 19, HHUS5.50/10 51A 9 3 — 30-16d 10-16d 3735 5635 6380 6880 '4835 5480 5910 5'/? GLULAM HGUS5.50/10 12 51,:_ 8 s ', 4 — 46-16d 16.16d 4095 9100 9100 9100 7825 7825 7825 L12, F23 HGUS5',50/14 5l 12;� 4 — 66-16d - 22-16d 5515 10100 10100 10100 8685 8685 8685 63/4 GLULAM HGUS6.88/10 12 67/8 813/6 4 — 46-16d 16-16d 4095 9100 9100 9100 7825 7825 7825 19, F23 HGUS6.88/1'2 6% 1073M6 4 — 54-16d 20-16d' 5045 9600 9600 9600 ' 8255 '' 8258 ' 8255 HGUS6.88/14 67/8 1213/16 4 — 66-164 22164 5515 10100 10100 10100 8685 8685 8685 7 GLULAM" See HHUS and HGUS in 7" Structural Composite Lumber section, page 106 or GU series: on page 107. 83/4 GLULAM See HGU and HHGU on page 92. 1. Uplift loads based on Douglas Fir and have been increased 60% for wind or earthquake 3. For SPF/HF uplift, use 0.86 x DF/SP uplift load for products loading with no further increase allowed. Reduce where other loads govern. requiring nails and 0.72 for products requiring screws. 2. MIN nailing quantity and load values—fill all round holes; 4. NAILS: 16d = 0.162" dia. x 31/2" long, 10d = 0.148' dia. x 3' long. 91 MAX nailing quantity and load values—fill all round and triangle holes. See page 22-23 for other nail sizes and Information. 120 MPH 3 -SECOND GUST David E. Billingsley, PE 217 East Main Street - Middleburg, PA 17842 Phone (570) 837-0577 - FAX (570) 837-0585 Design Criteria Location: NY 120mph Exp C or less Building Description: Codes: JOB SHEET NO. CALCULATED BY CHECKED BY ResidentialOne Story Modular Wood Frame Construction PRE -31695 - Laund 1 OF _ DJS DATE DATE 44 10/1/2013 10/15/13 2010 New York Residential Code 2005 NDS ASCE 7-05 Building Importance Category: II Seismic Criteria Seismic Design Category (SDC) Short period design spectral response acceleration (SDs) Seismic Importance Factor Basic Wind Speed Vasd = Exposure = Wind Exposure Adjustment Factor = Wind Importance Factor Snow Load Ground Snow Load = Snow Importance Factor 120 mph (3 second gust) C 1.29 1.00 1,.0 35 psf 1.00' B 0.32 1.00 WARNING: IT IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSP JOB PRE -31695 - Laundry SHEET NO. 2 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Criteria Cont. Floor Diaphragm Aspect Ratio Length of side (1-1)(house width) = 13.75 ft. Length of side (1-2)(house length) = 10 ft. L2 & L1 = 1.4 '1 < 3 :1 OK Max Mean Roof Height = 20 ft. Roof Framing Span (Horizontal Projection) = 6.875 ft. Roof Framing Spacing = 16 in. D.C. Roof Overhang Length = 1 ft. Roof Slope = 12 :12 Roof Diaphragm Aspect Ratio Length of side (L1)(width) = 13.75 ft. Length of side (1-2)(length) = 10 ft. L2 & L1 = 1.4 :1 < 3 :1 OK Roof / Ceiling Assembly Dead Load = 15 psf Roof Framing Type = Truss Truss ID # P968101 Max Uplift at Marriage Wall 0 lbs per truss Max Uplift at Sidewall Wall 391' lbs per truss N LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE al ENGINEER. TO ALTER THIS ITEM IN ANY WAY. 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 3 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height = 8.5 ft. Wall Stud Specifications = 2x6 SPF #3 Wall Stud Spacing = 16 in. D.C. Shearwall Segment Aspect Ratio 1 st Story Shearwall Height = 8.5 " ft. OSB - PLY 1st Story Minimum Shearwall Length = H / 3.5 = 2.43 ''ft. 1 st Story Wall Length Available for Full Height Sheathing Bline 2 11.08 ft. Lline B 7.50 ft. 1st Story Maximum Unrestrained Opening Height Hline 2 84 in. Hline B 66 I> in. GYP H/1.5 = 5.67ft. 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 4 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE ASCE 7-05 Uplift Connections Building Width = 13.75 ft. Roof Framing Spacing = 16 in. o.c. Roof / Ceiling Assembly Dead Load = 15 psf Roof Span = 6.875 ` ft. Amount of load to be subtracted per Story = {[(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load} x 0.6 'ft / 2) x 10 '°psf] + 60 plf} x 0.6 57 Of Vertical Design Wind Pressures 3 Sec Gust Wind Speed = 120 'mph End Zone Wind Uplift Pressure = 15..6 psf MWFRS Figure 6-2 Max of Zones E & F Int. Zone Wind Uplift Pressure = 13.4 psf MWFRS Figure 6-2 Max of Zones G & H Overhang Wind Uplift Pressure = 15.6 psf MWFRS Figure 6-2 Max of Zones Eoh, Goh, E,F,G&H Wind Exposure Category = C Wind Exposure Adjustment Factor = 1.29 Wind Importance Factor 1.00 Adjusted Uplift Pressures Adjusted End Zone Wind Uplift Pressure = 20.12 psf Adjusted Int. Zone Wind Uplift Pressure = 17.29 psf Adjusted Overhang Wind Uplift Pressure = 20.12 psf Roof to 1 st Story Wall Connection Load yX � l d }£ � 33 j 10/15/13 293 plf 1 st Story Wall to Foundation Connection Load = 293 plf - 57 : pif = 237' "plf JOB PRE -31695 - Laundry SHEET NO. S OF 44 CALCULATED BY D.JS DATE 10/1/2013 CHECKED BY DATE Uplift Connections (cont'd) Note: All uplift load on roof resisted at sidewalls Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. r- .,V 10/15/13 Truss to Stud Connector: Simpson Strong -Tie MTS18 Fastener: (6) 0.148inxl .5in nails in truss and (6) 0.148inxl .sin nails in wall stud Allowable Load = 737 lb Connector Nails Total Connector Req'd Uplift in. to ft. Req'd Provided Capacity Load conversion Spacing Spacing 737 lbs / 293 plf x 1'ft / 12 in = 30 in. 16 in. WARNING: IT IS A VIOLATION OF THE NY EDUCA JOB PRE -31695 - Laundry SHEET NO. 7 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Uplift Connections (cont'd) ZIs = D x IS X Fes x CD Design 1 st Story Module to Sill Plate Connection Ib Assume Typical 1 st Story Module to Sill Plate Connection made with Connector: 7/16" OSB/PLY overlap sill plate 1.5" 0.063'; in Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than 0.438'_ in Seismic Zone C Lateral Value = 96 lbs per fastener 1E+05,.. psi Use 1 row of fasteners along bottom edge of panel tm = Floor Band to Sill Plate Connection Main member penetration Req'd Uplift Req'd Load Spacing line_B 237 plf 4 in. o. c. line -2 189 'plf 6 in. o. c. Fem / Fes Ms = SPF Main member species Rt = 2.286 = Im / IS (6•k �-moi-+- 1� 5X 16 Staple Gage Im = #_ i= main member dowel bearing length CD = 1-6 S X - ^: IS = 411 side member dowel bearing length 6^W F 10/15/13 WARNING: IT IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED IPROFESSI JOB PRE -31695 - Laundry SHEET NO. 8 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Sinqle Shear Stable Capacity w/ min. 1" Denetration Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear Zstaple = 40.4 ` lbs Im Zlm = D x Im x Fem x CD = 153.5 lb Rd IS ZIs = D x IS X Fes x CD = 86.2:„' Ib "Other Dowel -Type Fasteners" D = 0.063'; in Diameter is = 0.438'_ in Side member thickness Fyb = 1E+05,.. psi Dowel bending yield strength tm = 1 - in Main member penetration Rd = 2.2 Reduction Term - See Table 11.3.1 B Ss = OSB/PLY Side member species Re = 0.779 = Fem / Fes Ms = SPF Main member species Rt = 2.286 = Im / IS Sc = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1-6 Load Duration Factor IS = 0.438 in side member dowel bearing length 6^W F Fem = 3350 psi main member dowel bearing strength IIIs — 3 Z1117, - k xDxls xFem X CD = 33.6 - Fes = 4300 ; psi side member dowel bearing strength (2+Re) x Rd Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear Zstaple = 40.4 ` lbs Im Zlm = D x Im x Fem x CD = 153.5 lb Rd IS ZIs = D x IS X Fes x CD = 86.2:„' Ib Rd V I I Zli = k, x D x IS x Fes X CD = 54.5 Ib Ra Y ; IIIm — Illm 2 Z - k xDxlm xFem X CD = 56.3 Ib '"�, (1+2Re) x Rd rtf 6^W F IIIs — 3 Z1117, - k xDxls xFem X CD = 33.6 - Ib (2+Re) x Rd 10/15/13 IV ZIv= D2 x 2 x Fem x Fyb (1/2) = 20.2 Ib Rd 3 x (1 + Re) Minimum Shear, Zmin = 20.2 Ib Notes: K, = [Re + (2Re2 X (1+Rt+R,)) + (Rt2 X Res) ”) _ [Re x (1+RO] = 0.6 (1 +Re) K2 = -1 +(2 X +(1+R.))+ 2F b x (1+2Re) x D2 (112) = 0.9 3Fem X Im2 K3 = -1 + (2 x (1+Re)) + 2Fyb x (2+Re) x D2 (112) = 1.4 NILAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. k JOB PRE -31695 - Laundry SHEET NO. 8A OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Fes = 61850I` psi side member dowel bearing strength Staple Capacity: Table l l.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear Zstaple = 52.5 lbs Im Zlm = D x Im x Fem X CD = 153.5 Ib Rd Is ZIS = D x IS x Fes x CD = 102,0 Ib Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity w/ Metal Side Member w/ min. 1" penetration Rd 4 " N "Other Dowel -Type Fasteners" D = 0.063 in Diameter is = 0.036 in Side member thickness Fyb = 1E+05' psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term - See Table 11.3.16 Ss = 20GA Steel Side member species Re = 0.054'' = Fem ! Fes Ms = SPF Main member species R, = 27.78 = Im ! IS Sc = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 - Load Duration Factor Is = 0.036 in side member dowel bearing length Zlv= D2 x 2 x Fem x Fyb (12) = 26.3 Ib Fem = 3350 psi main member dowel bearing strength Fes = 61850I` psi side member dowel bearing strength Staple Capacity: Table l l.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear Zstaple = 52.5 lbs Im Zlm = D x Im x Fem X CD = 153.5 Ib Rd Is ZIS = D x IS x Fes x CD = 102,0 Ib Rd 4 " N i II Zu= k,xDxls xFes X CD 62.8 Ib Rd s r II Im Zulm = k2 x D x Im x Fem x CD = 66.7 Ib J� (1+2 Re) x Rd j III s ZIlls = k3 xDxls xFem X CD = -31.8 Ib (2+Re) x Rd 10/15/13 IV Zlv= D2 x 2 x Fem x Fyb (12) = 26.3 Ib Rd 3 x (1 + Re) Minimum Shear, Zmin = 26.3 Ib Notes: Kt = [Re + (2Re2 x (1+Rt+Rt2)) + (R,2 x Re3)1(v2) [Re x (1+R J) = 0.6 (1 +Re) K2 = -1 + (2 x (1+Re)) + 2F X (1+2Re) x D2 (V2) _ 0.5 3Fem X Im2 K3 = -1 + (2 x (1+Re)) + 2Fyb x (2+Re) x D2 (V2) 11.8 Re 3Fem X Ise WARNING: IT IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSI1 LAW A ENGIN JOB PRE -31695 - Laundry SHEET NO. 9 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 in Thickness of fastener = 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 1768 Ib 0.131 "x2.5" Nail Capacity Shear Z = - 83 Ib NDS Table 11 P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 132,8 Ib Required Quantity of Fasteners to achieve max capacity of strap = QTY = 14 nails each end of each strap "k 10/15/13 RTICLE 145 FOR ANY PERSON, UNLESS UNDER THE IS ITEM IN ANY W 1 JOB SHEET NO. CALCULATED BY CHECKED BY 20GA Strap Capacity .... _..... _.__..... Thickness of Strap = 0.0359 in PRE -31695 - Laundry 9A OF 44 DJS DATE 10/1/2013 DATE Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.25 in Thickness of fastener = 0.1310in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap= 867.7 Ib 0,131"x2.5" Nail Capacity Shear Z = 81 Ib NDS Table 11 P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 129.6 Ib Required Quantity of Fasteners to achieve max capacity of strap = QTY = 7 nails each end of each strap' 3s fl. 10/15/13 1� M A VIOLATION OF THE NY EDUCA IC TION OF A LICENSED PROFESSION No Matewall Uplift Connections Required 10/15/13 NJLAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE a ENGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Laundry SHEET NO. 10 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE No Matewall Uplift Connections Required JOB PRE -31695 - Laundry SHEET NO. 11 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE 10/15/13 WARNING: IT IS A VIOLATION OF THE NY EDUCA IC DIRECTION OF A LICENSED PROFESSI N JOB PRE -31695 - Laundry SHEET NO. 12 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Uplift Connections (cont'd Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF #3 Nominal Tensile Stress Ft = 250 psi ANSI / AF&PA NDS Table 4A Load Duration Factor CD = 1'.6'' ANSI / AF&PA NDS Table 2.3.2 Size Factor CF = 1.3 ANSI / AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF = 520'` psi ANSI / AF&PA NDS Table 4.3.1 Net Area of Stud A = 8,25'; int Allowable Tensile Load Pt = Ft A = 4290 Ib > 391Ib OK ,w: akY dY R i NW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE \0 ENGINEER, TO ALTER THIS ITEM IN ANY WAY. 10/15/13 Shear Connection 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 13 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Roof Pitch = 72:12 Roof Height = 7.875'- ft Roof Span = 6.875 ft_ 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Wind Exposure Adjustment Factor = 129 Max Wall Height= 8.5ft Wind Importance Factor= 1.00 End Zone Length = 6.00 ft Building Length = 10 'rft Floor/Ceiling Depth = 1ft Horizontal Design Wind Pressures (Enter 10psf as minimum value or if value is less than zero) End Zone Wall Horizontal Pressure = 25.7, psf MWFRS Figure 6-2 Zone A End Zone Roof Horizontal Pressure = 17.6 psf MWFRS Figure 6-2 Zone B Int. Zone Wall Horizontal Pressure = 20.4; psf MWFRS Figure 6-2 Zone C Int. Zone Roof Horizontal Pressure = 14 psf MWFRS Figure 6-2 Zone D Average Wall Horizontal Pressure = 26,76' psf = (Wall End Zone Press x 2 x End Zone Length ) + [Wail Int. Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 18.32 psf = (Roof End Zone Press x 2 x End Zone Length ) + [Roof Int Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 258 plf (Ave. Roof Hor. Press. x Roof Height) + (Ave. Wall Hor. Press. x Wall Height / 2) Adjusted Roof Diaphragm Load = 333 plf Multiplied by Wind Exp. Factor & Imp. Factor Floor Diaphragm Load = 254.2 plf _ [Ave. Wall Hor. Press. x (Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 328 plf Multiplied by Wind Exp. Factor & Imp. Factor Parallel to Ridge Roof Diaphragm Load = 185.9 plf = (Ave. Roof Hor. Press. x Roof Height/2) + (Ave. Wall Hor. Press. x Wall Height / 2) Adjusted Roof Diaphragm Load = 240' plf Multiplied by Wind Exp. Factor & Imp. Factor Floor Diaphragm Load = 254.2_ plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 328 plf Multiplied by Wind Exp. Factor & Imp. Factor JOB PRE -31695 - Laundry SHEET NO. 14 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Shear Connections - Wind (cont'd) Reference Sheet 13 for wroof & wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge wroof = 333 plf wtloor = 328 plf L = 10 ft. Vroof = wroof x L = 3328 Ib Vfloor = wfloor x L = 3279 Ib Shear Tranfer Connection Capacity Requirements vroof = Vroof / 2 / B = 121 plf vfloorl = Vroof + Vfloorl / 2 / B = 240 plf 10/15/13 INILAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Wind Parallel to Ridge wroof = 240 plf wfloor= 32$ -.plf B 13.75 ft. Vroof = wroof x B = 2308. Ib Vt1oor = wfloor x B = 3156 Ib vroof = Vroof / 2 / L = 115 plf vfloorl = Vroof + Vfloor 12 / L = 273 plf s Shear Connections - Seismic (cont'd) Total Shear Capacity Requirements - Seismic 10/15/13 Seismic Design Category = Weights Wroof = 2200 Ib Wswall = 1200 'Ib Wewall = 1650 Ib Wgable = k4 `` Wfloor = 1375 Ib Wtota1 = 7250Ib SDs = 0.32 Secction 11.4.1 1 = r Seismic Importance Factor 10/15/13 Seismic Design Category = Weights Wroof = 2200 Ib Wswall = 1200 'Ib Wewall = 1650 Ib Wgable = 825 Ib Wfloor = 1375 Ib Wtota1 = 7250Ib JOB PRE -31695 - LaL SHEET NO. 15 OF CALCULATED BY DJS DATE CHECKED BY 1 DATE ASCE 7-05 B 44 10/1/2013 Factors: R = 6.51 Table 12.14-1 Fa = 1.4 ` Section 12.14.8.1 F = 1 Section 12.14.8.1 SDs = 0.32 Secction 11.4.1 1 = 1.00 Seismic Importance Factor Seismic Base Shear, V: Section 12.14.8.1 V= F x SDs X Wtotal x I= 3571 Ib R Vertical Distribution, Fx: Section 12.14.8.2 FX = wX x V Wtotal Fx.roof = 108 Ib Fx.floorl = 357 Ib Diaphragm Unit Shear Capacity Requirements B = 13.75 ft. L = 10 ft. Perpendicular to Ridge vroof = Fx.roof / 2 / B = 4 Of 1st floor down from roof vfloorl = Fx.floorl / 2 / B = 13 Of Floor Diaphragm Load = 357 Ib Wind Parallel to Ridge vroof = Fx.roof / 2 / L = 5 plf vfloorl = Fx.floorl / 2 / L = 18 plf WARNING: IT IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESS]( JOB PRE -31695 - Laundry SHEET NO. 16 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 2 11.08 ft. %line 2 = 81 Shearwall Unit Shear Capacity Vwall line -2 = Vroof / 2 Bline_2 Vwall line_2 = 0 0 0 3328 Ib / (2 x 11.08 ft.) Vwall line—2 = 150 plf Wind Controls Shear Parallel to Ridge 1st Story Shear Wall Wall Length Available for Full Height Sheathing Lline B' 7.50 ''ft. %line E 75 Shearwall Unit Shear Capacity Vwall line—B = Vroof / 2 Bline B Vwall line_B = 0 0 0 2308 Ib / t2 x 7.50 ft.) Vwall line—B = 154 Of Wind Controls a N LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 17 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Shear Connections (cont'd) Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 2 . 81 Wind Parallel to Ridge %line E 75 10/15/13 Maximum Unrestrained Opening Height 1 st Story Wall Height - 9 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 2 84 in. Hline B 66 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline 2 0.80 Fline B 0.83 JOB PRE -31695 - Laundry SHEET NO. 18 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly M- ,rte Framing Species Specific Gravity G = 0.42 g`Y, A2 10/15/13 1 st Story Wall - line_2 PERFORATED 7/16" OSB w/ 0,131 "x2.5" nails @ 6" D.C. panel edge & 12" D.C. field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334 pl-i vs = 0 plf Shear Capacity of Shearwall Assembly vs = 334 plf + 0 plf = 334. Of > 150 plf OK. 1 st Story Wall - line_B PERFORATED 7/16" OSBw/ 0,131 "x2.5 nails @ 6" o c. panel edge & 12" D.C.field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334 plf Vs = 0 plf Shear Capacity of Shearwall Assembly vs = 334 plf + 0 Of = 334 plf > 154 plf OK ONILAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE VA ENGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Laundry SHEET NO. 19 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force - Tensile strength controls vs. compressive . 2x6` SPP #3' Sample Calculation Nominal Tensile Stress Ft = 250:,psi ANSI / AF&PA NDS Table 4A Load Duration Factor CD = 1.6 ANSI / AF&PA NDS Table 2.3.2 Size Factor CF = 1.5 ANSI / AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF = 600 psi ANSI / AF&PA NDS Table 4.3.1 Net Area of Stud A = 8.25 int Allowable Tensile Load Double 2x4 -With Splices Pt = Ft A = 3150 ;lb Double 2x4 - No Splices 6300 ---lb Double 2x6 -With Splices Pt = Ft A = 4290 Ib Double 2x6 - No Splices 8580 Ib Double 2x10 - With Splices P; = Ft A = 5550 ' Ib Double 2x10 - No Splices 11100 Ib Z= 131.2 Ib 0.131" x'3'.0" Nails Minimum splice lap where splices are allowed = 6 ft 1 st Floor Endwalls T= 1664 ,lb Double 2x6 Top Plate - No Splices Sidewalls T= 773.1 Ib Double 2x6 Top Plate - With Splices & Stagger 2 rows of 0.131" x 3.0" Nails @ 16 in o.c. F� } f I J 1 r; ry,,r 10/15/13 WARNING: IT IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSI JOB PRE -31695 - Laundry SHEET NO. 20 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v = vs x Perforated Shearwall Capacity Adjustment Factor 1 st Story Wall 1 st Story Wall Height - 9ft. Shear Perpendicular to Ridge vline 2 334 Of x 0.80 266 plf > 150 plf OK Shear Parallel to Ridge viine B 334 , plf x 0.83 = 277 pif > 154 plf OK Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 21 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY Reference Page 22 for Stud Overturning Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (Lt)(house width) _ 13.75 ft. Length of side (1-2)(house length) = 10 ft. DATE Dead Load Resistance to Overturning -line -2 10/15/13 Dead Load = 65 plf Dead Load * (Length to Overtuming @ Pivot Point/ 2) = 446.9 lbs' 0.60 = 268 Return Wall Dead Load = 150 0.60 = 0 Dead Load Resistance to Overturning - line_B Dead Load = 150plf Dead Load " (Length to Overturning @ Pivot Point/ 2) = 750 lbs * 0.60 = 450 Return Wall Dead Load = 65 ' 0.60 = 0 Required Holddown Capacity T= v x h Segemented T= v x h/Co Perforated 1st Story Module to Foundation - line_2 PERFORATED Wind Controls T = 150 plf x 8.5 ft. / 0.795 = 1605 Ib + Ib - 268 lbs DL = Connector: Simpson Strong -Tie STHD14RJ Fastener: w/ 112 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 lb 1337 Ib 1st Story Module to Foundation - line_B PERFORATED Wind Controls T = 154 plf x 8.5' ft. / 0.83' = 1576; Ib + Ib -450' Ibs.DL = 1126' Ib Connector. Simpson Strong -Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1'.5in from comer Allowable Load 5345 Ib COs PRE -31695 - Laundry SHEET NO. 22 OF 44 CALCULATED BY DJS DATE CHECKED BY DATE Overturninq Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads - Sample Calculation (1) 2x6 SPF #3 Nominal Tensile Stress Ft = 250r- psi ................. Load Duration Factor CD = 1.6 Size Factor CF = 1.0' Allowable Tensile Stress Ft' = Ft CD CF = 400 psi Net Area of Studs A = 8.25 s int Allowable Tensile Load Pt' = Ft A = 3300 Ib Built up Column Fastening Requirement Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity Z = 82 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity Z'=ZCD= 131 Ib 10/112013 10/15/13 0,131 x 3.0" Nails Stud Height = 9 ft ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x # of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 Ib x 2 ) / ( 3300' Ib / 9 ft ) x ( 12 in / 1' ft) _ 8 , in o.c. ON LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE NA ENGINEER, TO ALTER THIS ITEM IN ANYWAY. JOB _ PRE -31695 - Laundry SHEET NO. 23 OF 44 CALCULATED BY DJS DATE 10/112013 CHECKED BY DATE Sliding Connections Roof Pitch = 12.1'2. Wall Height = 8.5 ft. Roof member spacing = 16 ,in D.C. 3 Sec Gust Wind Speed = 120 'mph Wind Exposure = C Wind Exposure Adjustment Factor = 1.29 Load from wind on Wall End Zone Wall Horizontal Pressure = 25.7 psf MWFRS Figure 6-2 Zone A End Zone Wind Load = End Zone Wall Press x (Wall Height / 2) End Zone Wind Load = 109.2 ' plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind Exp Factor = 140.9 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 1154 Ib See pages 14 & 15 Length of Unit = 10 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load along sidewall in diaphragm chord = 1`15.4plf .......____._..... Req. Roof to E.Z. Wall Load = Max(adj. end zone wind load, Idiaphragm chord load) x roof mem. spacing = Req. Roof to E.Z. Wall Load = 187.9 Ib Roof to Wall Plate Connection Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6 Toe Nail Factor Ct, = 0.83 Allowable Lateral Capacity of Nails Z'=ZCDCtn= 109 Ib Required Roof to Wall Plate Connection 0.131 x 3" toenails. 10/15/13 Req'd Nail Nails Load Capacity Req'd 188 Ib 109 Ib cap 2 per framing member WARNING: 1T IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSI� Sliding Connections Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity Z = 82.0 lbs Load Duration Factor CD = 1-6 End -Grain Nail Factor Ct, = 0`.67 Allowable Lateral Capacity Z'=ZCDCe9= 87.9 Ib Top Plate to Studs & Bottom Plate to Studs Bottom Plate to Floor Assume Typical Connection made with JOB PRE -31695 - Laundry SHEET NO. 23A OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY 0.131" x 3.0" Nails in End -Grain. ANSI / AF&PA NDS DATE ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 188 Ib 88 Ib cap 3 per framing member 0.131" x 3.0"Nails Allowable Lateral Capacity of Nails Z'=ZCD= 82 Ib x 1.6 = 131 Ib LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Req'd Stud Req'd Load Spacing = Loads 188 Ib / 18 in oc 141 plf d Nail Req'd Req'd Capacity / Load = Spacing 131 Ib cap 141 plf 11 in O.C. ` 10/15/13 LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Laundry SHEET NO. 24 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: Simpson Strong -Tie H1 OA, Fastener: (9) 0.148' x 1 112" nails in truss and (9) 0.148" x 1 1/2 nails in plate Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 141 plf 24 in. 16 1n. s 4Y 7- J r.� 10/15/13 WARNING: IT IS A VIOLATION OF THE NY EDUCAIC DIRECTION OF A LICENSED PROFESSI N JOB PRE -31695 - Laundry SHEET NO. 25 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Sliding Connections (cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical Connection made with 0.131" x 3" toenails. Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z = 82 Ib Load Duration Factor CD = 1.6 Toe -Nail Factor Ct, = 0.83 Allowable Lateral Capacity of Nails in Single Shear Z'=ZCDC1= 109 'lb 1 st Story to Sill Plate Connection - line -2 ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI/ AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 v = Vfloor1 = 240 plf Ref. Sheet 14 & 15 Connection: 0.131" x 3" toenails. @ 5 " D.C. 1st Story to Sill Plate Connection - line_B v = Vfloor1 = 273 'plf Ref. Sheet 14`& 15 Connection: 0.131 "`x 3" toenails, @ 4 o.c. 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 26 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY Sliding Connections Cont'd Design Alternate 1 st Story to Sill Plate Connection DATE 10/15/13 1st Story to Sill Plate Connection - line 2 v = Vfloor1 = 240plf Connector: Simpson Strong -Tie LTP4 Fastener: (12) 0.131 in x 1 1 /2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 240 plf 28 in. 1 st Story to Sill Plate Connection - line_B v = Vfloor1 = 273' plf Connector: Simpson Strong -Tie LTP4 Fastener: (12) 0.131 in x 1 _1/2in nails Allowable Load= 575 Ib Req'd Sliding Req'd Load Spacing 273 plf 25 in. JOB PRE -31695 - Laundry SHEET NO. 27 OF 44 CALCULATED BY DJS DATE CHECKED BY DATE 10/1/2013 Anchor Bolt Spacing, OK Sliding Connections (cont'd Sill Plate to Foundation Connection - line -2 Connection: 1/2, " dia. Anchor Bolts @ 36 " D.C. Design Sill Plate to Foundation Connection Assume 1/2 " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Z/r = 680 Ib Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 ateral Capacity for Bolt in Single Shear Parallel to the Grain 10/15/13 AF&PA NDS Table 10.3.1 Z' = Z// CD = Vfloor1 = 240 plf Load at anchor bolt = Vfloor1 Load at anchor bolt = 240 plf CSI = Load at anchor bolt / Z' CSI = 721 Ib / 1088 Ib 1088 Ib Ref. Sheet 14 & 15 x Anchor Bolt Spacing x 36 " o.c. = 72.1 Ib 0.66 uneCK compression Perpendicular to the Grain 1 /8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf See page 4 and 150 plf See page 18 Uniform Uplift Load = 237 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 36 " o. c. Concentrated Uplift Load = 710 Ib Allowable Compression Stress Perpendicular to the Grain F,L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 Anchor Bolt (Assume 1/16" oversized hole) Area of Washer ^washer = 2 z -((r 6 4) (0.5 + 1/16)A2) _ 3 3/4 int Allowable Compression Load Perpendicular to the Grain P,L = FAL Awasher = 565 psi x 3.751_, Int = 2120 Ib CSI Uplift => CSI = Load at anchor bolt / P,Pem = 710 Ib / 2120 Ib = 0.33 Total CSI = CSI shear + CSI uplift = 0.66 + 0.33 = 1.00 OK ONILAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE VA ENGINFFR. TO ALTFR THIS ITEM IN ANY WAY. ); c }Y 10/15/13 AF&PA NDS Table 10.3.1 Z' = Z// CD = Vfloor1 = 240 plf Load at anchor bolt = Vfloor1 Load at anchor bolt = 240 plf CSI = Load at anchor bolt / Z' CSI = 721 Ib / 1088 Ib 1088 Ib Ref. Sheet 14 & 15 x Anchor Bolt Spacing x 36 " o.c. = 72.1 Ib 0.66 uneCK compression Perpendicular to the Grain 1 /8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf See page 4 and 150 plf See page 18 Uniform Uplift Load = 237 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 36 " o. c. Concentrated Uplift Load = 710 Ib Allowable Compression Stress Perpendicular to the Grain F,L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 Anchor Bolt (Assume 1/16" oversized hole) Area of Washer ^washer = 2 z -((r 6 4) (0.5 + 1/16)A2) _ 3 3/4 int Allowable Compression Load Perpendicular to the Grain P,L = FAL Awasher = 565 psi x 3.751_, Int = 2120 Ib CSI Uplift => CSI = Load at anchor bolt / P,Pem = 710 Ib / 2120 Ib = 0.33 Total CSI = CSI shear + CSI uplift = 0.66 + 0.33 = 1.00 OK ONILAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE VA ENGINFFR. TO ALTFR THIS ITEM IN ANY WAY. JOB PRE -31695 - Laundry SHEET NO. 27A OF 44 CALCULATED BY DJS DATE CHECKED BY DATE 10/1/2013 Anchor Bolt Spacing OK Slidina Connections (cont'd Sill Plate to Foundation Connection - line B Connection: W2 ,' " dia. Anchor Bolts @ 32 "' D.C. Design Sill Plate to Foundation Connection Assume 1/2 " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Z// = 680 Ib Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Lateral Capacity for Bolt in Single Shear Parallel to the Grain . `� t4 ° ° / AF&PA NDS Table 10.3.1 Z' = Z// CD = 1088 Ib r . ✓:, r t Vfloorl = 273 plf Ref. Sheet 14; & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 273 plf x 32 " D.C. _ 729 Ib r CSI = Load at anchor bolt / Z' CSI = 729 Ib / 1088 Ib 0.67 10/15/13 Check Compression Perpendicular to the Grain 1/8in thickmin. washer required' Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 pif See page 4 and 154 plf See page 18 Uniform Uplift Load = 237 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 32 " o.c. Concentrated Uplift Load = 631 Ib CSI Uplift => Allowable Compression Stress Perpendicular to the Grain FrL = 565 psi ANSI / AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.5 + 1/16)^2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain PSL = FAL Awasher = 565. psi x 3.751. in = 2120 Ib CSI = Load at anchor bolt / Prpera = 631 Ib / 2120 Ib = 0.30 Total CSI = CSI shear + CSI uplift = 0.67 + 0.30 = 0.97 OK JOB PRE -31695 - Laundry SHEET NO. 27B OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY Slidina Connections (cont'd DATE Anchor Bolt Spacing OK Sill Plate to Foundation Connection - line -2 Connection: 5/8 ' " dia. Anchor Bolts @ 44 " o.c. Design Sill Plate to Foundation Connection Assume 5/8- " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = Thickness of Sill Plate is Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Zji = Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD s x Jw f-ateral Capacity for Bolt in Single Shear Parallel to the Grain . AF&PA NDS Table 10.3.1 Z' = Z// CD = 10/15/13 Vfloorl = 240 plf Load at anchor bolt = Vfloorl Load at anchor bolt = 240' pif CSI = Load at anchor bolt / Z' CSI = 881 Ib / 1552 Ib 0:55 1:50' in. 970 Ib 1.6 1552 Ib Ref. Sheet 14 & 15 x Anchor Bolt Spacing x 44 " o.c. = 881 Ib = 0.57 unecK compression Perpendicular to the Grain 1/bin thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf See page 4 and 150 plf See page 18 Uniform Uplift Load = 237 pif Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 , plf x 44 " o.c. Concentrated Uplift Load = 868 Ib Allowable Compression Stress Perpendicular to the Grain F,L = 565 ,psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 5/8 Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.625 + 1/16)" = 3 5/8' int Allowable Compression Load Perpendicular to the Grain PSL = FAL Awasher = 565 psi x 3.629 in = 2050 Ib CSI Uplift => CSI = Load at anchor bolt / Pcperp = 868 Ib / 2050 Ib = 0.42 Total CSI = CSI shear + CSI uplift = 0.57 + 0.42 = 0.99 OK JOB PRE -31695 - Laundry SHEET NO. 27C OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Anchor Bolt Spacing OK Slidina Connections (cont'd Sill Plate to Foundation Connection - line_B Connection: 5/8 "" dia. Anchor Bolts @ 40 " o.c. Design Sill Plate to Foundation Connection Assume 5/8 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = Thickness of Sill Plate is = Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Zu = Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD y = e Lateral Capacity for Bolt in Single Shear Parallel to the Grain -. z ; ; ` •;,I / AF&PA NDS Table 10.3.1 Z' = Z/1 CD 10/15/13 Vfloor1 = 273 plf Load at anchor bolt = Vfloor1 Load at anchor bolt = 273 pif CSI = Load at anchor bolt ! Z' CSI = 911 Ib ! 1552 Ib -0.55' 1.50 ` in. 970 Ib 1.6 1552 Ib Ref. Sheet 14_&'15 x Anchor Bolt Spacing X 40 " D.C. = 911 Ib = 0.59 Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf Seepage 4 and 154 pif See page 18 Uniform Uplift Load = 237 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 40 " o.c. Concentrated Uplift Load = 789' Ib Allowable Compression Stress Perpendicular to the Grain F,: -L = 565 ,psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 5/8 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.625 + 1/16)^= 3 5/8' int Allowable Compression Load Perpendicular to the Grain Pel = Fel Awasher = 565 psi x 3.629 int = 2050 Ib CSI Uplift => CSI = Load at anchor bolt / Pcperp = 789 Ib / 2050 Ib = 0.38 Total CSI = CSI shear + CSI uplift = 0.59 + 0.38 = 0.97 OK WARNING: IT ISA VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESS], JOB PRE -31695 - Laundry SHEET NO. 28 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE jrT f 4 Sheathing Connections ly Roof Sheathing ; ` + Design Roof Sheathing Connection to Resist Suction Loads 9 9 3 Sec Gust Wind Speed = 120 mph 10/15/13 Suction Pressure from Wind - ASCE 7 Figure 6-3, Use 10psf minimum Wind Exposure = I C Wind Exposure Adjustment Factor = 1.29 C&C Pressures Interior Zone Zone 1 = 25.9 psf Perimeter Edge Zone Zone 2 = 30.3 psf Overhang Zone Zone 2 OH = 43.9'- psf Overhang Zone Zone 3 OH = 43.9 psf Wind Importance Factor= 1.00 „ 39 psf x 1.33 ft. = Wind Exposure = I C Wind Exposure Adjustment Factor = 1.29 Roof C&C Pressures Adjusted Interior Suction Pressure = 33.4 psf Zone 1 Adjusted Perimeter Suction Pressure = 39.1 psf Zone 2 Adjusted Overhang Suction Pressure = 56.6 psf Zone 2 OH Adjusted Overhang Suction Pressure = 56.6 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 13.75 ft. Z = 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft. Roof Framing Spacing = 16 in. o.c. LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Roof Framing Unit Suction Load from Wind Spacing in ft. 0. C. Interior Zone = 33 psf x 1.33' ft. = 45 "plf Perimeter Edge Zone = „ 39 psf x 1.33 ft. = 52_ ,pif Overhang Zone = 57 psf x 1.33 ft. = 76 pif LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Laundry SHEET NO. 29 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 45 plf Ref. Sheet Roof Sheathing: 7/16" OSB (Unblocked) Perimeter Edge Zone = 52 plf Fastening: 0.131"x2.5" nails at 6 " D.C. panel edge fastening and 12 " o.c. field faste Specific Gravity of Roof Framing G = 0.42 28 Diameter of Nails D = 0.131 in. Length of Nails L = 2.50 in. Thickness of Sheathing t = 0.438 in. Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W = 21 Ib / in. Load Duration Factor ANSI / AF&PA NDS 2.3.2 CD = 1.6 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W ' = W CD = 34- Ib / in. Length of Nail Penetration Lp = L - t = 2.063 in. Withdrawal Capacity per Nail W ' LP = 69 Ib Required Suction Load Capacity Required Fastening Interior Zone = 45 plf Ref. Sheet 28 Perimeter Edge Zone = 52 plf Ref. Sheet 28 Overhang Zone = 76 plf Ref. Sheet 28 Interior Zone = 12 o.c. Perimeter Edge Zone= 1 6 " D.C. Overhang Zone = 6 ° o.c. 10/15/13 WARNING: IT IS A VIOLATION OF THE I EDUCA NSED PROFESSI JOB SHEET NO. CALCULATED BY CHECKED BY Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V,00f = 3328 Ib B = 13:75 ft. vroof = 121 Of Shear Capacity for Diaphragm Assembly PRE -31695 - Laund 30 OF _ DJS DATE DATE Framing Species Specific Gravity G = 0.42 Roof Sheathing: 7/16" OSB(Unblocked)i. Fastening: 0.131"x2.5 nails at 6 " D.C. panel edge nailing and Tabulated Value = 211.6 -plf ................. 10/15/13 LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. 44 10/1/2013 12 " o.c. field nailing vs = 1.4' (Tab. Value) See Supplement Table 2C Footnote 1 296.2 plf > 121 plf OK --7 JOB PRE -31695 - Laundry SHEET NO. 31 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vfloor = 3279 Ib B = 13.75 ft. vfloor = 119 Of Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 0.148"x3" nails at 6 D.C. panel edge fastening and 12 " o.c. field fastening Tabulated Value = 262:2 Iplf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 = 367.1 plf > 119 plf OK' 10/15/13 WAKNINU: I I IS A VIULA I JUN OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSI F— JOB PRE -31695 - Lau SHEET NO. 32 OF A DJS DATE CHECKED BY DATE 3 10/15/13 WAKNINU: I I IS A VIULA I JUN OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSI F— JOB PRE -31695 - Lau SHEET NO. 32 OF CALCULATED BY DJS DATE CHECKED BY DATE 44 10/1/2013 Sheathing Connectionslc'''�; t Wall Sheathing fr i Design Wall Sheathing Connection to Resist Suction Loads'' 3 Sec Gust Wind Speed = 120 mph 10/15/13 Suction Pressure from Wind- ASCE 7 Figure 6-3 C&C Pressures Interior Zone (Zone 4) = 28.1 psf Edge Zone (Zone 5) = 34.7 psf Wind Importance Factor = 1.00 Wind Exposure = C Wind Exposure Adjustment Factor = 1.29 Adjusted Interior Suction Pressure = 36.2 psf Adjusted Perimeter Suction Pressure = 44:8 psf Perimeter Edge Zone Width Minimum Building Dimension = 13.75 ft. Z = 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft. Wall Framing Spacing = 16 in. c.c. Roof Unit Suction Load from Wind Framing Spacing in ft. 0. C. Interior Zone = 36 psf x 1.33 ft oc. = 48 plf Edge Zone = 45 psf x 1.33 ft oc. = 60 pif LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINFFR. TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Laundry SHEET NO, 33 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 1/16" OSB 48 pif 34 OF Fastening: 0.131"x2.5" nails at 6 " o.c. panel edge nailing and 12," o.c. field nailing Specific Gravity of Wall Framing G = 0.42 Diameter of Nails D = 0.131- in. Length of Nails L = 2.50 in. Thickness of Sheathing t = 0.438 in. Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W = 21 Ib / in. Load Duration Factor Interior Zone = 12 o.c. ANSI / AF&PA NDS 2.3.2 CD = 1.6 " O.C.tV� Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W ' = W CD = 34 Ib / in. Length of Nail Penetration LP = L - t_ = 2.063 in. Withdrawal Capacity per Nail W ' LP = 69 Ib Required Suction Load Capacity Interior Zone = 48 pif 34 OF Perimeter Edge Zone = 60 plf ° e o^ Required Fastening " t Interior Zone = 12 o.c. Perimeter Edge Zone = 6 " O.C.tV� V 10/15/13 O V/ JOB PRE -31695 - Laun SHEET NO. 34 OF CALCULATED BY DJS DATE CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required 10/15/13 44 10/1/2013 JOB PRE -31695 - Laundry SHEET NO. 35 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Overhang Connection Outlooker to Endwall Roof Pitch = 12:12 Roof Span = 6:875 ft. Roof Overhang Length = 1 ft. 3 Sec Gust Wind Speed = 1 120 mph Overhang Uplift Load = 56.63psf Zone 2 OH See page 28 Overhang Uplift Load = 56.63 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh = 75.51' lbs Tabulated Overhang Uplift Connection Load Zone 3oh =' 75.51 lbs Wind Exposure = I C Wind Exposure Adjustment Factor = 129 Adjusted Ridge Connection Load Zone 2 OH = 97 lbs Adjusted Ridge Connection Load Zone 3 OH = 97 lbs Connector: 0.131 "x3" Nails w/ 1.5 pen. Allowable Load = 50.4 Ib 10/15/13 Connectors Per Outlooker Req'd Zone 2 OH = 2 per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 2' per outrigger Truss Field Connections JOB PRE -31695 - Laundry SHEET NO. 36 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Reference attached truss print Required Field Joint Connections - Compression(Ib)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: P968101' Ridge Connection "5" 268' / 372 / 365 / 0 Use: 1 1'/4" x 12'"x 20. ga steel strap w/(7) 0:131 x2.5" nails each end & (4) 0.131 "x3.0" nails toed Lateral Value 0.131"x3.0" toe -nailed = 82 x 1.15 Cd x.83 Ctn x 4 nails = 312 lbs 10/15/13 Kneewall Connection "11&12" 259 / 474 / 0 / 0 Use: LTS12 of H8 JOB SHEET NO. CALCULATED BY CHECKED BY Roof is made with Trusses. No Rafters Connections Required PRE -31695 - Laund 37 OF _ DJS DATE DATE 10/15/13 44 10/l/2013 WARNING: IT IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSI, JOB PRE -31695 - Laundry SHEET NO. 38A OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary Note: 8d nails = 0.139"x 2.5", 10d nails = 0.948"x 3" & 16d nails = 0.939"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 39 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) Location Connection Wall Force Spacing Reference 7/16" OSB/PLY overlap floor rim joist 6" E :"v 1 st Story Wall line_B 237 plf 6 in D.C. Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 N Band Connection C Use 2 rows of fasteners along bottom edge of panel line -2 189 plf 6 in D.C. fj U 7/16" OSB/PLY overlap sill ? = 10/15/13 plate 1.5" Q line_B 237 plf 4 in o.c. Floor Band to Sill 0.131 in x 2-1/2in nails 1st Story Wall - line Sheet 7 Plate Connection -2 150 plf @ 6" o.c. panel edge & 12" Sheet 18 Use 1 row of fasteners along o.c. field nailing (exterior) bottom edge of panel 1 st Story Wall - line_B 7/16" OSB w/ 0.131 "x2.5" nails line -2 189 plf 6 in O.C. Note: 8d nails = 0.139"x 2.5", 10d nails = 0.948"x 3" & 16d nails = 0.939"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. 10/15/13 JOB PRE -31695 - Laundry SHEET NO. 39 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) Note: 8d nails = 0.131" x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. WARNING: 1T IS A VIOLATION OF THE NY EDUCAif IONJLAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSI ENGINEER. TO ALTER THIS ITEM IN ANY WAY. I Location Force Exterior Panel Interior Panel Reference E :"v wWN•M fj 10/15/13 L 1st Story Wall - line 7/16" OSB w/ 0.131"x2.5" nails -2 150 plf @ 6" o.c. panel edge & 12" Sheet 18 Perforated o.c. field nailing (exterior) 1 st Story Wall - line_B 7/16" OSB w/ 0.131 "x2.5" nails 154 plf @ 6" o.c. panel edge & 12" Sheet 18 Perforated o.c. field nailing (exterior) Note: 8d nails = 0.131" x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. WARNING: 1T IS A VIOLATION OF THE NY EDUCAif IONJLAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSI ENGINEER. TO ALTER THIS ITEM IN ANY WAY. I JOB PRE -31695 - Laundry SHEET NO. 40 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) Note: Comer Studs & Built up Column Studs to be fastened together w/ 2 rows staggered of n 131 "x3" Naiis at 8 in n r Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. On NA JOB PRE -31695 - Laundry SHEET NO. 41 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. All fasteners into sill nlate must be corrosion resistant. Location Force Connection Fasteners Required Reference 0.131" x 3" toenails. Roof to Wall Plate Connection 188 Ib 2 23 0.131" x 3.0" Nails in End - Top Plate to Studs & Bottom 188 Ib Grain. NA 23A Plate to Studs 3 per stud O 0.131" x 3.0" Nails Bottom Plate to Floor 141 pif NA 23A t ' Y O 3 � 1 c 0 1 � f 10/15/13 tU 0 O 1 st Story Module to Foundation - line 1/2 in min concrete cover and -2 - 1337 Ib Simpson Strong -Tie (30) 16d sinkers, locate 1.5in Sheet 21 STHD14RJ from corner 1st Story Module to 1 st Story to Sill Plate 240 plf Foundation - line -8 N/A Simpson Strong -Tie 1/2 in min concrete cover and Connection - line—2 1126 Ib (30) 16d sinkers, locate 1.5in Sheet 21 0.131"x 3" toenails. STHD1on from corner 1st Story to Sill Plate Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. On NA JOB PRE -31695 - Laundry SHEET NO. 41 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. All fasteners into sill nlate must be corrosion resistant. Note: 8d nails = 0.131 " x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131 " x 3.25" unless otherwise noted Location Force Connection Fasteners Required Reference 0.131" x 3" toenails. Roof to Wall Plate Connection 188 Ib 2 23 0.131" x 3.0" Nails in End - Top Plate to Studs & Bottom 188 Ib Grain. NA 23A Plate to Studs 3 per stud 0.131" x 3.0" Nails Bottom Plate to Floor 141 pif NA 23A 11 in o.c. ' Y 3 � 1 0 1 � f 0 10/15/13 0.131" x 3" toenails. 1 st Story to Sill Plate 240 plf @ 5 in OC N/A 25 Connection - line—2 0.131"x 3" toenails. 1st Story to Sill Plate 273 plf @ 4 in OC N/A 25 Connection - line—B Note: 8d nails = 0.131 " x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131 " x 3.25" unless otherwise noted JOB PRE -31695 - Laundry SHEET NO. 43 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Desian Summary (con'dl 8d nails = 0.131" x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ITE Location Force Sheathing Connection Reference MAIN ROOF: 121 plf 0.131"x2.5" nails at 6" o.c. panel edge nailing and 12" o.c. field Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet29 OVERHANGS: � Shear = t 6 in o.c. edge & field *' 0.131"x2.5" nails at Wall Sheathing 60 plf s 7/16" OSB 6" o.c. panel edge nailing and Sheet 33 CO Non Shear Wall Suction 12" o.c. field nailing 119If P 0.148"x3" nails at 6" o.c. panel Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12" o.c. Sheet 31 Shear field fastening Location Connection Reference U) C C ' 1 1/4" x 12" x 20 ga steel strap w/(7) 0.131 x2.5" nails each end & v Ridge Connection 5' (4) 0.131 "x3.0" nails toed Sheet 36 O c c O U j oo oo Kneewall Connection "11&12" LTS12 or H8 a y 7 H Location Force Connection Fastenkx --,� 10/15/13 N C. O V 0 (D Sill Plate to Foundation 240 If sliding P 9 2" square washer w/ 1/2" Anchor q @ 36 in OC Bolt (Assume 1/16" oversized hole) Sheet 27 C Connection - line -2 O U 237 plf uplift 1/8in thick min. washer required c O to V C 0Sill Plate to Foundation 273 plf sliding 2" square washer w/ 1/2" Anchor Bolt (Assume 1/16" oversized hole) @ 32 in OC Connection - fine-13fine-13and 27A 237 pif uplift 1/8in thick min. washer required 8d nails = 0.131" x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131" x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ITE JOB PRE -31695 - Laundry SHEET NO. 43A OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131"x3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. JOB SHEET NO. CALCULATED BY CHECKED BY Desian Summary (con'd) PRE -31695 - Laund 44 of _ DJS DATE DATE 44 10/1/2013 Location Force Connection Fasteners Required Reference 1 st Floor w/ 1.5" 0.131 "x3'pen C Outlooker to Endwall 97 plf Splices 1664 Ib pen. Sheet 35 v d Within 3.00 ft of Comer 2 per outrigger � s � C% 0.131 "x3" Nails w/ 1.5" Stagger 2 rows of p Outlooker to Endwall 97 plf Splices & @ 16 in ocS 0.131 x 3.0" Nails U d; 773 lb pen. -r Sheet 35 C Not 3.00 ft of Corner 2 per outrigger M i IJ4 t qv L 10/15/13 Location Force Connection Fasteners Required Reference 0 ^c Y CL O v i � r O 240 plf sliding 2" square washer w/ 5/8" Anchor @ 44 in OC Sill Plate to Foundation and Bolt (Assume 1/16" oversized hole) 27B Connection - line -2 , C 237 plf uplift 10/15/13 1/8in thick min. washer required Minimum Lumber Grade and Species is SPF #3 Unless Noted Otherwise O Minimum Splice Length is 6 ft O LL d t6 C 273 plf sliding 2" square washer w/ 5/8" Anchor @ 40 in OC Sill Plate to Foundation Bolt (Assume 1/16" oversized hole) 27C Q Connection - line_B and 237 plf uplift 1/8in thick min. washer required 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131"x3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. JOB SHEET NO. CALCULATED BY CHECKED BY Desian Summary (con'd) PRE -31695 - Laund 44 of _ DJS DATE DATE 44 10/1/2013 8d nails = 0.131" x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131 "x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. WARNING: IT IS A VIOLATION OF THE NY EDUCAIIIONJLAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OFA LICENSED PROFESSI�UJJNA ENGINEER. TO ALTER THIS ITEM IN ANYWAY. Location Force Connection Fasteners Required Reference 1 st Floor w/ 1.5" 0.131 "x3'pen C Outlooker to Endwall 97 plf Splices 1664 Ib pen. Sheet 35 v d Within 3.00 ft of Comer 2 per outrigger 1 st Floor 0.131 "x3" Nails w/ 1.5" Stagger 2 rows of p Outlooker to Endwall 97 plf Splices & @ 16 in ocS 0.131 x 3.0" Nails U 773 lb pen. Sheet 35 C Not 3.00 ft of Corner 2 per outrigger M t L O L 0 8d nails = 0.131" x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131 "x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. WARNING: IT IS A VIOLATION OF THE NY EDUCAIIIONJLAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OFA LICENSED PROFESSI�UJJNA ENGINEER. TO ALTER THIS ITEM IN ANYWAY. Location Force Member Sizes Splice Conn. If Req. Reference 1 st Floor Double 2x6 Top Plate - No Splices 1664 Ib Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate - With Stagger 2 rows of Splices & @ 16 in ocS 0.131 x 3.0" Nails 773 lb Sheet 19 Sidewalls L O i CL i � r , 10/15/13 Minimum Lumber Grade and Species is SPF #3 Unless Noted Otherwise Minimum Splice Length is 6 ft 8d nails = 0.131" x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131 "x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. WARNING: IT IS A VIOLATION OF THE NY EDUCAIIIONJLAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OFA LICENSED PROFESSI�UJJNA ENGINEER. TO ALTER THIS ITEM IN ANYWAY. David E. Billingsley, PE 217 East Main Street • Middleburg, PA 17842 Phone (570) 837-0577 • FAX (570) 837-0585 Design Criteria Location JOB SHEET NO. CALCULATED BY CHECKED BY _ PRE -31695 - Office I DJS OF 44 DATE 10/1/2013 DATE NY 120mph Exp C or less Building Description: Residential One Story s A Modular Wood Frame Construction Codes: 10/15/13 \- 2010 New York Residential_ Code 2005, NDS ASCE 7-05 Building Importance Category: II Seismic Criteria Seismic Design Category (SDC) B Short period design spectral response acceleration (SDS) 0.32 Seismic Importance Factor 1.00 Basic Wind Speed Vasd = Exposure = Wind Exposure Adjustment Factor = Wind Importance Factor Snow Load Ground Snow Load = Snow Importance Factor 4 120 mph (3 second gust) C 1.29' 1.00 1.0 35 psf 1.00 WARNING: IT IS A VIOLATION OF THE NY EDUCAK DIRECTION OF A LICENSE JOB SHEET NO. CALCULATED BY CHECKED BY Design Criteria Cont PRE -31695 - Office 2 OF 44 DJS DATE 10/1/2013 DATE Floor Diaphragm Aspect Ratio Length of side (L1)(house width) = 13.75 ft. Length of side (L2)(house length) = 14' ' ft. L2 & L1 = 1.0'_:1 < 3 :1 OK Max Mean Roof Height = 20 ft. Roof Framing Span (Horizontal Projection) = 6.875 ft. Roof Framing Spacing = 16 in. o. c. Roof Overhang Length = 1 ft. Roof Slope = 12 :12 d Roof Diaphragm Aspect Ratio Length of side (L1)(width) = 13.75 ft. Length of side (L2)(length) = 14 ft. 10/15/13 L2 & L1 = 1.0 :1 < 3 :1 OK Roof / Ceiling Assembly Dead Load = 15 psf Roof Framing Type = Truss Truss ID # P968101 Max Uplift at Marriage Wall = 0 lbs per truss Max Uplift at Sidewall Wall' = 391 lbs per truss NILAW ARTICLE 145 FOR ANY PERSUN, UNLtSJ UIVULK I Ht ad ENGINEER TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Office SHEET NO. 3 OF CALCULATED BY DJS DATE CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height = 8.5 ft. Wall Stud Specifications = 2x6 SPF #3 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 44 10/1/2013 1 st Story Shearwall Height = 8.5 ° ft. OSB - PLY GYP 1st Story Minimum Shearwall Length = H / 3.5 = 2.43 'ft. H / 1.5 = 5.67 ft. 1 st Story Wall Length Available for Full Height Sheathing Bline 1 7.42 ft. Lline_A 10.83 ft. Lline 13 5.13 ft. 1 st Story Maximum Unrestrained Opening Height Hline 1 66 in. Hline_A - -66 in. Hline B 84 in. 10/15/13 WARNING: IT IS A VIOLATION OF THE NY EDUCAi DIRECTION OF A LICENSED PROFESSI JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 4 OF _ DJS DATE DATE ASCE 7-05 44 10/1/2013 Uplift Connections Building Width = 13.75 ft. Roof Framing Spacing = 16 in. D.C. Roof / Ceiling Assembly Dead Load = 15 psf Roof Span = 6.875 -ft. Amount of load to be subtracted per Story = {[(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load) x 0.6 _ { [(6:88 ft / 2) x 10 psf] + 60 plf) x 0.6 57 pif Vertical Design Wind Pressures 3 Sec Gust Wind Speed = 120 mph End Zone Wind Uplift Pressure = 15.6 psf MWFRS Figure 6-2 Max of Zones E & F Int. Zone Wind Uplift Pressure = 13.4 psf MWFRS Figure 6-2 Max of Zones G & H Overhang Wind Uplift Pressure = 15.6 psf MWFRS Figure 6-2 Max of Zones Eoh, Goh, E,F,G&H Wind Exposure Category = C Wind Exposure Adjustment Factor = 1.29 Wind Importance Factor 1.00 10/15/13 Adjusted Uplift Pressures Adjusted End Zone Wind Uplift Pressure = 20.12 psf Adjusted Int. Zone Wind Uplift Pressure = 17.29 psf Adjusted Overhang Wind Uplift Pressure = 20.12 psf Roof to 1 st Story Wall Connection Load = 293 pif i> 1 st Story Wall to Foundation Connection Load 293 plf 57 pif = 237 pif JOB SHEET NO. _ CALCULATED BY CHECKED BY PRE -31695 - Office 5 OF DJS DATE DATE Uplift Connections (cont'd) Note: All uplift load on roof resisted at sidewalls Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. 10/15/13 Truss to Stud 44 10/112013 Connector: Simpson Strong -Tie MTS18 Fastener: (6) 0.148inx1.5in nails in truss and (6) 0.148inx1:5in nails in wall stud Allowable Load 737 Ib Connector Nails Total Connector Req'd Uplift in. to ft. Req'd Provided Capacity Load conversion Spacing Spacing 737 lbs / 293 plf x 1 fi: / 12 in - 30 in. 16 in. WARNING: IT IS A VIOLATION OF THE NY EDUCA DIRECTION OF A LICENSED PROFESSI JOB PRE -31695 - Office SHEET NO. 6 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Uplift Connections (cont'd) 1 st Story Wall Stud to Floor Band Connection Connector: 7/16" OSB/PLY overlap floor rim joist 6" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value = 96 lbs per fastener Use 2 rows of fasteners along bottom edge of panel - stagger spacing between rows Req'd Uplift Required Load Spacing line_A 237 plf -6 in. D.C. line_B 382 plf 6 in. o.c. line 1 402 - plf 5 in. D.C. xx ^? • k 4s 7; a f "'pJjd 10/15/13 N LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE a ENGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 Office 7 OF 44 DJs DATE 10/1/2013 DATE Uplift Connections (cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1st Story Module to Sill Plate Connection made with Connector: 7/16" OSBIPLY'overlap ;sill plate 1.5" Fastener: 0.131 in x 2-1 /2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value = 96 lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_A 237 plf 4 in. o.c. line_B 382 plf 3 in. o.c. line—1 402 plf 2 in. o.c. i V t� u I,= 10/15/13 WAKNIIN(j: I 1 IS A VIULA I IUN OF THE NY EDUCA IC DIRECTION OF A LICENSED PROFESSI N, JOB SHEET NO. CALCULATED BY CHECKED BY Single Shear Staple Capacity w/ min. 1" penetration PRE -31695 - Office M DJS OF 44 DATE 10/1/2013 DATE Per Section 11.1.7 of 2005 NDS Is Zis = D X IS x Fes X CD = 86.2 Ib Rd II Zii = k, x D x IS x Fes X CD = 54.5 Ib Rd Illm Z111m = k2 x D X Im x Fem X CD = 56.3' Ib (I +2R.) x Rd IIIc Zeis = k3 x D x IS x Fem X CD = 33.6' Ib (2+Re) x Rd IV Z1v= p2 x 2 x Fem x Fyb (1/2) = 20:2 Ib Rd 3 x (1 + Re) Notes: K, _ [Re + (2Re2 X (1+Rt+Rt2)) + (Rt2 x Re3)](12) - [Re X (1+R)] (1 +Re) K2 = -1 +(2 x +(1+R.))+ 2Fyb x (1+2Re) x D2 (U2) 3Fem x Im2 W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE IGINEER, TO ALTER THIS ITEM IN ANY WAY. 112) 10/15/13 Minimum Shear, Zmin = 20;2 lb = 0.6 0.9 1.4 "Other Dowel -Type Fasteners" D = 0.063 in Diameter is = 0.438 in Side member thickness Fyb = 1 E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term - See Table 11.3.1 B Ss = OSB/PLY Side member species Re = 0.779 = Fem / Fes Ms = SPF Main member species Rt = 2.286 = Im / IS SG = 16' Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor IS = 0.438 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 4300 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear Zstaple = 40.4 lbs Im Zjm = D X Im x Fem X CD = 153.5 Ib Rd Is Zis = D X IS x Fes X CD = 86.2 Ib Rd II Zii = k, x D x IS x Fes X CD = 54.5 Ib Rd Illm Z111m = k2 x D X Im x Fem X CD = 56.3' Ib (I +2R.) x Rd IIIc Zeis = k3 x D x IS x Fem X CD = 33.6' Ib (2+Re) x Rd IV Z1v= p2 x 2 x Fem x Fyb (1/2) = 20:2 Ib Rd 3 x (1 + Re) Notes: K, _ [Re + (2Re2 X (1+Rt+Rt2)) + (Rt2 x Re3)](12) - [Re X (1+R)] (1 +Re) K2 = -1 +(2 x +(1+R.))+ 2Fyb x (1+2Re) x D2 (U2) 3Fem x Im2 W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE IGINEER, TO ALTER THIS ITEM IN ANY WAY. 112) 10/15/13 Minimum Shear, Zmin = 20;2 lb = 0.6 0.9 1.4 JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 8A DJS OF 44 DATE 10/1/2013 DATE IS Zis = D X IS x Fes X CD = 102.0 Ib Rd Per Section 11. 1.7 of 2005 NDS Single Shear Staple Capacity w/ Metal Side Member w/ min. 1" penetration Rd 11Im Z111m = k2 x D X Im X Fem X CD = 66.7 Ib "Other Dowel -Type Fasteners" D = 0.063 in Diameter is = 0.036 in Side member thickness F,, = 1 E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term - See Table 11.3.1 B Ss = 20GA Steel'' Side member species Re = 0.054 = Fem / Fes Ms = SPF Main member species R, = 27.78 = Im / IS SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor IS = 0.036 in side member dowel bearing length Fem = 3350 psi main member dowel bearing strength Fes = 61850 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear Zstaple = -52.5- lbs Im Zim = D x Im x Fem X CD - 153.5"' Ib Rd IS Zis = D X IS x Fes X CD = 102.0 Ib Rd II Zii = k, x D x IS x Fes X CD = 628 lb Rd 11Im Z111m = k2 x D X Im X Fem X CD = 66.7 Ib (1 +2R.) x Rd IIIc Zeis = k3 X D X Is x Fem x CD = 31.8 Ib (2+Re) x Rd IV Ziv= D2 x F 2 x Fem x Fyb (1/2) = 26.3=, - Ib Rd 3 x (1 + Re) Notes: Ki = [Re + (2Re2 x (1+Rt+Rt)) + (Rt2x R.3)1'1 12) [Re x (1+R)j (1 +Re) K2 = -1 + (2 x (1+R.))+ 2F x (1+2Re) x D2 (1/2) 3Fem x Im2 K3 = -1 + (2 x (1+Re)) + 2F x (2+Re) x D (1/2) Re 3Fem x Ise 10/15/13 Minimum Shear, Zmin = 26.3 Ib 0.6 0.5 = 11:8 WARNING: IT IS A VIOLATION OF THE NY EDUCAIC DIRECTION OF A LICENSED PROFESSI N JOB PRE -31695 - Office SHEET NO. 9 OF CALCULATED BY DJS DATE CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598in 44 10/1/2013 Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 in Thickness of fastener= 0.1310': in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 1768 Ib 0.131 "x2.5' Nail Capacity Shear Z = 83 Ib NDS Table 11 P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 132.8 ' lb Required Quantity of Fasteners to achieve max capacity of strap = QTY = 14 nails each end of each strap NILAW ARTICLE 145 FOR ANY PERSON, UN �,ul ENGINEER TO ALTER THIS ITEM IN ANY 10/15/13 SS UNDER THE AY. (1 10/15/13 SS UNDER THE AY. JOB PRE -31695 - Office SHEET NO. 9A OF CALCULATED BY DJS DATE _ CHECKED BY DATE 2DGA Strap Capacity Thickness of Strap = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 125 in Thickness of fastener = 0.1310- in 44 10/1/2013 Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap= 867.7 _ Ib 0.131 "x2.5" Nail Capacity Shear Z = 81 Ib NDS Table 11 P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity = 129.6 Ib p Required Quantity of Fasteners to achieve max capacity of strap = g QTY = 7 nails each end of each strap 10/15/13 RNING: IT IS A VIOLATION No Matewall Uplift Connections Required 10/15/13 DUCAION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE )FESSI NAL ENGINEER TO ALTER THIS ITEM IN ANY WAY. JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 10 OF _ DJS DATE DATE 44 10/1/2013 JOB SHEET NO. CALCULATED BY CHECKED BY No Matewall Uplift Connections Required ` j, L r II } A 10/15/13 PRE -31695 - Office 11 OF 44 DJS DATE 10/1/2013 DATE WARNING: IT IS A VIOLATION OF THE NY EDUCATjIC DIRECTION OF A LICENSED PROFESSI N, JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 12 OF 44 DJS DATE 10/1/2013 DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF #3 Nominal Tensile Stress Ft = 250 psi ANSI / AF&PA NDS Table 4A Load Duration Factor CD = 1.6 ANSI / AF&PA NDS Table 2.3.2 Size Factor CF = 1.3' ANSI / AF&PA NDS Table 4A Allowable Tensile Stress Ft' = Ft CD CF = 5210 psi ANSI / AF&PA NDS Table 4.3.1 Net Area of Stud A = 825 int Allowable Tensile Load Pt = Ft A = 4290 Ib > 391 Ib OK �x tf 5 10/15/13 LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Shear Connect 10/15/13 JOB PRE -31695 - Office 25.7 JOB PRE -31695 - Office SHEET NO. 13 OF 44 End Zone Roof Horizontal Pressure = SHEET NO. 14 OF 44 CALCULATED BY DJS DATE 10/1/2013 MWFRS Figure 6-2 Zone B CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE psf CHECKED BY DATE Roof Pitch = 12:12 Roof Height = 7.875 ft Roof Span = 6.875' ft. 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Wind Exposure Adjustment Factor = 1.29 Max Wall Height = 8.5' 'ft Wind Importance Factor = 1.00 End Zone Length = 6.00 'ft Building Length = 14 ft Floor/Ceiling Depth = 1 ft Horizontal Design Wind Pressures (Enter 10psf as minimum value or if value is less than zero) End Zone Wall Horizontal Pressure = 25.7 psf MWFRS Figure 6-2 Zone A End Zone Roof Horizontal Pressure = 17.6 psf MWFRS Figure 6-2 Zone B Int. Zone Wall Horizontal Pressure = 20.4 psf MWFRS Figure 6-2 Zone C Int. Zone Roof Horizontal Pressure = 14 psf MWFRS Figure 6-2 Zone D Average Wall Horizontal Pressure = 24.94 " psf (Wall End Zone Press x 2 x End Zone Length ) + [Wall Int. Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Average Roof Horizontal Pressure = 17,09 psf (Roof End Zone Press x 2 x End Zone Length ) + [Roof Int Zone Press x (Building Length - (2 x End Zone Length) ] Building Length Perpendicular to Ridge Roof Diaphragm Load = 240.6 plf (Ave. Roof Hor. Press. x Roof Height) + (Ave. Wall Hor. Press. x Wall Height / 2) Adjusted Roof Diaphragm Load = 310 plf Multiplied by Wind Exp. Factor & Imp. Factor Floor Diaphragm Load = 237 plf = [Ave. Wall Hor. Press. x (Wall Height+Floor/Ceiling Depth)] Adjusted Floor Diaphragm Load = 306plf Multiplied by Wind Exp. Factor & Imp. Factor Parallel to Ridge Roof Diaphragm Load = 173.3 plf = (Ave. Roof Hor. Press. x Roof Height/2) + (Ave. Wall Hor. Press. x Wall Height / 2) Adjusted Roof Diaphragm Load = 224 .; plf Multiplied by Wind Exp. Factor & Imp. Factor Floor Diaphragm Load = 237 plf = Same as Perp to Ridge Floor Diaphragm Load Adjusted Floor Diaphragm Load = 306 plf Multiplied by Wind Exp. Factor & Imp. Factor Shear Connections -Wind (cont'd) Reference Sheet 13 for wroof & wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge wroof = 310 plf wfloor = -306 plf L = 14 ft. Vroof = wroof x L = 4344 ,:lb Vfloor = wfloor x L = 4279 lb Shear Tranfer Connection Capacity Requirements vroof = Vroof / 2 / B = 158 plf vfloorl = Vroof + Vfloorl / 2 / B = 314 plf 10/15/13 WARNING: IT IS A VIOLATION OF THE NY EDUCAI�ION1LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIddNAJJ ENGINEER. TO ALTER THIS ITEM IN ANY WAY. Wind Parallel to Ridge wroof = 224 plf wfloor = 306 plf B='13.75'ft. Vroof - wroof x B = 2152 Ib Vfloor = wfloor x B = 2942 , Ib vroof = Vroof / 2 / L = 77 plf vfloorl = Vroof + Vfloor / 2 / L = 182 plf 10/1 Shear Connections - Seismic (cont'd) Total Shear Capacity Requirements - Seismic Seismic Design Category = JOB SHEET NO. CALCULATED BY CHECKED BY B PRE -31695 - Office 15 DJS ASCE 7-05 OF 44 DATE 10/1/2013 DATE Vertical Distribution, Fx: Section 12.14.8.2 Fx = wx x V Wtota Fx.roof = _ 152 Ib Fx.floorl = 451 Ib Diaphragm Unit Shear Capacity Requirements B= 13.75 ft. L= 14 ft. Perpendicular to Ridge vroof = Fx. roof / 2 / B = 6 plf 1st floor down from roof vfloorl = Fx.floorl / 2 / B = 16 plf Floor Diaphragm Load = 451 Ib Wind Parallel to Ridge vroof = Fx.roof / 2 / L = 5 plf vfloorl = Fx.floorl / 2 / L = 16 Of On VA JOB SHEET NO. CALCULATED BY CHECKED BY Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements PRE -31695 - Office 16 of _ DJS DATE DATE Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 1 7.42 ft. %line 1= 54 44 10/1/2013 Shearwall Unit Shear Capacity Vwall line -1 = Vroof / 2 Bline 1 Vwall line—I= 0 0 0 4344 Ib / (2 x 7.42ft.) Vwall line -1 = 293 pif Wind Controls Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A 10,83 ft. %line F> 77 Lline B 5.13 ft. %line E 37' Shearwall Unit Shear Capacity Vwall line—A = Vroof / 2 Bline A Vwall line_A = 0 0 0 2152 Ib / (2 x 10.83 ft.) Vwall line—A = 99 plf Wind Controls Vwall line—13 = Vroof / 2 Bline B Vwall line_B = 0 0 0 2,152 Ib / (2 x 5.163 ft.) Vwall line_B = 210. plf Wind Controls IN,, r'. + _ .z✓ It 3 10/15/13 Weights: Factors: Wroof = 3080 Ib R = 6.5 Table 12.14-1 Wswall = 1680 lb Fa = 1.4 Section 12.14.8.1 Wewall = 1650 Ib F = 1 Section 12.14.8.1 Wgable = 825 Ib SDS = 0.32 Secction 11.4.1 -�= Wfloor = 1925 Ib 1 = 1.00 Seismic Importance Factor Wtotai = 9160 Ib i 'F Seismic Base Shear, V: Section 12.14.8.1 Ct V= F x SDs x Wtotal x I= 451 Ib Vertical Distribution, Fx: Section 12.14.8.2 Fx = wx x V Wtota Fx.roof = _ 152 Ib Fx.floorl = 451 Ib Diaphragm Unit Shear Capacity Requirements B= 13.75 ft. L= 14 ft. Perpendicular to Ridge vroof = Fx. roof / 2 / B = 6 plf 1st floor down from roof vfloorl = Fx.floorl / 2 / B = 16 plf Floor Diaphragm Load = 451 Ib Wind Parallel to Ridge vroof = Fx.roof / 2 / L = 5 plf vfloorl = Fx.floorl / 2 / L = 16 Of On VA JOB SHEET NO. CALCULATED BY CHECKED BY Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements PRE -31695 - Office 16 of _ DJS DATE DATE Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 1 7.42 ft. %line 1= 54 44 10/1/2013 Shearwall Unit Shear Capacity Vwall line -1 = Vroof / 2 Bline 1 Vwall line—I= 0 0 0 4344 Ib / (2 x 7.42ft.) Vwall line -1 = 293 pif Wind Controls Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A 10,83 ft. %line F> 77 Lline B 5.13 ft. %line E 37' Shearwall Unit Shear Capacity Vwall line—A = Vroof / 2 Bline A Vwall line_A = 0 0 0 2152 Ib / (2 x 10.83 ft.) Vwall line—A = 99 plf Wind Controls Vwall line—13 = Vroof / 2 Bline B Vwall line_B = 0 0 0 2,152 Ib / (2 x 5.163 ft.) Vwall line_B = 210. plf Wind Controls IN,, r'. + _ .z✓ It 3 10/15/13 JOB SHEET NO. CALCULATED BY CHECKED BY Shear Connections (cont'd) Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge °/aline 1 54 PRE -31695 - Office 17 OF 44 DJS DATE 10/1/2013 DATE g n� 10/15/13 Wind Parallel to Ridge %line F 77 _ %line E 37 Maximum Unrestrained Opening Height 1 st Story Wall Height - 9, ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 66- in. Hline A 66 ' in. Hline B 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline_1: 0.73 Fline_A 0.84' Fline B 0.55 On VA JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 18 OF 44 DJS DATE 10/1/2013 DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0.42 1 st Story Wall - line 1 PERFORATED 7/16" OSB w/ 0.131"x2.5" nails @ 4" o.c. panel edge & 12" D.C. field nailing (exterior) Tabulated Value = 349 plf vs = 1.40 (Tab. Value) = 488 plf Vs = 0 plf Shear Capacity of Shearwall Assembly vs = 488 Of + 0 plf = 488 plf > 293 plf OK t m i W 10/15/13 1 st Story Wall - line_A PERFORATED' 7/16" OSB w/ 0.131"x2.5" nails @ 6" o.c. panel edge & 12 o.c. field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334 plf Vs = 0 plf Shear Capacity of Shearwall Assembly Vs = 334 plf + 0 plf = 334_ Of > 99 plf OK 1st Story Wall - line _B PERFORATED 7/16" OSB w/ 0,131 "x2.5" nails @ 4" o.c. panel edge & 12" D.C. field nailing (exterior) Tabulated Value = 349 plf vs = 1.40 (Tab. Value) = 488 plf vs = 0 plf Shear Capacity of Shearwall Assembly vs = 488 plf + 0 Of = 488 plf > 210 plf OK W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE JGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 19 OF _ DJS DATE DATE 44 10/1/2013 Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force - Tensile strength controls vs. compressive 2x6 - SPF #3 Sample Calculation Nominal Tensile Stress Ft = 250 psi ANSI / AF&PA NDS Table 4A Load Duration Factor CD = 1.6 ANSI / AF&PA NDS Table 2.3.2 Size Factor CF = 1:5- ANSI / AF&PA NDS Table 4A Allowable Tensile Stress Fi = Ft CD CF = 600 , psi ANSI / AF&PA NDS Table 4.3.1 Net Area of Stud A = 825 int Allowable Tensile Load Double 2x4 - With Splices P; = F; A = 3150 Ib Double 2x4 - No Splices 6300 ` Ib Double 2x6 -With Splices Pt' = Ft' A = 4290 ` Ib Double 2x6 - No Splices 8580 Ib Double 2x10 - With Splices Pt' = Ft' A = 5550 Ib Double 2x10 - No Splices 11100 Ib Z= 131.2 Ib 0.131 " x 3.0" Nails Minimum splice lap where splices are allowed = 6 ft 1 st Floor Endwalis T= 2172 Ib Double 2x6 Top Plate - No Splices Sidewalls T= 720.8 Ib Double 2x6 Top Plate - With Splices & Stagger 2 rows of 0.131" x 3.0" Nails @ 16 - in D.C. � A x3 10/15/13 JOB SHEET NO. CALCULATED BY CHECKED BY Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v = vs x Perforated Shearwall Capacity Adjustment Factor 1 st Story Wall 1 st Story Wall Height - 9 ft. PRE -31695 - Office 20 OF _ DJS DATE DATE 44 10/1/2013 Shear Perpendicular to Ridge vline_1; 488 plf x 0.73 = 355 plf > 293 plf OK Shear Parallel to Ridge vline_A 334' plf x 0.84 = 281 plf > 99 plf OK vline B 488 plf x 0.55 = 268 plf > 210 plf OK Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind 10/15/13 JOB PRE -31695 - Office SHEET NO. 21 OF CALCULATED BY DJS DATE CHECKED BY DATE Reference Page 22 for Stud Overturninq Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (1-1)(house width) = 13.75 ft. Length of side (1-2)(house length) = : 14 ft. 44 10/112013 Dead Load Resistance to Overturning - Iine_1 10/15/13 Dead Load = 65 plf Dead Load ' (Length to Overturning @ Pivot Point/ 2 ) = 446.9 lbs ' 0.60 = 268 Return Wall Dead Load = 150 ` 0.60 = 0 Dead Load Resistance to Overturning - line_A & line_B Dead Load = 150 plf Dead Load * (Length to Overturning @ Pivot Point/ 2) = 1050 lbs ' 0.60 = 630_ Return Wall Dead Load = 65 * 0.60 = 0 Required Holddown Capacity T= v x h Segemented T= v x h/Co Perforated 1 st Story Module to Foundation - line_1 PERFORAT, ED Wind Controls T 293 plf x 8.5 ft. / 0.728 = 3419 Ib + Ib - 268 lbs DIL = Connector: Simpson Strong -Tie STHD14RJ Fastener:. w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 3151 Ib I1st Story Module to Foundation - line_A PERFORATED Wind Controls T = 99 plf x 8.5 ft. / 0..843 = 1002Ib + Ib - 630 lbs DL = 372 Ib Connector: 'Simpson Strong -Tie STHDI4RJ Fastener: w/ ,1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner - Allowable Load 5345 lb ,1st Story Module to Foundation - line_B PERFORATED Wind Controls T= 210 plf x 8.5 ft. / 0.55 = 3245 Ib + Ib - 630 lbs DL = 2615 Ib p Connector - Simpson Strong -Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib JOB SHEET NO. PRE -31695 - Office 22 OF CALCULATED BY DJS DATE CHECKED BY DATE Overturninq Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads - Sample Calculation (1) 2x6 SPF #3 Nominal Tensile Stress Ft = 250 psi Load Duration Factor CD = 1.6 Size Factor CF = 1.0 Allowable Tensile Stress Ft = Ft Co CF = 400 psi Net Area of Studs A = 8.25 int Allowable Tensile Load Pt' = Ft A = 3300 Ib Built up Column Fastening Requirement Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50 in. Lateral Capacity Z = 82 lbs Load Duration Factor CD = 1.6 Allowable Lateral Capacity Z'=ZCD= 131 Ib Required Spacing for two rows staggered = (Capacity x # of rows) / (Stud Cap ( 131 Ib x 2 ) / ( 3300 Ib 8 ;in D.C. N LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE 4 ENGINEER TO ALTER THIS ITEM IN ANY WAY. 44 10/1/2013 10/15/13 0.131 " x 3.0" Nails Stud Height = 9 ft ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 / Stud Height) x (ft to in conversion) / 9 ft ) x ( 12 in / 1 ft )= JOB SHEET NO. CALCULATED BY - CHECKED BY Slidina Connections PRE -31695 - Office 23 of 44 DJS DATE 10/1/2013 DATE Roof Pitch = 12:12 Wall Height = 8.:5 ft. Roof member spacing = 16 in o.c. 3 Sec Gust Wind Speed = 120 mph Wind Exposure = C Wind Exposure Adjustment Factor = 1.29 Load from wind on Wall End Zone Wall Horizontal Pressure = 25.7 psf MWFRS Figure 6-2 Zone A End Zone Wind Load = End Zone Wall Press x (Wall Height / 2) End Zone Wind Load = 1`09.2 plf Adjusted End Zone Wind Load = End Zone Wind Load x Wind Exp Factor = 140.9 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 1076 Ib See pages 14 & 15 Length of Unit = 14 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load along sidewall in diaphragm chord = 76.84 plf Req. Roof to E.Z. Wall Load = Max(adj. end zone wind load, Idiaphragm chord load) x roof mem. spacing = Req. Roof to E.Z. Wall Load = 187.9- Ib Roof to Wall Plate Connection Assume Typical Connection made with Specific Gravity of Member G = 0.42', Thickness of Member is = 1.50 in. Lateral Capacity of Nails Z = 82 lbs Load Duration Factor CD = 1.6;, Toe Nail Factor Ct" = 0.83 Allowable Lateral Capacity of Nails Z'=ZCDCtn= 109Ib Required Roof to Wall Plate Connection 0.131" x 3" toenails. 10/15/13 Req'd Nail Nails Load Capacity Req'd 188 Ib 109 Ib cap 2 per framing member or VA JOB SHEET NO. CALCULATED BY CHECKED BY Sliding Connections PRE -31695 - Office 23A OF DJS DATE DATE Assume Typical Connection made with 0.131" x 3.0" Nails in End -Grain: Specific Gravity of Member G = 0.42 Thickness of Member is = 1.50_ in. Lateral Capacity Z = 82.0 " lbs ANSI / AF&PA NDS Load Duration Factor 44 10/1/2013 CD = 1.6 ANSI / AF&PA NDS Table 2.3.2 End -Grain Nail Factor Ct, = 0.67 ANSI / AF&PA NDS 11.5.4.2 Allowable Lateral Capacity Z' = Z CD Ceg = 87.9 Ib ANSI / AF&PA NDS Table 10.3.1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail Nails Load Capacity Req'd 188 Ib 88 Ib cap 3 per framing member Bottom Plate to Floor Assume Typical Connection made with Allowable Lateral Capacity of Nails Z'=ZCD= 82 Ib x Req'd Stud Load Spacing 188. -' Ib / 16 in oc Nail Req'd Capacity / Load 131 Ib cap 141 ,' pif W ARTICLE 145 FOR ANY PtKSUN, UNLtn UNUtK I t1t JGINEER, TO ALTER THIS ITENI IN ANY WAY. 0.131" x 3.0" Nails JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 24 OF _ DJS DATE DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: Simpson Strong -Tie H1 OA Fastener: (9) 0.148" x 1 1/2" nails in truss and (9)_0.148" x 1 1/2" nails in plate Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 141 plf 24 in. 16 in. Tj bl- 4. r P q 3x :t 10/15/13 44 10/1/2013 n a JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 25 OF _ DJS DATE DATE Sliding Connections (cont'd) Design 1 st Story Module to Sill Plate Connection. Assume Typical Connection made with -' 0.131" x 3" toenails. f ` f' Specific Gravity of Member G = 0.42 Thickness of Member 10/15/13 is = 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z = 82 Ib ANSI / AF&PA NDS Table 11 N Load Duration Factor CD = 1.6 ANSI / AF&PA NDS Table 2.3.2 Toe -Nail Factor Ct" = 0.83 ANSI / AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 ib ANSI / AF&PA NDS Table 10.3.1 1 st Story to Sill Plate Connection - line -1 v = Vfloor1 = 314 Of Ref. Sheet 14 & 15` Connection: 0.131" x 3" toenails. @ 4 " D.C. 1 st Story to Sill Plate Connection - line_A & line_B v = Vfloor1 = 182 plf Ref. Sheet 14 & 15 Connection: 0.131" x 3" toenails. @ 6 " o. c. 44 10/1/2013 JOB SHEET NO. CALCULATED BY CHECKED BY Sliding Connections Cont'd Design Alternate 1 st Story to Sill Plate Connection PRE -31695 - Office 26 OF _ DJS DATE DATE 10/15/13 1 st Story to Sill Plate Connection - line 1 v = Vfloorl = 314 Of Connector: Simpson Strong -Tie LTP4 Fastener: (12) 0.131 in x 1 1 /2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 314 plf 22 in. 1 st Story to Sill Plate Connection - line _A & line_B v = Vfloorl = - 182 plf Connector: Simpson Strong -Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 182 plf 37 in. 44 10/1/2013 JOB PRE -31695 - Office SHEET NO. 27 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line -1 Connection: 1/2 " dia. Anchor Bolts @ 28''' " o. c. Design Sill Plate to Foundation Connection Assume 1/2 " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = Thickness of Sill Plate is = Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Z11 _ Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = Lateral Capacity for Bolt in Single Shear Parallel to the Grain ,a e / AF&PA NDS Table 10.3.1 Z' = Z// CD = 0.55 1.50 in. 680 lb 1.6, 1088 Ib Vfloorl = 314 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 314 plf x 28 " D.C. = 732 Ib CSI = Load at anchor bolt / Z' CSI = 732 Ib / 1088 Ib = 0.67 Check Compression Perpendicular to the Grain 1 /Bin thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf See page 4 and 293 plf See page 18 Uniform Uplift Load = 293 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 293' plf x 28 " o.c. Concentrated Uplift Load = 683 lb Allowable Compression Stress Perpendicular to the Grain F,_L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1'/2 Anchor Bolt (Assume 1/16" oversized hole) Area of Washer ^washer = 2 z -((Tr / 4) (0.5 + 1/16)^2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain P,l = Fel Awasher = 565 psi x 3.751, in = 2120 Ib CSI Uplift => CSI = Load at anchor bolt / P,Pefa = 683 Ib / 2120 Ib = 0,32 Total CSI = CSI shear + CSI uplift = 0.67 + 0.32 = 0.99 OK ON LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE. NAI ENGINEER, TO ALTER THIS ITEM IN ANY WAY, JOB SHEET NO. _ CALCULATED BY CHECKED BY PRE -31695 - Office 27A OF _ DJS DATE _ DATE 44 1011/2013 Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line—A Connection: 1/2 " dia. Anchor Bolts @ 42 o.c. Design Sill Plate to Foundation Connection Assume 1/2 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = Thickness of Sill Plate is Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Zu = Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 Co = _ateral Capacity for Bolt in Single Shear Parallel to the Grain AF&PA NDS Table 10.3.1 Z' = Z„ CD = 10/15/13 0.55 1.50 in. 680 Ib 1.6 1088 Ib Vfloorl = 182 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 182 plf X 42 " o.c. = 637 Ib CSI = Load at anchor bolt / Z' CSI = 637 Ib / 1088 Ib 0.59 Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 pif See page 4 and 99 plf See page 18 Uniform Uplift Load = 237 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 pif x 42 " D.C. Concentrated Uplift Load = 828 Ib Allowable Compression Stress Perpendicular to the Grain Fc -L = 565 '' psi ANSI / AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.5 + 1/16)^2) _ 33/4 in Allowable Compression Load Perpendicular to the Grain Pel = Fel Awasher = 565 psi X 3.751 in = 2120 Ib CSI Uplift => CSI = Load at anchor bolt / P�pem = 828 Ib / 2120Ib = 0.39 Total CSI = CSI shear + CSI uplift = 0.59 + 0.39 = 0.98 OK E JOB SHEET NO. CALCULATED BY CHECKED BY Slidina Connections (cont'd PRE -31695 - Office 27B OF _ DJS DATE DATE 44 10/1/2013 Anchor Bolt Spacing OK Sill Plate to Foundation Connection - line_B Connection: 1/2 " dia. Anchor Bolts @ 42 " o.c. Design Sill Plate to Foundation Connection Assume 1/2` " dia. Anchor Bolts, Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = Thickness of Sill Plate is = Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Z„ _ Load Duration Factor AF&PA NDS Table 2.3.2 CD = -ateral Capacity for Bolt in Single Shear Parallel to the Grain AF&PA NDS Table 10.3.1 Z' = Z„ CD = 0.55 1.50 in. 680 Ib 1.6 1088 Ib Vfloorl = 182 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 182 pif X 42 " o.c. = 637 Ib CSI = Load at anchor bolt / Z' CSI = 637 Ib / 1088 Ib = 0.59 Check Compression Perpendicular to the Grain 1 /8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf See page 4 and 210 plf See page 18 Uniform Uplift Load = 237pif Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 42 " o.c. Concentrated Uplift Load = 828 'lb Allowable Compression Stress Perpendicular to the Grain Fel = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 1/2 Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.5 + 1 /16)^2) = 3 3/4 - in Allowable Compression Load Perpendicular to the Grain Pc -L = Fel Awasher = 565 psi x 3.751 in = 2120 Ib CSI Uplift => CSI = Load at anchor bolt / Pcperp = 828 Ib / 2120 Ib = 0.39 Total CSI = CSI shear + CSI uplift = 0.59 + 0.39 = 0.98 OK JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 27C OF _ DJS DATE DATE 44 10/1/2013 Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line -1 Connection: 5/8 " dia. Anchor Bolts @ 34 D.C. Design Sill Plate to Foundation Connection Assume 5/8 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55> Thickness of Sill Plate is = 1.50''_`:. in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Z/1 = 970 - lb Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 <•... Lateral Capacity for Bolt in Single Shear Parallel to the Grain 1 / AF&PA NDS Table 10.3.1 Z' = Z// CD = 1552 '' Ib x+' 3 r9 i! Vfloorl = 314 plf Ref. Sheet 14 & 15 Vfloorl = 182 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 314. plf x 34 " D.C. = 889 Ib C. I "�1 CSI = Load at anchor bolt / Z' - CSI = 889 Ib / 1552 ` Ib 0.57 10/15/13 Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf See page 4 and 293 plf See page 18 Uniform Uplift Load = 293 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 293 plf x 34 " D.C. Concentrated Uplift Load = 829 Ib Allowable Compression Stress Perpendicular to the Grain FAL = 565 ',' psi ANSI / AF&PA NDS Table 4B Try 2 " square washer w/ 5/8 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.625 + 1/16)-1 = 3 5/8 in Allowable Compression Load Perpendicular to the Grain PSL = FAL Awasher = 565 psi x 3.629'' in = 2050 Ib CSI Uplift => CSI = Load at anchor bolt / Pcperp = 829 Ib / 2050 Ib = 0.40 Total CSI = CSI shear + CSI uplift = 0.57 + 0.40 0.98 OK WARNING: IT IS A VIOLATION OF THE NY EDUCAI( DIRECTION OF A LICENSED PROFESSI I\ JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 27D OF 44 DJS DATE 10/1/2013 DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_A Connection: 518 " dia. Anchor Bolts @ 50 " o.c. Design Sill Plate to Foundation Connection Assume 5/8 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Z11 = 970 Ib Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD = 1.6' ateral Capacity for Bolt in Single Shear Parallel to the Grain AF&PA NDS Table 10.3.1 Z' = Z// CD = 1552 Ib 3 r9 Vfloorl = 182 plf Ref. Sheet 14 & 15 Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 182 plf x 50 " o.c. 758 lb C. CSI =Load at anchor bolt / Z' CSI = 758 Ib / 1552' Ib 0.49 10/15/13 Check Compression Perpendicular to the Grain 1 /8in thick min. Washerrequired Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf See page 4 and 99' plf See page 18 Uniform Uplift Load = 237 ` plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 50 " o.c. Concentrated Uplift Load = 986 Ib Allowable Compression Stress Perpendicular to the Grain Fel = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 5/8 Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 ((Tr / 4) (0.625 + 1/16),' 3 5/8' in Allowable Compression Load Perpendicular to the Grain PSL = Fel Awasher = 565 psi x 3.629 in = 2050 Ib CSI Uplift => CSI = Load at anchor bolt / P�Pem = 986 Ib / 2050 Ib = 0.48 Total CSI = CSI shear + CSI uplift = 0.49 + 0.48 = 0.97 OK W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE JGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Office SHEET NO. 27E of 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Anchor Bolt Spacing OK' Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_B Connection: 5/8 " dia. Anchor Bolts @ 50 " D.C. Design Sill Plate to Foundation Connection Assume 5/8 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = Thickness of Sill Plate is = Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Z11 _ Load Duration Factor ONCl / AF&PA NDS Table 2.3.2 CD = Lateral Capacity for Bolt in Single Shear Parallel to the Grain / AF&PA NDS Table 10.3.1 Z' = ZY CD = 10/15/13 0.55' 1.505>. in. 970 Ib 1.6 1552 Ib Vfloorl = 182 - plf Ref. Sheet 14 & 15 - Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 182 plf x 50 " D.C. = 758 Ib CSI = Load at anchor bolt / Z' CSI = 758 Ib / 1552. Ib 0.49 Check Compression Perpendicular to the Grain 1/8in thick min. washer required - Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf Seepage 4 and 210 plf See page 18 Uniform Uplift Load = 237 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 50 " o.c. Concentrated Uplift Load = 986 Ib Allowable Compression Stress Perpendicular to the Grain F, -L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 5/8 ! "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.625 + 1/16)1= 3 5/8 int Allowable Compression Load Perpendicular to the Grain Pc -L = Fel Awasher = 565 - psi x 3.629 int = 2050 Ib CSI Uplift => CSI = Load at anchor bolt / Pcpera = 986 Ib / 2050 Ib = 0.48 Total CSI = CSI shear + CSI uplift = 0.49 + 0.48 0.97 OK ON NA JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 28 MIC OF 44 DATE 10/1/2013 DATE fi Sheathing Connections i Roof Sheathing ' = i a Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed 120 mph b �w 10/15/13 Suction Pressure from Wind - ASCE 7 Figure 6-3, Use 10psf minimum psf n� C&C Pressures Interior Zone 10/15/13 0.55' 1.505>. in. 970 Ib 1.6 1552 Ib Vfloorl = 182 - plf Ref. Sheet 14 & 15 - Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 182 plf x 50 " D.C. = 758 Ib CSI = Load at anchor bolt / Z' CSI = 758 Ib / 1552. Ib 0.49 Check Compression Perpendicular to the Grain 1/8in thick min. washer required - Uniform Uplift Load = Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 237 plf Seepage 4 and 210 plf See page 18 Uniform Uplift Load = 237 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 237 plf x 50 " o.c. Concentrated Uplift Load = 986 Ib Allowable Compression Stress Perpendicular to the Grain F, -L = 565 psi ANSI / AF&PA NDS Table 4B Try 2 "square washer w/ 5/8 ! "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher = 2 2 -((Tr / 4) (0.625 + 1/16)1= 3 5/8 int Allowable Compression Load Perpendicular to the Grain Pc -L = Fel Awasher = 565 - psi x 3.629 int = 2050 Ib CSI Uplift => CSI = Load at anchor bolt / Pcpera = 986 Ib / 2050 Ib = 0.48 Total CSI = CSI shear + CSI uplift = 0.49 + 0.48 0.97 OK ON NA JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 28 MIC OF 44 DATE 10/1/2013 DATE fi Sheathing Connections i Roof Sheathing ' = i a Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed 120 mph Wind Exposure = C Wind Exposure Adjustment Factor = 1:29 10/15/13 Suction Pressure from Wind - ASCE 7 Figure 6-3, Use 10psf minimum psf Zone 1 C&C Pressures Interior Zone Zone 1 = 25.9 psf Perimeter Edge Zone Zone 2 = 30.3 psf Overhang Zone Zone 2 OH = 43.9 '' psf Overhang Zone Zone 3 OH = 43.9 psf Wind Importance Factor = 1.00 Spacing in Wind Exposure = C Wind Exposure Adjustment Factor = 1:29 C&C Pressures Adjusted Interior Suction Pressure = 33.4 psf Zone 1 Adjusted Perimeter Suction Pressure = 39.1 psf Zone 2 Adjusted Overhang Suction Pressure = 56.6 - psf Zone 2 OH Adjusted Overhang Suction Pressure = 56.6 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 13.75' ft. Z = 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft. Roof Framing Spacing = 16 '' in. D.C. Roof Framing Unit Suction Load from Wind Spacing in ft. 0. C. Interior Zone = 33 psf x 1.33 ft. = 45 plf Perimeter Edge Zone = 39 psf x 1.33 ft. = 52 plf Overhang Zone = 57 psf x 1.33 ft. = 76 plf W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE JGINEER TO ALTER THIS ITEM IN ANY WAY. JOB SHEET NO. CALCULATED BY CHECKED BY Sheathing Connections (cont'd) Roof Sheathing PRE -31695 - Office 29 of DJ S DATE DATE 44 1011/2013 Design Roof Sheathing Connection to Resist Suction Loads 45 plf Ref. Sheet Roof Sheathing: 7/16" OSB (Unblocked) Perimeter Edge Zone = 52 plf Fastening: 0.131"x2.5" nails at 6"' D.C. panel edge fastening and 12 " D.C. field fastening Specific Gravity of Roof Framing G = 0.42 28 Diameter of Nails D = 0.131 in. Length of Nails L = 2.50 in. Thickness of Sheathing t = 0.438 in. Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W = 21 Ib / in. Load Duration Factor ANSI / AF&PA NDS 2.3.2 CD = 1.6 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W' = W CD = 34 Ib / in. Length of Nail Penetration Lp = L - t = 2.063 ' in. Withdrawal Capacity per Nail W ' LP = 69 Ib Required Suction Load Capacity Required Fastening Interior Zone = 45 plf Ref. Sheet 28 Perimeter Edge Zone = 52 plf Ref. Sheet 28 Overhang Zone = 76 plf Ref. Sheet 28 Interior Zone = 12 " o.c. Perimeter Edge Zone = 6 " o.c. Overhang Zone = 6 o.c. 10/15/13 I WARNING_ IT IS A VIOLATION OF THF NY Sheathing Connections (cont'd) Roof Sheathing 10/15/13 JOB SHEET NO. CALCULATED BY CHECKED BY Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V,00f = 4344 lb B = 13.75 ft. vroof = 158 plf Shear Capacity for Diaphragm Assembly PRE -31695 - Office 93 DJS Framing Species Specific Gravity G = Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 0.131"x2.5" nails at 6 " D.C. panel edge nailing anc OF 44 DATE 10/1/2013 DATE 0.42 12 " o.c. field nailing Tabulated Value = 211.6 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 - 296.2 plf > 158 plf OK JOB SHEET NO. CALCULATED BY CHECKED BY Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads PRE -31695 - Office 31 OF _ DJS DATE DATE Unit Shear Capacity Requirement Max Vfloor = 4279 _ Ib B = 13,75 ft. vfloor = 156 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 44 10/1/2013 Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 0.148"x3 nails at 6 o.c. panel edge fastening and 12 " o.c. field fastening Tabulated Value = 262.2 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 367.1 plf > 156 plf OK t int i s # t-: 10/15/13 JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 32 OF 44 DJS DATE 10/1/2013 DATE WARNING: IT IS A VIOLATION OF THE NY EDUCAIONILAW ARTICLE 145 FOR ANY PERSUN, UNLtSJ UINUtK I hit DIRECTION OF A LICENSED PROFESSIJNAd ENGINEER, TO ALTER THIS ITEM IN ANY WAY. Sheathing Connections r ' Wall Sheathing' I jS w 1 Design Wall Sheathing Connection to Resist Suction Loads, ` 3 Sec Gust Wind Speed = 120 mph 10/15/13 Suction Pressure from Wind- ASCE 7 Figure 6-3 C&C Pressures Interior Zone (Zone 4) = 28.1_', psf Edge Zone (Zone 5) = 34.7 psf Wind Importance Factor = 1.00 Wind Exposure = C Wind Exposure Adjustment Factor = 1.29 Adjusted Interior Suction Pressure = 36,2 psf Adjusted Perimeter Suction Pressure = 44.8 psf Perimeter Edge Zone Width Minimum Building Dimension = 13-_75 ft. Z = 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft. Wall Framing Spacing = 16 in. o.c. Roof Framing Unit Suction Load from Wind Spacing in ft. O.C. Interior Zone = 36 psf x 1.33ft oc. = 48 plf Edge Zone = 45 psf x 1.33 ft oc. = 60 plf WARNING: IT IS A VIOLATION OF THE NY EDUCAIONILAW ARTICLE 145 FOR ANY PERSUN, UNLtSJ UINUtK I hit DIRECTION OF A LICENSED PROFESSIJNAd ENGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB SHEET NO, CALCULATED BY CHECKED BY Sheathing Connections (cont'd PRE -31695 - Office 33 DJS OF 44 DATE 10/1/2013 DATE Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 48 plf Wall Sheathing: 7/16" OSB Fastening: 0:1311lx2.5" nails at 6 " D.C. panel edge nailing and 12 " o.c. field nailing Specific Gravity of Wall Framing G = 0_42 1 Diameter of Nails D = 0.131 in. Length of Nails L = 2.50 in. Thickness of Sheathing t = 0.438 - in. Nominal Nail Withdrawal Design Value 6 " o. c. ANSI / AF&PA NDS Table 11.2C W = 21 Ib / in. Load Duration Factor ANSI / AF&PA NDS 2.3.2 CD = 1.6 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W ' = W CD = 34 Ib / in. Length of Nail Penetration Lp = L - t = 2.063 in. Withdrawal Capacity per Nail W ' LP = 69 Ib Required Suction Load Capacity WARNING 1115 A VIULAI JUN OF I HE NY EDUCA 101 DIRECTION OF A LICENSED PROFESSI I JOB SHEET NO. CALCULATED BY CHECKED BY Roof is made with Trusses. No Rafters Connections Required 10/15/13 r W ARTICLE 145 FOR ANY PEKSUN, UNLESS UNULK I HE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. PRE -31695 - Office 34 DJS OF 44 DATE 10/1/2013 DATE Interior Zone = 48 plf Perimeter Edge Zone = 60 Of Required Fastening 1 Interior Zone = 12 " D.C. Perimeter Edge Zone = 6 " o. c. 10/15/13 WARNING 1115 A VIULAI JUN OF I HE NY EDUCA 101 DIRECTION OF A LICENSED PROFESSI I JOB SHEET NO. CALCULATED BY CHECKED BY Roof is made with Trusses. No Rafters Connections Required 10/15/13 r W ARTICLE 145 FOR ANY PEKSUN, UNLESS UNULK I HE ENGINEER, TO ALTER THIS ITEM IN ANY WAY. PRE -31695 - Office 34 DJS OF 44 DATE 10/1/2013 DATE JOB SHEET NO. CALCULATED BY CHECKED BY Overhang Connection Outlooker to Endwall Roof Pitch = 12A2 PRE -31695 - Office 35 OF _ DJS DATE DATE Roof Span = 6:875 ft. Roof Overhang Length 3 Sec Gust Wind Speed = 120 mph Overhang Uplift Load = 56.63 psf Zone 2 OH See page 28 Overhang Uplift Load = 56.63 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in D.C. Tabulated Overhang Uplift Connection Load Zone 2oh = 75.51 lbs Tabulated Overhang Uplift Connection Load Zone 3oh = 75.51 lbs Wind Exposure = C Wind Exposure Adjustment Factor = 129 Adjusted Ridge Connection Load Zone 2 OH = 97 lbs Adjusted Ridge Connection Load Zone 3 OH = 97 lbs Connector: 0.131`'x3 Nails w/ 1.5" pen. Allowable Load = 50.4 Ib Connectors Per Outlooker Req'd Zone 2 OH = 2 i per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 2 per outrigger 44 10/1/2013 10/15/13 Truss Field Connections JOB PRE -31695 - Office SHEET NO. 36 OF _ CALCULATED BY DJS DATE CHECKED BY DATE 44 10/1/2013 Reference attached truss print Required Field Joint Connections - Compression(Ib)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: P968101 Ridge Connection "5" 268' / 372 / 365 _ / 0 Use: 1 1/4" x 12" x 20 ga steel strap w/(7) 0.131x2.5 nails each end & (4) 0.131'x3.0" nails toed Lateral Value 0.131 "x3.0" toe -nailed = 82 x 1.15 Cd x .83 Ctn x 4 nails = 312 lbs 10/15/13 Kneewall Connection "11&12" 259 / 474 / 0 / 0 Use: LTS12 or H8 WARNING: IT IS A VIOLATION OF THE NY EDUCAION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED PROFESSIJN, ENGINEER, TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Office SHEET NO. 38A OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary Note: 8d nails= 0.137"x 2.5",10d nails= 0.148"x 3" &16d nails= 0.139"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. 10/15/13 WARNING: 11 15 A VIOLA I ION OF THE NY EDUCAC DIRECTION OF A LICENSED PROFESSI (� JOB SHEET NO. CALCULATED BY CHECKED BY Design Summary (con'd) PRE -31695 - Office 39 OF 44 DJS DATE 10/1/2013 DATE Location Connection Wall Force Spacing Reference 7/16" OSB/PLY overlap floor line_A 237 plf 6 in o.c. �v t x t rim joist 6" 1 st Story Wall line_B 382 plf 6 in o.c. Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 N Band Connection line 1 402 plf 5 in o.c. r_ Use 2 rows of fasteners along — bottom edge of panel I0 4 AV ^W Y E 10/15/13 O d U W 7/16" OSB/PLY overlap sill line_A 237 plf 4 in O.C. N .Q plate 1.5" Q line_B 382 pif 3 in o.c. Floor Band to Sill 0.131 in x 2-1/2in nails 293 plf @ 4" o.c. panel edge & 12" Sheet 7 Plate Connection o.c. field nailing (exterior) s line 402 plf 2 in o.c. Use 1 row of fasteners along -1 1 st Story Wall - line_A 7/16" OSB w/ 0.131 "x2.5' nails bottom edge of panel 99 plf @ 6" o.c. panel edge & 12" Note: 8d nails= 0.137"x 2.5",10d nails= 0.148"x 3" &16d nails= 0.139"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. 10/15/13 WARNING: 11 15 A VIOLA I ION OF THE NY EDUCAC DIRECTION OF A LICENSED PROFESSI (� JOB SHEET NO. CALCULATED BY CHECKED BY Design Summary (con'd) PRE -31695 - Office 39 OF 44 DJS DATE 10/1/2013 DATE Note: 8d nails = 0.131"x 2.5", 10d nails= 0.148"x 3" &16d nails= 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. NW ARTICLE 145 FOR ANY PERSON, UNLtSS UNUER I HE �L ENGINEER.—TO ALTER THIS ITEM IN ANY WAY. Location Force Exterior Panel Interior Panel Reference �v t x t 4 A E 10/15/13 d W N Q 1 st Story Wall - line -1 7/16" OSB w/ 0.131"x2.5" nails 293 plf @ 4" o.c. panel edge & 12" Sheet 18 Perforated o.c. field nailing (exterior) s 1 st Story Wall - line_A 7/16" OSB w/ 0.131 "x2.5' nails 99 plf @ 6" o.c. panel edge & 12" Sheet 18 Perforated o.c. field nailing (exterior) 1st Story Wall - line_B 7/16" OSB w/ 0.131"x2.5' nails 210 plf @ 4" o.c. panel edge & 12" Sheet 18 Perforated o.c. field nailing (exterior) Note: 8d nails = 0.131"x 2.5", 10d nails= 0.148"x 3" &16d nails= 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. NW ARTICLE 145 FOR ANY PERSON, UNLtSS UNUER I HE �L ENGINEER.—TO ALTER THIS ITEM IN ANY WAY. JOB PRE -31695 - Office SHEET NO. 40 OF CALCULATED BY DJS DATE CHECKED BY DATE Design Summary (con'd) Note: Comer Studs & Built up Column Studs to be fastened together w/ 2 rows staggered of 0.131"x3" Nails at 8 _;' in o.c. 44 10/1/2013 Note: 8d nails = 0.131 "x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131 "x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 41 OF 44 DJS DATE 10/1/2013 DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference 0.131" x 3" toenails. Roof to Wall Plate Connection 188 Ib '�= 23 0.131" x 3.0" Nails in End - Top Plate to Studs & Bottom ,t Grain. NA 23A Plate to Studs 3 per stud 0.131" x 3.0" Nails Bottom Plate to Floor 141 plf 3,. NA 23A 11 in o.c. N _ O 10/15/13 O U V O = 1st Story Module to s i Foundation - line — 1 C Simpson Strong -Tie 1/2 in min concrete cover and O 3151 Ib (30) 16d sinkers, locate 1.5in Sheet 21 i STHD14RJ from corner �r O 1 st Story Module to Foundation - line_A Simpson Strong -Tie 1/2 in min concrete cover and 372 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 from corner 1 st Story Module to Foundation - line_B Simpson Strong -Tie 1/2 in min concrete cover and 2615 Ib (30) 16d sinkers, locate 1.5in Sheet 21 1 st Story to Sill Plate STHD14RJ from corner Note: 8d nails = 0.131 "x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131 "x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. JOB SHEET NO. CALCULATED BY CHECKED BY PRE -31695 - Office 41 OF 44 DJS DATE 10/1/2013 DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Note: 8d nails = 0.131"x, 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted Location Force Connection Fasteners Required Reference 0.131" x 3" toenails. Roof to Wall Plate Connection 188 Ib 2 23 0.131" x 3.0" Nails in End - Top Plate to Studs & Bottom 188 Ib Grain. NA 23A Plate to Studs 3 per stud 0.131" x 3.0" Nails Bottom Plate to Floor 141 plf NA 23A 11 in o.c. N O U O s C O V' �r " �-e 10/15/13 0.131" x 3" toenails. 1 st Story to Sill Plate Connection - line—I 314 plf @ 4 in OC N/A 25 0.131"x 3" toenails. 1 st Story to Sill Plate Connection - line—A & line—B 182 plf @ 6 in OC N/A 25 Note: 8d nails = 0.131"x, 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted JOB PRE -31695 - Office SHEET NO: 42 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) Note: 8d nails = 0.131 " x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131 " x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. WARNING: IT IS A VIOLATION OF THE NY EDUCA C DIRECTION OF A LICENSED PROFESSIOIN, Design Su JOB PRE -31695 - Office SHEET NO. 43 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Location Force Connection Fasteners Required Reference MAIN ROOF: 158 plf 0.131"x2.5" nails at 6" o.c. panel edge nailing and 12" o. c. field c O v ns c c - (Unblocked) OSB Unblocked nailing Sheet 29 O U C 'a � Shear co 6 in o.c. edge & field 0.131 "x2.5" nails at v Wall Sheathing 60 plf t 7/16" OSB 6" c.c. panel edge nailing and Sheet 33 Note: 8d nails = 0.131 " x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131 " x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. WARNING: IT IS A VIOLATION OF THE NY EDUCA C DIRECTION OF A LICENSED PROFESSIOIN, Design Su JOB PRE -31695 - Office SHEET NO. 43 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE 8d nails = 0.131"x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER. TO ALTER THIS ITEM IN ANY WAY. Lica i heathing Connection Reference MAIN ROOF: 158 plf 0.131"x2.5" nails at 6" o.c. panel edge nailing and 12" o. c. field Roof Sheathing7/16" (Unblocked) OSB Unblocked nailing Sheet 29 OVERHANGS: � Shear 6 in o.c. edge & field 0.131 "x2.5" nails at v Wall Sheathing 60 plf t 7/16" OSB 6" c.c. panel edge nailing and Sheet 33 0) Non Shear Wall Suction 12" o.c. field nailing 156If P 0.148"x3" nails at 6" o.c. panel Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12" o.c. Sheet 31 Shear field fastening Location Connection Reference O ' 1 1/4" x 12" x 20 ga steel strap w/(7) 0.131x2.5" nails each end & Ridge Connection 5' (4) 0.131"x3.0" nails toed Sheet 36 d c C O U T 00 Kneewall Connection "11&12" LTS12 or H8 Sheet 36 o) d to W O L Location Force Connection Fasteners Required Reference Sill Plate to Foundation 314 plf sliding 2" square washer w/ 1/2" Anchor @ 28 in OC and Bolt (Assume 1/16" oversized hole) 27 Connection - line_1 O O 293 plf uplift 1/8in thick min. washer required Q O C C O U _ O Sill Plate to Foundation@ 182 plf sliding 2" square washer w/ 1/2" Anchor 42 in OC +� and Bolt (Assume 1/16" oversized hole) 27A Connection - line_A C 237 plf uplift 1/8in thick min. washer required O O 182 If sliding P 9 2" square washer w/ 1/2" Anchor LL Sill Plate to Foundation and Bolt (Assume 1/16" oversized hole) @ 42 in OC 27B Connection - line_B 237 plf uplift 1/8in thick min. washer required 8d nails = 0.131"x 2.5", 10d nails = 0.148" x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE ENGINEER. TO ALTER THIS ITEM IN ANY WAY. JOB SHEET NO. CALCULATED BY CHECKED BY Design Summary (con'd) PRE -31695 - Office 43A DJS OF 44 DATE 10/1/2013 DATE 8d nails = 0.131"x2.5", 10d nails = 0.148"x3"& 16d nails =0.131"x3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. WAKNING: I I IS A VIOLATION OF THE NY EDUCA JOB PRE -31695 - Office SHEET NO. 44 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Required Reference r_ 1 st Floor 0.131 "x3" Nails w/ 1.5" Outlooker to Endwall 97 plf Splices O 2172 Ib pen. Sheet 35 Within 3.00 ft of Corner 2 per outrigger C 1 st Floor Double 2x6 Top Plate - With _ _ 7 ' $♦�\. Lam: -k 0.131"x3" Nails w/ 1.5" @16 inoc 0.131" x 3.0" Nails p Outlooker to Endwall 97 plf 7 Z xr Sheet 19 U Sidewalls pen. Sheet 35 0 C A 2 per outrigger 'C L 10/15/13 M Location Force Connection Fasteners Required Reference L 314 plf sliding 2" square washer w/ 5/8" Anchor @ 34 in OC = Sill Plate to Foundation and Bolt (Assume 1/16" oversized hole) 27C C Connection - line -1 L _ - 0 293 plf uplift 1/8in thick min. washer required U 0 10/15/13 Minimum Lumber Grade and Species is SPF #3 Unless Noted Otherwise Minimum Splice Length is 6 ft C182 plf sliding 2" square washer w/ 5/8" Anchor @ 50 in OC LL Sill Plate to Foundation and Bolt (Assume 1/16" oversized hole) 27D C) Connection - line_A 237 pff uplift 1/8in thick min. washer required C 182 plf sliding 2" square washer w/ 5/8" Anchor @ 50 in OC Sill Plate to Foundation Bolt (Assume 1/16" oversized hole) 27E Q Connection - line -13 and 237 plf uplift 1/8in thick min. washer required 8d nails = 0.131"x2.5", 10d nails = 0.148"x3"& 16d nails =0.131"x3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. WAKNING: I I IS A VIOLATION OF THE NY EDUCA JOB PRE -31695 - Office SHEET NO. 44 OF 44 CALCULATED BY DJS DATE 10/1/2013 CHECKED BY DATE Design Summary (con'd) 8d nails = 0.131 " x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131 " x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE Location Force Connection Fasteners Required Reference r_ 1 st Floor 0.131 "x3" Nails w/ 1.5" Outlooker to Endwall 97 plf Splices O 2172 Ib pen. Sheet 35 Within 3.00 ft of Corner 2 per outrigger C 1 st Floor Double 2x6 Top Plate - With Stagger 2 rows of 0.131"x3" Nails w/ 1.5" @16 inoc 0.131" x 3.0" Nails p Outlooker to Endwall 97 plf Sheet 19 U Sidewalls pen. Sheet 35 0 C Not 3.00 ft of Corner 2 per outrigger 'C L M 0 _ L 16- L _ - 0 0 8d nails = 0.131 " x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131 " x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE Location Force Member Sizes Splice Conn. If Req. Reference 1 st Floor Double 2x6 Top Plate - No Splices 2172 Ib Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate - With Stagger 2 rows of Splices & @16 inoc 0.131" x 3.0" Nails 721 Ib Sheet 19 Sidewalls N 'C L 0 _ L _ - !4 10/15/13 Minimum Lumber Grade and Species is SPF #3 Unless Noted Otherwise Minimum Splice Length is 6 ft 8d nails = 0.131 " x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131 " x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. W ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE MUNCY HOMES ''�� INC . ALL FACTORY AND SITE FASTENING AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THESE PLANS. PREVIOUSLY APPROVED SYSTEMS DRAWINGS AND THE ATTACHED SUPPLEMENTAL INFORMATION (PAGES 3 AND 4 OF 35). IF THERE IS A CONFLICT BETWEEN THESES INFORMATION SOURCES, THE MOST STRINGENT REQUIREMENTS SHALL APPLY. I DESIGN LOADS FLOOR: 40 PSF LIVVIC - 30 PSF SLEEPIW, STAIRS 4C PSF OE= AND BALCONIES. 60 PSF ATTICS WITHOUT STORAGE.' 10 PSF ATTICS WITHOUT STORAGE ARE THOSE WHERE THE MAX. CLEAR HEIGHT BETWEEN 1015T AND RAFTER 15 LF -55 THAN 42 INCHES: OR WHERE THERE ARE NOT'2 OR MORE ADJACENT TRUSSES WITH THE SAME WE8 CONFIGURATION CR'ABLE OF CONTAINING R RECTANGLE 42 LNC -ES HIGH BY 2 FEET wME. OR GRFRTM ATTICS: WITH LIMITED STORAGE: 29 PSF ATTICS WITH LIMITED STORAGE AND CONSTRUCTED WITH TRUSSES, THIS LIVE LOAD NEED ONLY BE APPLIED TO Ti -OSE PORTIONS OF THE SOTTOM at= OF NOT LESS: TP%W 2 RO.MENT TRUSSES WITH THE SAME WEB CONFIGUinTION CONTAINING A RECTANIGLE. 42 INCHES HIGH BY 2 FEET WIDE: OR: GRERTM ATTIC SPS= SERVED BY A FIXED. STAIR SI -0-L. BE DESIGNED TO SUPPORT THE MINE"' LIVE LOAD SPECIFIED FOR SLEEPING ROOMS M PSFl WIND: go MIN. - M MAX. MPH (3 SECOND GUSTI, EXP "C".. GROUND SNOW LOAD -, Pg: 35 - 90 ,.SEE FIGURE R3012(S) 1. SEE R5 SUtLT FLOOR PLAN FOR WDO AND SNOW DESIGN LOMS MUNCY HQMF-S. INC, - P.LPNT LOCATIONS PLANT"NUMEIER t: SALES DIVISION -S 1567 FA ROUTE. 442 MUNCY HOMES MIJMY, PA 1-77155 5UPERWR 8UTLDERS PREMIER BUILDERS PLANT NUMeER 2: 1565 PA ROUTE +42 MUNCY. PP 17755 PLANT NUMBER 3: 11567 PR R ROUTE 442. MUNCY. PA 17756 MOOL)LES TO BE Jm9mfRCTURE0 eT ML*CY HOMES, INC. USE GROUP* DETACHED ONE & TWO FAMILY DWELLINGS ANO/CR TOWNHOUSE5 CONSTRUCTION TYPE. -V-8 UNPROTECTED SEISMIC DESIGN CATEGORY: 15, C OR DO TOWNHOUSE5 PRE LIMITEM TO SEISMIC DESIGN PEZ 83032Z DETRO-ED ONE AND TWO, FAMILY DWELLINGS LOCATED IN SEISMIC DESIGN CATEGORY C ARE EXEMPT FROM THE SEISMIC RE01.11REPENTS OF THE RESMENTIPIL CODE OF WW YORK STATE.. FOR LOCAVEON OF THIRD PPP -TT LPjMa- CERTIFICATMN LFOU. F1P10 DATA: PLATE, SEE GENERALNOTES- 2, NOTE *?, SHT 312. SPPLICFeLe CODES 2010 RESIDENTIAL CODE OF NEW YORK STATE NTS ENEMY CONSERVATION COMPLIANCE SHSt-L SE THROuGH w:917M iL COMPUTER SOFTWARE AS. PROVIDED. IN SECTION NLML+,t - NTS RF-Sche6-, NYS RESChock CALCULATIONS SHALL BE DONE FOR EACH WIT AND SHALL eE PROVIDED TO THE AUTHORITY HAVING JM5MMOK STANDARDS ASCE 7-20M NOS - ZOOS WFCM - 2001 NEC - 2WA NOTES L DISCVETE MZ -5 tFtrte rAVIIIPG THE SAME SKCTFC— OR REYER50 RCOM FlatFEMEtiT ANVOR AR:KTErTURAL STYLE) SPA -L EE PRE -FIRM FRnrt THE -St CORWNtS WITH OUT MODIFICATION. q=,ICN OR CELETIM4 N MY APP04M Z BATH. TOILET F#V SHOWER ROOM LAYOUTS %- LL BE MALVEO PROM: SiT S&. mINIMh FIXTURE MZFOFWeS� LISK ANO VtKi- %14LL BE C' --PLM dITR SEE Sir 6& MMI" ROOM OiIYS> FREs5..LI1>m. V06 PJ10 EGRESS FOR .4WTM SPACES S -ML BE_COM PLVED WrrK I KITCHEN LAYMIM Slf-L aE. DERIVEID; FROM SHT S& NNIMUM LIGHT AND velrr 944LL 8E camin-m vm AN"^ ROOK MKS. AREPr. LIGHT, VENT FM EGRESS FOR WMTPAZ SPACES "-L SE CaltPLZED aTK 41 CLOSETS MAY at ANY SIZE AND PLACED $* �1. AD~ ODOM DIMS. ARMS:LIGHT. VENT AW EGRESS FcR WaITF&E SPSM5 S"A.-I aE COMPLIED w1rK CLOSETS OR STORAGE FFtEPS SIZED AS HRWRSLE SPACE Sw-4-L COI -PLT WITH KWTA&E SPACE REaJVM?ieNTS. SEE SHT S& S FOR, DOOR PW WrNCOV SCHCOULES, e4ERGY SL"pw4;rr- SEE CRFUM 3L FOR SECaQ, FLOOR SrRtg DETAILS- 5er ORFUNGS 7b. 7f, lh. 7L 7� R2MS 8U7Gp%q-.jC 5P4MNKLER S SLULDVIjus mqvill A hcGw OF F4 wwwwr 9K96-1, aE EC(MIPED T/O WITH me WTO -AM SIMMO-ER SYMD't NMI -LED IN A=RDF#CE WITH NPA IM - DEFWtON RM OVISENNT' THAT PORTION OF A SIJIL0�1(' TWrr IS: PARTLY OR CUrPLETELT Wl MAX (SM ALSO *STORY ASM. GFA'4[X-X - DEFINITION RM STORY ABOVE 9ZFEV RM SIM - HRVIM IT1. FN FLR 56WACE ENT UREF Y ABM GRI"Mr- E)XEPT TMr A5A5EPVfr SHALL SE CM4SIDERED A STCF AeOVE MME W�EW THE, FIN FL9 RAUUX Of THE FLOC ABOVE TkIE 9�� IS t) -OM TFW 5. FT ABOVE. PLFW- - Z MCRE lliM6: FT AWVC. FN GRam LEVEL FOR MORE THAN Ws OF THE TOTAL K111,016c. PERIMETER 31 Nt 7KW U f -r FWVE rN GMM LEVEL AT ANY ONE WEEN -THE OF 3 -LEVELS 15 COMMOaM 9 5;6MF , sAsm ON TmE DEPWTION MCLLOM TRFWTIOWLL WALK-OkiT WSEMEMM, 40 THE NEXT 2 -LEVELS FSG%'E PRE STORIES ABOVE GRADE, RV AUTOMATIC SMWIDZ SYSrc.-K IS -Wr REWRREll WHEN THE MT OF ]LVJELS NETPER R*PZrrM OR MjsM Ltr"-FLjt wFlM f5 CIX�+iTOiRffi A STORY FOME GRPCE D ON TW- DEFMTI0K RQ THENEXT 2-LEVET:S ABOVE PRE ALSO STC6PIE5 MOVE GRFQF- AN FSJTWTIC SFRNG-EJR SYS CM '15. REO.Jtknr 7- FOR Fm RF170 Pmuftlm SEE Imo. s *pj Zb 0�-z - 1 Famil Y 7-, CRO55 1- rq- --!20 PATH R-rFF��Cl 0 ZANCH I F` P6N T Y -F, k`F-NuH 11 2:----T-12 S 5 -f -CTT - R ION F 0 2d RNC ELL r4M:I-Y 16,01 2b 1 T -YF �CqPE PLAN 3-2z-ol 2s-20 12 --TgL-5 110 RiO 2,o RSICH, T EE - I FAMI.Y -21 2c; lTH 35G Wljl�C, ::ONES' --z 2' SPLX7 LEVE- ELL I FPsMt-T CE7.�;:LS SPLIT LFVP- TE F41,2 TIP RRNCh E -L i 7�2 )0*1 2 F-r-IMILY Rf, wv�c Z, 12� 1 TYP RrtC�i TEL 12-0 MPH —I -AES 3-22-91 0-26-210121 1 T, RssT 2 IT LEVE' or -T y i i4a TYF 5FLI7 ;;;"-5 2- 2 57R' 1 F, MDLT ----51- 1 S -CR`- F -,L, -r CKS5 SECN far 2t> 1 322-3 C 2E- RTR 2 F;:41tl--1 1pjz",ED C P5� 7H REFERENCE 2 F:�;Mm� _4 LORG i -23-2234;4-2-3-Z Z� cz, ro spu-. I �--Tsm 5ZCTION FOR lb OS� 3-22--3i Tia.a�'T' CR 2 Fq-m-T-Ly 'c I CR0555 5E---; 10, fo� l2c.� -Z 2,.,r I CCNTEMPCR.r--RY 2 ST; -,Y I FPM. -LY 1. CA -0 Fq:Z7H R =F-RENCE 4-2-R-2=0 i TTP S - CR.' 1 1 2n at Pr- --=MTLY I-RC.SS SEC -�T TORT- 2 FPPI:LY ON 2 S. 3-22-91: FOR. 7c L -i 1 1 5 D F- RSWI--i - I F-RVILY "N fov 2da 1 3-22-9: 4-2Z-2Ui0j' 1 Zk-1 f 2 STORY UF'FER/,Lcw---R 2 F-;�mn 7d i CRQSs �iEc.TM 12p jI MZVELOLE WIDF� 2 57CRY OS'-, SEC -110N for 2f:�. 2 e6 -[v1211 c 2o 3 MC11 I r RANCH - t FPMD-T a 59'-- BOX 1 FRPlILT 5 SECT. �or 2.s 1 i'2 -Lei 13 2 5 - CRY 1 FRM-fLY REFERE110E Ri-TE� �-T;7 2 5T CRY I Fc;iial-y SS SECTION' FOR ?f a4mcsI `E rtoF--. a PIrGES OR 12/12 ROOF OP-Mlj 3-22-91 SITA-mc ?1hr SE" 14-r-wR OF PP4ES N ',�t 3-q 3-1-V-0 REFERSNCE lll__l;mM COVER SHU: 5E --m' F -^R -)q -- COULEE 2 STORT �--.Plc 26-20�21 M. %ZMITYED U4 LESS 'AzN 35' 2% 1 3 -M RE t 1 AIERN TE 2 S70RY I ILER-Z� i!-l*ll2---is-zmrld -9-1 12/!2 -7 Cf 841 - L. -,ED R -2 71/12 V,-P',OOF CPT - PC -Y FRfsM21113 -2013 7h 0�>TICNPL EL E SNS 3-22 1 :. i ; -T CROs 5;�---HMN for -2m 1 3-22-91 +-23-20?-r-- 1 .21-2 i r TT - ON 3-22-51 l -F-CZ T, CROSS 5E:ICN fo Z 22-M, 14-21-2010 CO;N OILS 3`22-91 1IL-25-2012! CEM11-i-S 3-92-L-1 I Q ..-2- CCNS F- DETPULS I 3-Z2-91 14 -23-2MM 4-91 jl.0-VS-2Clfl 7! v3 22 32 21-1 DETPiL TE C ".-I DETPI_S 1 3-Z2-91 1 G- 1: -2,--C-2 c ps 5s FSF ?p 1 CROSS 5F 0,N Pus. -70 3-1-93 Z3, -2.,£10I 5 T RIUC 7 UIRIcc CROSS 5ZCT-lcW far 20 --CN 153 1N -+ for 2c 3-22 -91 2d.e .10`5-2010 -td I ;7OLANOR7ION for 2f, 1 3-22-9t lia-15-20101 11 }113 TIQ-14 for 2i�,kk-1 13-22-9 7RR-3 3-22.9! l4e Ct.TICP 7 for ? 3-22-21 �RRP, G E 3-22-91 110-2&201�1 F"Q.4 )NM -1 T -IN 'or z I 3-22--a j -W-15-20101- E5C -54 3-2005 4h, ('CATMIN for Z - j-22-91 L 2O 01sd FRrIP4 ror 2c),Q *,INCT F�ETi AT -151423 I ID MN P-15-20101 1 3f RPSllIhG CLTPILS HIF RG7 for 29 FUTE 9)TZD qSSZ1-&Y GETWIL51 1 sa ELECT 6 `z'^C for 2-, 2 F-R-MIY sb 1 ELECT & F -ER 'or 2b 3-22-C-1 FIRE ZATUI 3 -22 -RI ;Z�5ERV� ICR T�K 5 -R -P CF c?pRaVR- i 6c ELECT -S 1 -,-;7 F; T far 2c ��n-jsqc�j 2 FPM -1 i ELECT £-,ERT for 26,e.f,q -22-91 -2T 'TED 4- 1 13 10 sc -22-91- -25-Ma, 22 1 13-22-9-1 1112-15-2=1 •!-FPERrLCWEJR - 2 FW1,11-Y ELECT & -0 =f ELECT & !EA7 ?�or 2i 00711 1 3c-31 -,RCGF- FS'- iM= A550-ELIES IC-I-rM i 4-1-2008 120 AAPH 3 -SECOND GUST I z -;Q i ELECT & HEAT ;or.2.. 13-2`2.11 tInn-t FIRc- RAT S-=lD ED . . ........... . .. AT f or 2k-,! �C-25-2 12' -11 Sg-1 1 ��CT d, HE I STORY �G-!S-201G- i RSSE-'�&" y CE-� A- ZERO-LOIKFIRE 1 - Z- & HEAT for 2m 13-22-91 So 1 ASSEMBLY rZ-7. - ZSTORY . ............. ET & EST for 2r. 13-7--g! 42-Z--= 1 sLk L�-ELECT & i4EPT for- 2c) 3-1-S3: a:•CmVR-- DLC S,57L"i i 3-22-% 15; i ELECT d �-�.-:T for Zp tig-,5.- 0 Sr ELECT & f -F -AT for 2a 1110-15-2cm) i NODELS. TYPm-q- HvAc x ST5 -Itm A ! 4-i-97 r; ECT for 2r I10-15-20122 2 Atz CpFE-: -tre,*-s 7s-7 )'A --z-, *v, ELECT for 2r. . zsCE57 2 - z 7 w:I HFAT F- 23 2 STAT I -S I , L,r, ab TYP P! LMBING - R -L MODELS 322 a ��-1 PLUME,,- �To, 2j,"_1 RE�= Sc 1 FLUM8'uIG for MASTER SER TE5 i�Em sI TNC. ISV PP. ROUTE 442 Y. PP. 17756 I BY 1 REV. I H[T- 3--,Z-ql 1 Coe 13 r1 -2M31 la Y L 6E'-0" L 60'-3 3/4" a 1I 38592 �f 16'_0" � N O N i N N LT riOD/FROV1x 1532/24'A VT REW/FRGVV 815/+1+2 Sr �M HST N DOUBLE FIRST TRUSS to w mL=1 Q 2 V71 f 32 4z � h 61'-0" 10/15/13 L 51'-2 1/4" L 44'-10 1/2" t 33'-4 1/2" 32 3449 0 96N-1NYL@ 30 30 17 O MF2EAMOD 5'-1" 2-2v; ?J 72 EA mm olul G Rd LT F,EM/r"RoVLt 14.r„o/SBM VT REOV/FROV92 728o'MOD 0 W2430 � W9M 1 1-M DW PANEL I m ERCK `rioH— 13'-9" D14sr-L ROOF ar a DR AREA - Max SW LOAD UW Ptf a MAX MW LOAD E26 pr t18'-3" 30492 d DOUBLE FIRST TRUSS 4 5'-2 3/4" 905' HOR HGT ® ur93o wz7� ` W2730 1 624 B15 IN - � 1 PurlE I aqd LEE+=S i l I 1-2xi0=---r2 EA MMM -� 1-92S`A4!-T L 5'-0 1/2" � � r Ea � � 9'L-,917"� m 1' `Ca -Lm TOfif' lsi� I R -)B u/ TO sr W UNTPLEVERM I R I I \ I p) I YT �QD/�rrO 71 E1/1L•SC' Td I m I I t LT VV 725/24/0 I I VT REGD/FrtROVU 325/U42I L- I IED - I I� 21 10'-3 1/2" 2' 3'-0" A f 38592 Q 3 G�v6N I 305 39-0" 27'-8 3/4" 22'-8 3/4" 17-8 3/4" 29'-10 1/2" 19'-9" 4' DORMER 4' LIMIER 4' DORMER WM THE BUDDER 15 RN 1BLE FOR DESIGN OF ON -517E RaT FEE ALL L0Cp- CODES. LOADS SHSlLL NOT DCCEED THE MAX LOFA3 INDICATED ON THE PLAIN. SPF2A CEILING —1 BE FROVDED FROM THE FOCTORY Frr 2 SPF #2 HEADER WREL NOR 2x10 CLG JOISTS ARE WITH ANY FODrr LOME IF TN RE AT¢ ANY POINT LOADS, ThESE s Cz THE Rc STT aF rFNE (W SITE SEX SYSTEM D1JG 3b. CY?�iv'FL FIELD NOTE 02. FOR ADDITIONAL DE:TAII.S WIN OFFICE LT IzOD/FROVv: 1&43/3615 VT IlGD/P OV'D: 6.72/1713 plc c� W FINISH FLOOR -(Z E GRADE Oq �i 9 R T_Mm MEAN ROOF �8 MMPI HOUSE (NJ -SITE ROOF C94N€CTIONS m ,` 38 92 Q RIDGE CON ECrMN-P 1 1/4' x 12 x 20M STEL STRAP W1 7-0131 ,5 NAILS EA END OD h 6'-10 1/2" � - c 6 C> OR = TO 37 FROM LOT LIW d 9-0131.'x5' NAILS TOED. m T 13-9" 8A H 1 NN(n c BOTTOM OF PROJECTIONS FLIP CCN'ECTIDN-GW 1 L4'x0)2Dgs STEL STRAP W1 7-0131')QS NAILS FAN QED A - OPENINGS DO NOT EXCEED 25% OF WAl-L AREA a 3-OM-ATILTOED. f - + NY GSL. QATR GSL � a LINED w/'5' W TYPE T GYNE OR SAr' FRT 180 MRTE�AE COPAF�TIQV 16 m FFFLICAR-E BUILDING CLD`^a SME11FLL= 2x5 1Ebc C -G= R -32/5L WALL= R-21 DESIGN SNDW ZONE= 35 GS. o 2010 CODE OF NEW TOix STATE 20111 NYS ECCC: 2N%� Ne -C ThE FLAGS TAD SF•tCIFICRTIC S GF TFE FERMIT SEi ARE LERIVVfD FPcOM MFpR WALL= a4 1E oe FUR-- R -).9113Y B DR) CLG HGT.= S£ ME RE5CHF170 ROOF= 12/12 16oc Imo) DESIGN WIND ZQW= 120 3SG T $ DEPT STAVE, YhiI � ff FROV (3V 12/15/201AUN�2 EMS / .a WIDOMI d DOCK CI} 40/51] �tp IT IS A VIOLATION OF THE NTS MJCATION LAW ARTICLE 145 FOR ANY PERSON, LFE0- - ■ CTI 825°111 GEOMETRY DEST= LOT +4 BLOSSOM LFA , 11571 I P3iSS Esc IS ACi-iNG UNDER THE DIRECTION OF A LICENSED P�MWL ENGIFr , TO ALTER AS 17T=M IN ANT 6W. Iin 1 I I I I I FAUN cn I I v W 30 v, N ILE - - - - - _- ILI N I— 3049 O �s 2 �m � cn VES �RTICSL CF COP1'rLFTED Gy 9{T< BY EiL�? 7-T SFiiP 2 fiDU1L FL1E SECTIIS FOR `Lm TO OFFSET FLUE 6 ~ n CHASE Q+SITE � m � u- W FINISH FLOOR -(Z E GRADE Oq �i R T_Mm MEAN ROOF �8 MMPI HOUSE (NJ -SITE ROOF C94N€CTIONS m ,` 38 92 Q RIDGE CON ECrMN-P 1 1/4' x 12 x 20M STEL STRAP W1 7-0131 ,5 NAILS EA END OD 7 1/7 6'-10 1/2" � - c 6 C> OR = TO 37 FROM LOT LIW d 9-0131.'x5' NAILS TOED. m T 13-9" PRINTFSM PER TRUSS PRINT - i Fit RATED WALLS d 2"5/8' TYFE-x TO COLLAR TIE CON ECTION NN(n c BOTTOM OF PROJECTIONS FLIP CCN'ECTIDN-GW 1 L4'x0)2Dgs STEL STRAP W1 7-0131')QS NAILS FAN QED - OPENINGS DO NOT EXCEED 25% OF WAl-L AREA a 3-OM-ATILTOED. f - + NY GSL. QATR GSL - FLL WMTOW/UOQF RO's IN FIRE WALLS KAEENfiLL C[1PECTION-i5a1T. LTSL2 CA2 F18 -'� S#RTF�IG LAP W/ 8-0131W.5" NF&5 EA 3IDE a � LINED w/'5' W TYPE T GYNE OR SAr' FRT 180 MRTE�AE COPAF�TIQV 16 m BEDROOM. (xF1'CF 6 I AN ON-SITE ROOF CDNimanlo a �i R RIDGE � 1 11/44" NFMLS Tex Mge STEEL STRAP W/ 7-0191'X25' NAILS EA ENDHil ,` 38 92 KNEEWALL COMFCTiON-Li61Z LTS12 OR HS 7 1/7 6'-10 1/2" 7 T 13-9" 1M SEE HIGi WPM DESIGNFLAPI ie a DESIGN R"IART WM FOR HIGH WIND COLUMNS, STIRS, SORAPPIIG d FRSTENWG -4'x10' E )Cf WALL SHTG 1st STORY NOTE 8'-6" CLG HGT. MIN 30" BRACED WALL OVAL PANEL LENGTH. ' NY GSL. QATR GSL Err NOM, FFFLICAR-E BUILDING CLD`^a SME11FLL= 2x5 1Ebc C -G= R -32/5L WALL= R-21 DESIGN SNDW ZONE= 35 GS. 2010 CODE OF NEW TOix STATE 20111 NYS ECCC: 2N%� Ne -C ThE FLAGS TAD SF•tCIFICRTIC S GF TFE FERMIT SEi ARE LERIVVfD FPcOM MFpR WALL= a4 1E oe FUR-- R -).9113Y B DR) CLG HGT.= S£ ME RE5CHF170 ROOF= 12/12 16oc Imo) DESIGN WIND ZQW= 120 3SG T $ DEPT STAVE, YhiI � ff FROV (3V 12/15/201AUN�2 EMS / FEDTL BSMT C - • STAIR t>F£NGIS> ESD WIDOMI d DOCK CI} 40/51] IT IS A VIOLATION OF THE NTS MJCATION LAW ARTICLE 145 FOR ANY PERSON, LFE0- - ■ CTI 825°111 GEOMETRY DEST= LOT +4 BLOSSOM LFA , 11571 I P3iSS Esc IS ACi-iNG UNDER THE DIRECTION OF A LICENSED P�MWL ENGIFr , TO ALTER AS 17T=M IN ANT 6W. EXMM 15t STY SE WALLS 16' WMER FOR OFFSET 2nd STY WALLS ABOVE 2nd STY CLG a WALL SITTING O N FIELD ROOF PROVIDED d INSTALLED ON-St7E BY BLOB — 1 0 PH MECOND GUST I in dbl truss r __ LA C1 BR 1 collector tie across mateline '€ on dbl truss bottom chord (8500+) 1-HHDQ11-SDS2.5 N ea module C LM -8 en dwall thru Fasten mateline floor rims together on-site across mateline w/ 1/2" thru bolts at 48" o.c. or 3/8"x8" lags at 32" o.c. IN= STHD14RJ fasten 1 st stud in interior wall to exterior wall column w/ 2 rows of 0.131"x3" nails at 6" o.c. per row staggered. triple floor joist under wall. Fasten bottom plate to triple floor joist w/ 2 rows of 0.131 "x3" nails at 6" o.c. per row staggered. Double truss over wall. Fasten bottom chord to top plate w/ 0.131 "x3" nails at 2" o.c: Fasten triple floor joist to sill plate w/ 0.131 "x3" nails toed (@ 2" o.c. collector tie across mateline on dbl ceiling joist (8500#) 1-HHDO11- SDS2.5 ea module O: O '0 B Laundry LAUN - Line 2 = BeC— F-L—PLN-7 LINE -8 Fasten fireplace wall studs to main - A-1 wall w/ #8x4" A-1 screws @ 6" o.c. ' N Fasten each cantilevered joist to A-1 sill plate w/ H2.5A L a (3) 0.131 "x3" A-1 nails toed. Ai A Fasten mateline floor rims together on-site across mateline w/ 1/2" thru bolts at 48" Office - GFFICE Office - o.c. or 3/8"x8" lags Line A lat 32 o.c. A-1 = HDU8-SDS2.5 3-2x6 SPF studs U Office - Line 1 20 ( B X�li3-SECOND GUST = (5) LSTA18 from wall studs to triple floor joist C = HHUS210-3 inverted hanger from triple floor WARNING: IT IS A VIOLATION OF THE NY EDUCATION LAW ARTICLE 145 FOR ANY PERSON, UNLESS UNDER THE PREMiERBUILDERS joist to mateline floor girder. DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WAY. AMW=QMOIMM Ii =r NY nor _24,4= r, m� • a � l W6J AF1r E 5UUJM4G CODES:: TURN KEY / MCKAY 2010 FESMU CODE OF NEW YORK STM ES 2010 NYS ECCC7 20M NEC TW F -fes RC TIONS OF Tlz EMIT SET ARE OEUVED FROM AND CM45MTE 1T HIGH WIND DESIGN - 18 DE WnH T}Z FLFM FM s�CT'rKATION!? F HE UrM WrM TA�DVr L ON FILE Wr ht TWPT OF STATE, ERE WERE APPROVED ON M/15/c"(ti0 LKER SYSTEM OMM7-024M IMA ffn Inam ell FE I 7 6 Y 7 1 I 7 I I I I I I I I 1 I I I S ® I I I I I 1 I 6 7 I I 7 I 7 I I I I 1 7 I I 6 I 1 I I I I I I I I I 1 1 1 I I 1 I 1 I I 17 1 7 7 1 R------- 1 ----------- III I 7 I I 6 SSS3S3 I I I I 8 I II r------- ------------------------------------------------- iJ___--__—_—_� .8 W/ 15 COD.. ■ CL.G J FOR G-%iEPCic�i LIQ IN PORCH CLG 6Y B Z R 10/15/13 NY NOMi. Frm- CFE.iE am-ov. G CODES 2011) R=SMDENflFi CME OF PEN YORK STATES 2010 WS ECCCS 2008 NEC T1 -E FLANS APO --=EC. IFICATIONS OF TFE PERMIT SECT ARE LERIYED FMM F*V CON5MTENT WITH THE Fir -M AND SPECIFICATIONS ASSOCIATED WnH TIE FFFROVFL ON FILEWITH i rE DEPT OF STATE. WMCH WERE R=r0 'PVES ON 12/LV= UNC SYSTEM M sMis"�. /-02-M -tfiMM IT 15 A VIOLATION OF THE NYS EDUCATION UN FM= 115 FOR FW FERSON. l9d_ES- FE 1'a ACTR'G TF€ DIRECTION OF A L� EPO�EER, TO ALTER THIS ITcM IN ANY WFIY. f WLOC bnM L AFCI PROTECTION d T R=CPTS. PROVIDED PER 2008 PEC 2 R -L CED�lG LIDFIT ESS SFFFiJ_ FfiTED Fi3i 9h PER 1008 NEC 31421 tf� 3 ON -SI r SHELL EXTEND DEER EXT GFCI RECFPT R5 SHmm so THE REcEPIT MAY BE 4. FROM THE DEDUPI:IRCK�=P REOUIOFR NT_ d R:PR EKT C CI PE ACCESSIBLE FROM (�idF E DITt�'C-0E PCCESE' EXT GFCI RECEi'TS SiF�L Ec PROVIDED A!1) INSi FiLEO EI7 OTF€RS �m7 OW TtE MOOT 1E51 FlT Tif FitOPFi FPO RD;R OF TFE F D TtEr S fOWNI NOT Ei'c FROM CLc� FEAT SYSTEM ON-SITE BY OTtOI RS ELECT 8ZMT) CoiL Iia MPH 3 -SECOND GUST Sl Pa RN4m_IArty. Pa "I • F�L TURN KEY / MCKAY (MFlINSTREETII ELECT. PLAN "uca"°flnn I " 56'-0" a LITE -A1 1? - ----------------------------------------------- - - - - -- __-------- - - - - - - - FLF R❑ --------------------------------------- -------------------------------------------- - - -------- ------ I I -- - - I I I I I I I I I I I I I I I "' UN -HEATED BASEMENT SPACE ONLY S' In I � I I I 1 I I I I p `-------- -- - - - z �_ IOM PLF N i `---- - - - --— -- - -- r � 1. A� L EXPOSED LUMBER TO BE OF NAEURALLY DURABLE WOOD OR W OD THAT IS PRESERVATIVE—TREATED IN ACCORDANCE WITH AWPA Ul. PRESERV'ATIV'ES SHALL BE LISTED IN SECTION 4 OF AWPA Ul. .� 2. ' L LUMBER THAT IS IN CONTACT WITH CONCRETE OR THE GRGU'D MUST BE APPROVED PRESSURE -PRESERVATIVE -TREATED J WOOD SUITABLE FOR GROUND CONTACT USE. 3, AlL SUPPORT COLUMNS SHALL BE APPROVED WOOD OF ' cn -NATUIUAL DECAY RESISTANCE OR APPROVED PRESSURE- PRES RVATIVE-TREATED WOOD. 4. L FIELD CUT ENDS, NOTCHES, DRILLED HOLES OF PRE Sl RVATIVE-TREATED WOOD SHALL BE TREATED IN THE FIELI IN ACCORDANCE WITH AKPA M4. S. L NAILS USED IN THE CONSTRUCTION OF PORCHES AND DECK" SHALL BE THREADED AND BET THE REQUIREMENTS OF ❑ ASTM F 1667• THREADED NAILS S STATED IN THIS DOCUMENT Eel INCL DE HELICAL (SPIRAL) AN ANNULAk RINK SHANK) NAIL . WOOD SCREWS SHALL MEET THE REQUIREMENTS OF ANSI ASM•SE B18.66.1. BOLTS AND LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASME B18.2.1. 6. F ASHING SHALL BE CORROSION -RESISTANT METAL OF A MIN11MI NOMINAL THICKNESS OF 0.019 INCHES OR AN APPROVED NON-METALLIC MATERIAL. 6.1. ALUi4INUM SHOULD NOT BE USED IN DIRECT CONTACT WITH LUMBER TREATED WITH PRESERVATIVES THAT CONTAIN COPP R SUCH AS ACQ, COPPER AZOLE, OR ACZA: 7. L SCREWS, BOLTS, NAILS, NUTS AND WASHERS FOR USE WITH PRESERVATIVE TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRON E, OR COPPER. FASTENERS SHALL BE HOT DIPPED GALVIINIZED AND SHALL MEET THE REQUIREMENTS OF ASTM A 153, CLASS D FOR FASTENERS 3/8" DIAMETER AND SMALLER, OR C ASS C FOR FASTENERS WITH DIAMETERS OVER 3/8". S. FlISTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE P RMITTED TO BE OF MECHANICALLY DEPOSITED ZINC - COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 6695, CLASS 55, MINIMUM. 9. L HARDWARE (JOIST HANGERS, CAST -IN-PLACE POST ANCHORS, ETC.) SHALL SE GALVANIZED OR SHALL BE STAT LESS STEEL. HARDWARE TO BE HOT DIPPED GALVANIZED PRIO TO FABRICATION SHALL MEET ASTM A 653, G-185 COAT NG.HARDWARE TO BE HOT DIPPED GALVANIZED AFTER FABRICATION SHALL MEET ASTM A123. 10. TASTENERS AND CONNECTORS EXPOSED TO SALT WATER OR I I I _ I I 7-5" 3-10 1/ 10'-9" 66'-0 ,Dr 10/15/13 11 2"3-6 10'-0" a � - I 1 I I I I I I I I I I I I I I I I I I I I I I 1 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 1 I I I I I 10'-0 I I I I I I I I I I I 1 1 I I---9-�-- - F --t3-+- - +—�r--F-Ei---I--- - --'-{--'c')--+—+ r, 1[192 PLF Ls - 1 I 1252 FLF - - � - 1/Y L;.. � I U=823# U=823 I I � I ® I I ------------------------------ I I I I I I I i9. I I I I I I I I I I ------------------------------------------- 32-3" SILL ELATE TO FOUNDATION 1050 FLF SLIDING RAO Z" SOUPRE LdRS•ER W/ 1/2" RNC! -10n' a 1260[ CONNECTION - LSE -1 0 RF IFLgT BOLI (RSSLIT'L L/16' OVE'RSiZED HOLD 1/S THICK MDV. WASHER RcIlIU�cD 591 PLATE TO FCLAORTDON 542 PLF SLIDING RND 2" SOUFlFeE WRShER w/ L?' ANCHOR a 24bc CONNECTION -LITE-2 0 PL.F lF'LIFT ALT (RS'S1ME 1/16' OVA HOLD 11S •fi•lLCK MR WR^rEZ R SRL PLATE TO FOUNDATION IITJ FLF SLIDING RNO Z' SOIklR£ 41RS-JER w/ 1/7 ftVCt-XOR a 3810c CONNECTION - LINE -A 132 FLF UwLIFT BOLT WSS<IME L/16' OVFRSlMD HOLE) 1/S THICK MITI 4Aa51-ER REOUL®l SRL PLATE TO F'OUTOFTfIOV 161 FLF SLIDING FlND 2' SOLIt-ice WASHER w/ irL' ANCHOR a 38'bc CONNECTION - LINE -8 432 FLF UPLIFT BOLT (RSS1ME !/lfi` OVERSIZED HOLE) 1/@' THICK MITI WFS-{EREOUIRED R SILL FLATS TO FOIlNDRTIgV 240 FLF SLIDING RAO 2' SOIL 41RSFF72 w/ 1/2' ANCHOR a 370C COAAEL?7CCV - BRL L.IP€-1 317 FLF LF9LIFT SOLT (I;SSIJME 1/16' OVEiZSi2ED HOLE) 1/8' THICK MITWASHER REOUDZED I SRL FLATS TO FOUNDATION 273 FLF SLIDING AND Z SOURRE WASHER w/ 1/2' ANCHOR B 32bc CQNEC'1'IDN - 6Ri LINE -8 237 FLF IJFl-IFf BOLT (p5„41ME 1/16' OVEcs&MI) HOLE) 1/S •RfcCK MAV. 46SFER RcOl.U�ED 591 FLATS TO FOl1AOp'iIDN 240 PLF SLIDING AND Z SOURRE 1Ji,':i-ER w/ 1/2' ANCHOR a 35110c CONNECTION - LALN1 LSE -2 237 FLF lFL1FT BOLT (ASSUlP1E 1/16. OVERSIZED HOLD 1/8' THICK MIN. WASHER RE(3L[Da-0 SRL PI ATE TO FOUNDATION 273 PLF SLIDDVG F7+0 2' SOIXV;E 1VRSFER w/ L?' ANCHOR a 32be COAPECTIDIV - LRJN LINE -8 231 FLF UPLIFT BOLT (ASSUME 1/16' OVERSiZFD HOLE] 1/8• THICK MM WR9fR REOLAfcfD SRL PLATE TO FOUNDATION 314 FLF SLIDING AND 2 SOth'lRCONNECTION E WASHER vY/ 1/7 RNCh(OR a Zg'oc - OFFICE LIPS -1 293 FLF UPLIFT ELT fR5511f1E 1/IS' OVA HOLD 1/S' THAaC MIN. 41RSF•ER REOU9;ED SRL PLATE To FauTOATmN .182 FLF sl.ID9rG AND z saxes Hp51-ER w/ 1/2' ANCHOR a 4z°cc - OFFICE: LIPS -A 231 FLF IFLIFT BOLT (ASSUME 1/116' OVERSIZED HOLD 1/e' THICK M&4 - IM NRFkEl2 RcD SILL PLATE TO FOl1.OR1ION 1ffi FLF SLIDING RAO T SOURRE 4FS-ER w/ 1/7' ANCI-i0R a 42'oc - OFFICE LITER 231 PI.F UPLIFT BOLT (ASS1ME 1/16' OVERSEM HOLD 1/S THICK MIM WR.q•Di REQUIRED -------------------- )DJL I I I I -----------------------------------------------------' ,rm ac I IID I� LOCA FD WITHIN 300 FEET OFA SALT WATER SHORELINE HAL BE STAINLESS STEEL GRADE 304 OR 316. M+ 11. L OTHER [GATED OR NON-FERROUS FASTENERS OR �MID RESIDENTIAL CODE OF NEW YOM STR'rL 2030 Mf5 ECC[: '6006 NEC H_A,FtD ATtE SHALL BE AS APPROVED BY THE AUTHORITY HAVING ThE FLANS RTm SPECIFICATIONS OF THE PERMIT SET ARE OEEVED FROM RND WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH JURISDICTION. 1}E DEPT OF STATE, WHICH WERE APPROVED ON 12/L5r2010 UNDER SYSTEM •M1-337-02-070. 12. O^1 -DIPPED ZINC -[GATED GALVANIZED STEEL CONNECTORS -WfllRNM 1T 15 R V9JiA•fiCid OF THE NTS EDUCATION LAW ARTICLE 145 FOR ANY UNLESS HE IS ACTINGThE DIRECTION OF R L ENGIN. ACTINGUNCicR cam.. ?�E "QUIRED AT ANY CONNECTIONS INTO CONCRETE. FLIER THIS LTEM 9V MY 41AY. SM MINIMUM m ANCHOR 1/2' 6FL DLT5 PER SILL ATS I I � SECTION. ANCHOR 60LT IS REIN 3.S MIN - 12' I I 8 L MAX FROM EACH END OF EACH 591 PLATE SECTILNd. I I CONNECTIONS FOR LISTED UPLIFT LOADS TO Fa FF.OYIDED I FP.OM MODULAR TO FOUNDATION ON-STfE BY SDR. I N I � I I 1 ( L COLUMN SPACING CAN EL fm..USiED AS LONG AS MRX CLEAR SPAN I5 NOT I I DOMZEJ. COLUMNS AT POINT LORD LOCATIONS FRE NOT MOVED, SM A I 1/2:+8`�2'�d/31411 OR 1/7k6�12'Q4Nl STEL PLATE IS INSTALLED ON COLUDNe I ® m 2 COLUMN LORDS SHOWN ON FOU14DRTION FLRId ARE BASED ON INDICATED COLUMN 5PRC9Via Sti041M IF COLUMNS ARE: MOVEiJ. LOADING VfLLES WILL 6E VOID. I 3 CENTER FLOOR GIRDER SHALL C06IST OF 6-2>9D SFFs2 GS/2V31W1 OR 4-2:0 SF -F#2 t24W1 � O ,.. ®1 MEMBERS WITH SPLICES LOCATED R M9HiMlIM OF 2 FEET APART ON ERC11 MGDI:LE I 4. FLOOR S"ON LEP FOR SECURING aUES TDFFDOONAUXLUFSROTTE6 9pI I OF REOIDM 1 I I I I I I I I L�TI I I I I I I I I I I I I I i 1 I I I I I I I I I I I I I I I LIFE -1 ° 120 ORH 3 -SECOND I ty I I � I I I I I I 7 1l2" MITO BE M L THIS FOU(��ORTIODRAWING H�SIGN � 8'i�R FOR O�ii�EN6II� ACTUAL OR f¢G[STERm FY2Q-QTECT. Z THIS GR4fIIVG TO BE USED FOR DIMENSIONS ONLY. 3 SEF FLOOR PLAN FOR DIMENSIONS OF LrRTS d STAIR LOCATSOM A. SEE MASTER SERIES GWGS.. SHT. N0. '.,c d 4e. FOR NOTES RTO DETAILS. 5, MR)L CENTER FLOOR GTfd7E5t SLlPPLS2T COLUMN 10'-11 VT_ GUST ASCIDR @rrlO®tK -- �'q A TM a S � �s s 3-90-13 DFL DB TURN KEY / McKRY AM�INSTREET R. FOUNDATION LAYOUT ■- FASTEN VRJ-EY RRrTERS TO ROOF TRUSS AM OR BLOCK= W/2-saxr SCR WS PER RFFTER - pTTAW TRUSS R=5 TO TRUSS TOP CHORDS W13 -p. -j(! ' to -5 TOED ER END - DORMER FRAMING TO ROOF FASTiegM OWS' WOW t-MABJS N 6'a R -IO G BOTTOM PLATE WTO DORMER GEMER FLYS. IMIRIMMINovialEm 10/15/13 -4*000 IT AW PERS� Lt,M IS ACTING CN TT OD EcrmN r R;L mmSm CLPW � vQVEER, NOTE: EL.EVATICSIS SiMM NAY Mnl:G ! OFlriaV:L OR 5-GGESTM FERTLFES TO SLTER THI5 ITEM W ANY WAY. CN-SITc it/12 RO[F BY EL OR I- i 4 - 1 - - - - - - - - - - - - - - - - - - - - - - - - -- FIELD ROOF d FRONT C mizr ON -517E BT sLDR- CWSITE FLLE am 6Y 3 -LR -- - - - - - - - - - -E Ma—ir EELOW 12/12 12 12 i i i i i OCTr7 ON-5ITt SH D.ROOF BY ELD — —F CLG co co —� CLa 120 AAPk 3 -SECOND GUST 3REMIERBVILDERSafm 09 cr An= mm AC 17 ..q Dana off L lai d TURN KEY / McKAY FRONT ELEVRTION -1 x DPM '8-21-13 3%15"=1'-0" I F>N-51Tc 11112 ROOF BY EL OR r—� 4-1 1 I - �r---------------------- - - - - - - i FR D ROOF 014-5ITE BY S -W li I ON-SITE FLUE QIRSE BY ELOR I II I II I l I I 2/12 :4 O'M ; 0A2kvL:-a(a]2 �i oii ipm'im ld TAT FFfI E B m 094x. CODES: 2010 RDSMENTIFL Cf OF NEW YORK 5TFlTE; 2317 NYS EC= 2408 TEC T}E FLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERNED FROM AM C014575TENE WITH THE PLANS AND SPE r :ATIONS ASSOCIATED WITH THE OVAL ON FILE WITH THE CEFr OF STATE, 4hffCH NEIZ APPROVED ON 12/15,MD LNDER SYSTEM WV.387-02 OX -WFRMM IT 15 A VIdAYION OF Tl�c NYS EDUCATItXI LAW Al TICLE 145 FOR ANY P�1. MUM HE IS ACTD G I,M M .11f W9TMDN CF A U9 FRC 'Sa ICNPo_ E3dGIHEt7'i. TO ALTER THIS LTEM 1N ANY WAY. r- 10/15/13 CLG 2/12 Si �F R CLG. 120 MPH 3 -SECOND GUST :'REMIERBUILDERS ""�°:E =wwaMw"=== �Po�Wc .. Pa 177A + Fd'�619.396 � rau�.a L7 -1i-13 C TURN KEY / McKAY MRIN STT RERR ELEVATION -1 . 000 to an >ano ORM 9-30-13 D8 3/16"=V-0" 4 -a - 31695_ r -i 4-� fZ: -_---1--- 1 LEFT ELEVATION j 1. c jjjjjj~ 10/15/13 NY NOM RIFUVELE BUD -DM COOEa 2MO RESIIENTIF1L CODE OF WW MIX STFTM 2MO NYS EC= 2MB NEC TFE PLPNS FM S'ECIFICRTIONS OF TFE PERMIT SET FRE DERNED FROM AM CONSISTENT WITH TFE PLPNS FW S'EC TLQNS FISSOCLRTED 411TH TFE FPPROVFL ON FILE KITH TFE DEPT OF STRTE. WF¢CH NETS LVED ON 12115/efli0 ll�1DER $Y$TEtq eM1/{2-070 LNJESS Ffttm�E I5 RCTING LNOM TF WREA VIOLRTMN OF THE CTION OF R LIC��D E� ENGDE TO RLTER TF95 ITEA IN PNY WAY. S�tr<d 120 (CPN 3 -SECOND GUST uurnQ1 u■ Mrlr%&� m■�: A KS S[ Q rIya �MM; IC ffi/rw�s sa3i P! i1/� 6rL 196 ifs W-14-19 OM PE TURN KEY / MCKAY MAAIINSTREET LEFT ELEVATION -1 mm NM nn us d I II I I I I II I I I I �jI.:l�`h v o a W �L �^ a 'fr o z °fl`" ciz N pp r > �jI.:l�`h G �L a 'fr o 20-0' MIN AS SHOWN ON DRAWINGS: UMTS ?',AT HAVE OFFSETS AND/CR FDJDINING LNITS AT ErnIF_R CR BOTH ENDS R.YT- SIDES. ALL UNITS MAY BE OF VARYING- WIg BE ROTATED 90.iHS- AND VARYING LF]NIiiH15. u14I7s MAY - MAXIMUR-AREA OF AL1' ONE FLOOR Is G'DVERNETT BY THE FMJCASLE BUILDIlNG CODE.. MIN. NUP43ER OF MODUL RS = 2 MAX: NJ?%BIZ- OF MCOLLES =. 6 FOR-CRO55 SECTIONS AND ALTER RTE CD45TRUCTIOV'. DETAILS. SEE SHTS 71" 79-L 7y 71, 7n. 7a, -le, Bb. at- FOR c FOREXTRA TRUSS/RAFTER REWIRE[ ON LOWER ROOF SECTION DUE TO S DRIFT, SFA THE CR.CU.ATIONS MAN ---------------------- i I i. NOTE s20. NOT FOR I I I 1 ___-------- CL _._ ______._._-__ I 1 I 1 1 t I I 1 l 1 1 1' ( 1 1 i.. FIELD (NOTE -9 P 1 FOR ,----------- l-------------------- (NYS) -- --- ----ONYSI GARAGE SAMLL BE SEPARATED FROM DWELLINGUNIT BY 3V4 HOUR, CONSTRICTION SEE' SECTION 3091 tMNOlAG1i 309.22 GARAC7:/TEt'MYNT:S3ARA - T,VLL TD BE WP61A5 SEE NOTE -21: 1D-0' MIO LENGTH OF MCOI.LES 61•'-D' MAX LENGTH OF MODULES: TYP FLOOR PLRN SEE STET=f 3b, GEI.f1Ftl(:. NOTES: -..2; NOTES- •13 d •17 SCALE: :CPT. SEED. DORPZP- SEE. SKI 71 r--=--------------- 7 --- - --- -N' i 1 , 1 r r 1 I F i- , � 1 REAR F1FVATTON FRONT ELEVATION. 12 SEE SHT5 Ba. fib, 6c-..6 Be �3 w 12 FOR OPT. DORMER.;DETRILS a 12 NN+ 1 1 Fry SIDE FLEUATION RIGHT STTTF FI FVATION- 5CFLE OPT, VRd(ED GAZE SEE SHY 8b 24, ROTE -16 OPT OR KITCHEN I 1 r + I BALCONY SITI CETR �. LIVING ROOM 2 4257+257 0 Ii rRITT 11 X11 II CPT. BEDROOM 4257 4"[57 1. 4257 4257 PLAN SHOWING RLI: HALL LOCATTON SCALE 1/8=1'-0" NOTE: UNIT LENGTHS. UNIT WIDTHS. MM ROOM DIMS. AREAS A`tO MOTES FROM TTP, FLOOR PLAN SIAL APPLY. 2 KITC7fN/DR{iF �- CPT. BEDROOM AID 4257. 4257 CEILI.G OPEN S ll :TO SECOND FLOOR 11 1,257 3037 FOR DETAILS I 1 4257 _____________ 5_ BECROO.M. .--- _--- LIVING ROOM 4257. 4257 1 4257 4257 PIAN SHOWINGOPT. IOFT SCALE: nnFl -to 00 2 • NOTE ,i OPTIONAL BEDROOM 11 u. NOTE -3 _ �•-L46�_�•�' i+• 10- `•' L. I+ MIO ARM TO 5F o NOTE -3.ci s ra IOTG'E' i W}L UTILITY + p ;; ;1 rwro+ze ra MIN. CRO55: FLOOR F+',EIT 50 SF i 5 7-91 O rP MI I OPTTG(NAL OR. FWRD_Y ROOM F1--------------`--- I I` _____ -------------- _ _7== 9: 1I - -------- --=-., MIIC: RRE9 70 SF --------------- it I I ++ E 1 E3 +' NOTE •5 , I BAIL Nn 11 I ALT STAIRS li 2 ::0 I i i(\.{ /��i FW'tiL7- ROOM NOTE --9 ,VI �J;( I I. DEN Il. -------' -_ ' 1 DINING ROOM LIVING ROO - • - ' I.� MIN. ARM 70 OR 150 SF .` 10 �„ 10 i +BEDROOM, LIVI G-SROO`111 MIN. ARM •' NOTE -17 150 SF- l l 7-0"MFL 7-0" MIN I1 / i 9 i T M tl'-S' MI)V: INIIH WIDTH 0.F. UNIT �T T -O' MIR OPTIONAL BEDROOM ' ` I DIIENSIIRN VARIES I ROOO, I. MB'L F12ER- 70. 5F 407E i i BEDROOM „MR,... AREA TD.SF IV -6' MIR I. 13'I �L l} RDOM "`-'� DIM. VARIES HIR[ MOTH OF UNIT + FA. IIT' RODH MIN AREA 70 I SF I.t w -- .• 1. 11 i'i 4257 4257 4257 _____ 4257 4x57 f .. -,------- _ <257.. _ AS SHOWN ON DRAWINGS: UMTS ?',AT HAVE OFFSETS AND/CR FDJDINING LNITS AT ErnIF_R CR BOTH ENDS R.YT- SIDES. ALL UNITS MAY BE OF VARYING- WIg BE ROTATED 90.iHS- AND VARYING LF]NIiiH15. u14I7s MAY - MAXIMUR-AREA OF AL1' ONE FLOOR Is G'DVERNETT BY THE FMJCASLE BUILDIlNG CODE.. MIN. NUP43ER OF MODUL RS = 2 MAX: NJ?%BIZ- OF MCOLLES =. 6 FOR-CRO55 SECTIONS AND ALTER RTE CD45TRUCTIOV'. DETAILS. SEE SHTS 71" 79-L 7y 71, 7n. 7a, -le, Bb. at- FOR c FOREXTRA TRUSS/RAFTER REWIRE[ ON LOWER ROOF SECTION DUE TO S DRIFT, SFA THE CR.CU.ATIONS MAN ---------------------- i I i. NOTE s20. NOT FOR I I I 1 ___-------- CL _._ ______._._-__ I 1 I 1 1 t I I 1 l 1 1 1' ( 1 1 i.. FIELD (NOTE -9 P 1 FOR ,----------- l-------------------- (NYS) -- --- ----ONYSI GARAGE SAMLL BE SEPARATED FROM DWELLINGUNIT BY 3V4 HOUR, CONSTRICTION SEE' SECTION 3091 tMNOlAG1i 309.22 GARAC7:/TEt'MYNT:S3ARA - T,VLL TD BE WP61A5 SEE NOTE -21: 1D-0' MIO LENGTH OF MCOI.LES 61•'-D' MAX LENGTH OF MODULES: TYP FLOOR PLRN SEE STET=f 3b, GEI.f1Ftl(:. NOTES: -..2; NOTES- •13 d •17 SCALE: :CPT. SEED. DORPZP- SEE. SKI 71 r--=--------------- 7 --- - --- -N' i 1 , 1 r r 1 I F i- , � 1 REAR F1FVATTON FRONT ELEVATION. 12 SEE SHT5 Ba. fib, 6c-..6 Be �3 w 12 FOR OPT. DORMER.;DETRILS a 12 NN+ 1 1 Fry SIDE FLEUATION RIGHT STTTF FI FVATION- 5CFLE OPT, VRd(ED GAZE SEE SHY 8b 24, ROTE -16 OPT OR KITCHEN I 1 r + I BALCONY SITI CETR �. LIVING ROOM 2 4257+257 0 Ii rRITT 11 X11 II CPT. BEDROOM 4257 4"[57 1. 4257 4257 PLAN SHOWING RLI: HALL LOCATTON SCALE 1/8=1'-0" NOTE: UNIT LENGTHS. UNIT WIDTHS. MM ROOM DIMS. AREAS A`tO MOTES FROM TTP, FLOOR PLAN SIAL APPLY. 2 KITC7fN/DR{iF �- CPT. BEDROOM AID ----------- CEILI.G OPEN S ll :TO SECOND FLOOR 11 FOR DETAILS I NOTE -15 5_ BECROO.M. .--- _--- LIVING ROOM 4257. 4257 1 4257 4257 PIAN SHOWINGOPT. IOFT SCALE: nnFl NOTE.- ALL H'Y AILS BY BUIL .R NDTE d7 C STRRIGHT STAIRS "F "STAIRS NOTE, FOR STAIR DETAILS- SEE SIT 4. 1& SDCX IDINGS ; A.VF�EVlNYL SIDING SHOWN- OTHER 20, INTEGRPL.GARAGES SEE PAGE 9t-! S 9C2 FOR DETAILS tNOT FOR NY1 SEE PAGE Sc_3-FOR. NT. 2L QM OPENINGS BETWEEN THE GARAGE AND RESIDENCE SHALL BE EGUIPPED' WITH.A 45 MINUTE FIRE -RATED DOOR R55EMBLY EOVIPPED WITH A SELF-CLOSING DEVICE. ACCESS OPENINGS IN GARAGE CEIUING- PAY ONLY 1E INSTALLED.. IF VERTICAL: SEPARATION IS MAIITAIED BETWEEN THE RESIDENCE S GARAGE_ t*IME FRIaR IELD NOTES L IN]DSTTQAN�L-LAOTRRIOI 8T BUILDER. ARE @LOOSE FOR FIELD 2 S4gr :FTTON�B -. 15 SHIPPED LOOSE FOR FIELD- 3.A$�77O7JOPS, STfIIRS. FKtv04BUILlAE1RL5. GUTTERS.00S,7 S. Bc1ILDER IN RCCORONFRICE WITH STATE �WQ/OR CEO -BY 4 BASE T WINDOWS ARAE OPTION14L AND INSTALLEDBY EIURJM 5: TME LAST RRO/W OF SIDING BOTH FRCYNT fYNO SHTPFED L00.� FOR FIELD INSTF ATICHY BUILCER: & 4 fN5TPt1MfDlBY OR LION SAL DIIDI�NGSSA'PLLMO 7• TERMINATION B./ILOEA `.ALL BE HIN. 3' AVE HIGtC POINT L,AtRE 71EY P855 TK4U THE ROOF F7.O AT LEAST 2 HIGHER THAN THE PEAK & Q IISTPo1E➢ ON SIITTE By ILA BY PJTtPRCTURER & tF (e'ARRGE IS SPECIFIED.. DOOR AND FLOOR ARE TFF EUILDERS R_SeONSIBILITY. ID. RIDGE VENT 9{IPPED LOOSE FOR FIELD INSTALLATION BY BUIL-CER. SEE. GENERAL NOTES - 2. NOTE -10, SKY 3b. IL QM BATHROOMS" PRY PAVE B-8' CEILING FEIGHT - AT FRONT CLEARANCE AREA -& OVERTOP OF FIXTLFZ, TUB/s_vWERS OR SOWERS FWY HAVE S-6' MI,L CEILING HEIGHF ABOVE THE MIM 30` SQUARE AREA:. AT THE SHQI.£RFEfil FLOOR PLRN NOTES L sqN 0V,VLI WITH THOSE TLLA I }}&,r1HEEN7�Gp1R1ESS REIXfIREPENN�TS ARE MET. 2 VElNTItAT]WONR AS . RX SIZS )a 8i LIGHT d 4$. 1 SEE SALT 6% FOR: RLTERNFITE KITCT-EN & BATH LAYOUTS. 4. &W ARE ry"a F IN MST HFRHS LOCATED. ON EXTERIOR 11A_L9� I MFRRTA15E WALL MAY BE OMITTED, PROVIDED TFE C LEMSPAN DOES NOT EXCEM THOSE S1mN IN THE CALCULATIONS. MRVJA-.: G SHUTTERS ARE OPTIU,FL. -7. STAIR MAY BE OnMITED TO FORM A -UTILITY AREA. IF SPACE IS NOT USED AS: UTILM, R WR5FET/DRYER 6. OR A t.H MAT BE INSTALLED BY OTHERS: 24 CLEAR WIDTH MIN PSNTM (EATER PCCE55. (09/12 IRC d NY) &: Ab0IT161q FULL. 3/4 OR 1/2 BATHS MAY BE ROOM WITHIN THE UNIT. MINIMLIM ROOM DIMENSIONS, AREAS, LIGHT, VENT R*A EGRESS FOR: HABITABLE SPACE$ SMALL BE COMPLIED WITH. 9. HALL MY BE LOCATED IN FRONT CM2 REAR AWKE. 10.. A�C11'� MAY --BE OMITTED OR EXTENCEO' TO FORM AN 1L T £..INO L. Ft 1L OR PLIW .+N: WILL VARYLNITN 12., FOR LABELS AND DATA PLATE LOCRTI45, SEE GENERAL NOTES - 2, NOTE -7 ON SIT 3h 11 FFOOR SCTIED3 Ej6AA l,GEN'ERA_ NOTES, 14. TMSSBHATTSH MAY SERVE 1 OR 2 BEDROOMS, 1S. CEILING CPEH1 TO SECOND FLOCK MAY EE -IN :Ow_ ...MOOLLE C('LY. SEE 51-F 6e FOR OPTICNFK. LOFT CCNFIGUtRTTCNS IS. 410' a 1D=0' CANTILEVEREO BALCONY OF TRERTEO LUMBER IS- AVAILABP ON MOST' MMOELS. 17. MIN. WIDTH FOR STAIR GPEINRG IS 3-0'_ 1& FOR OPTIONYi_. CLOSET C(ASIGLRATIONS-.-SEE SMT 6e. M2 THE. NEN YORK STAMP OF APPROVAL. 120 MPH 3 -SECOND GUST anS _FO f�cy�1S� RF i 9ISr61k U9E4 OiV51f.`T rNs�w�r,Raltcal -1 A±-aaM+4++1-.3iam;>a ar r_vavVw': _ MASTER SERIES C.RPE MODELS FLOOR PLRN', ELEVRTIONS 3 NOTES MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 RN' BY ORTE I SCRLE I REV. 1 HT, MJL 3-22-91 SHOWN 10-26-20121 2b ELECTRIC CIRCUIT SCHEDULE SEE NOTES •7 AND =a DOOR SCHEDULE WINDOW SCHEDULE WINDOW SCHEDULE FINISH TYPE IDENT. NO. U VRL LIGHT VENT TYPE MRX. FLR. EGRESS MRTERIAL SHGC IDENT. N0. U VRL LIGHT VENT TYPE MRX. FLR. E RE5S MATERIAL SHGC No. DESCRIPTION WIRE 8KR POLE No. SIZE U VALUE G MATERIAL RRER SF CLR. SF RRER SF CLR. SF 1 GFCI SMALL APPLIANCE 12-2 W/G 20 RMP SINGLE EXTERIOR DOORS - ALL GLASS TO BE SAFETY GLAZING SUPERSERL ANDERSEN SILVER LINE SERIES 2 GFCI 1 36•.80• 200 - STEEL PTD BLANK 2257 _49-.33 578 296 SH -DH - 72.25 - VINYL Si - OH SH - OH SH - CH 5H - OH 2a CFCI SMALL APPLIANCE (OPT) is 270 .67 ^ 2 LITE 2265 .49-.33 &m 3.44 SH -OH 8363 - VINYL OH=0'40 -0'39 CS=0.32 2259 31-.31 593 - 543 221 - 3137 SH -OH 7025 - 6758 - V)Nri DH'0.32 SH=0.33 C5=030 2b CACI SMALL APPLIANCE (OPT) IB 350 550 9 LITE 3037 .49-.33-�5_2 2.59 SH -OH 64,75 - VINri 31337 31-31 5.33 - 495 2.43 -261 SH -0H 60.75 - 61_88 - VINYL 3 GEPL ILLUM. fiND OPT. HWBB TOE HTR 14-2 W/G 15 RMP - IC 350 &Sf 15 LITE 3449 .49-.33 421 SH -0H10525 - VINYL 3449 .31-31 859 -8.09 4132 - 427 SH-0FI 10050 - IOL33 - - VINYL 4 GFCI BRTH(S). 12-2 W/G 20 AMP 10 36".aw 270 L70 BLINK W/1 SDELITE 3465 EGRESS _.49-.33 554 SH -OH 144.75 59 VINYL 3837 31-31 7135 - 6.63 321 - 3.42 SH -OH 8025 - 8228 - VINYL 4a GFCI WHIRLPOOL TUB (CPT) 1E DO 237 . 2 LITE W/1 51DELITE 3477 EGRESS .49-.33 7.06 SH -GH 16188 71 -VINYL 4237 31-31 7.91 - 7.47 36 - 382 SH -OH 90M - 93.38 - VINYL 4b GFCI ADDITIONAL BATHS (OPT) 1F 350 710 9 LITE W/1 5IDELITE 3857 EGRESS .49-33 11.4 5.71 SH -0H 14250 57 VINYL 3565 EGRESS .31-31 1219 - 1155 5.81 - 6.13 5H -OH 145.25 - 144.38 5.8 - 61 VINYL 4c GFCI ADDITIONAL BATHS (OPT) 1G 36".80• 270 14.0 BLANK W/2 5IEELITES 3869 EGRESS .49-.33 1411_72 SH -OH 176.38 71 VINTL 3859 EGRESS 31-31 1205 - 11_44 5.71 - 6.02 SH -DH 142.75 - 143.00 5.7 - 613 VINYL 5 GENERAL ILLUMINATION 14-2 W/G 15 RMP IH " 270 4Z7 2 LITE W/2 SIDELITES. 4257 EGRESS. .49-.33 1281 64 SH -OH 160.00 6.4 VINYL 4257 EGRESS .31-31 13.02 - 12.41 616 - 6.46 5H -0H 154.00 - 15513 62 - 65 VINYL 5 - " 11 350 890 • 9 LITE W/2 SIDE] TES 2488 .42-28 522 5.47 CSMNT 6525 - VINYL 7 IJ 36".80• 100 - BLANK CLR55 'C' (I HOUR) 3036 .42-.28 459 4.81 CSMNT 57.38 - VINYL 2548 0.32 541 4.46 CSMNT 67.63 _ VINR 8 •• '• " - 2 32'.Sr - 200 - •• '• BLACK 3060 EGRESS .42-28 839 8.73 C5MNT 10428 7.0 VINYL 2936 0.32 4.76 415 CSMNT 59.50 - VINYL N04 .6 RANGE 8-3 W/G 40 AMP DOUBLE ZR 270 .57 2 LITE 4848 -42-.28 10.44 10.94 C5MNT L3050 - VINYL 2960 EGRESS 0.32 8.52 8.36 CSMNT 106.50 8.4 VINYL NO -6 WATER HEATER 1D-2 W/G 25 RMP 26.350 5_50 9 LITE 9660 .49-.33 28.20 5.80 PICT -OH 145130 - VINYL 29602 EGRESS 0.32 17.33 17132 CSMNT 216.63 85 VINYL ll WASHER (OFT) SEE NOTE •4 12-2 W/G 20 RMP SINGLE 2C 350 &61 IS LITE 9558 .49-33 30.10 5.86 BAY -SH -OH 146.50 - VINYL 3436 (132 4.a9 35 CSMNT 6113 - VINYL 6a 12 DRYER- &OPT) SEE NOTES -4 6 •6 ID -3 W/G 30 AMP DOUBLE 20 200 - BLANK CLASS C .42-28 ' (1 HOUR) 9855 2211 915 C5MNT-5OW 22875 - VINYL 9759/9859 .31-31 1 30.78 - 29.70 7.24 - 7.78 PICT -SH -0H 18L00 - 19550 - VINYL COOKTOP TaPT IN LIEU CF TXT 91 10-3 WIG 30 RMP " " 3 77.80• 376 39M '• FRENCH 9862 1 .42-28 1 2492 10.32 CSMNT-BOW 258.00 - VmTL 9558 .31-31 27.03 7.09 BRY-CH 177.25 - VINYL .s SINGLE WALL OVEN N)PT IN LiEu OF TST.9) 12-3 W/G 20 AMP 4 36"/361x80' 200 DOUBLE 3' O" INSULATED JELD-WEN 9862 .32-32 27.68 1134 CSMNT-BOW zza7s VINYL DOLBLE WALL OVEN a IN Lzu cF cKT. 8-3 W/G 40 AMP 5 6(r w _56-36 25M WOOD VINYL SLIDING GLASS 2257 .50-35 5.4 291 5H -OH 67.50 VINYL NEW YORK ENERGY NOTES 15 DISHWASHER )OPT) 14-2 W/G 15 RMP SINGLE 6 72'xa0' 56-.36 30.00 SLIDING 13LRSS 2265 50-35 6.28 342 5H -DH 78.50 - VINYL 1. BUILDING THERMAL ENVELOPE COMPLIANCE REGARDLESS THE TYPE HEAT SHALL BE DEMONSTRATED B7 COMPUTER SOFTWARE AS PROVIDED IN SECTION MI1QL4eck.1 -NYS RESchk. L NY5 RESchack CALCULATIONS SHALL BE PROVIDED TO THE AUTHORITY HAVING JURISDICTION. - EIMDER OR RETAIL CUSTOMER HRS OPTION OF USING RESchack TO DETERMII•E ENERGY COMPLIANCE. 3 INFILTRRTIOM WINDOWS R D DOORS A SLIWINDER - R CFM PER SQUARE FOOT OF WINDOW AREA. B. SLIDER DOORS - 3 CFM PER SQUARE FOOT OF DOOR AREA C. SWINGIIJG DOORS - S CFM PER SQUARE FOOT OF DOOR AREA 4. FOR CRRI.L SPACE HEATED OR UNHEATED BASEMENT, FLOORS AND/OR FOUNDATION WALLS SHALL BE INSULATED IN ACCORDANCE WITH THE ENERGY CODE BY FIELD CONTRACTOR. FIELD CONTRACTOR HR5 THE OPTION OF PURCHASING FLOOR INSULATION FROM R SOURCE OTHER THAN THE MODULAR HOME MANUFACTURER 5. HVAC EQUIPMENT SHALL COMPLY WITH SECTION Mi40L3, WATER HEATERS SHALL COMPLY WITH SECTION P280L & HVAC APD WATER HEATING, PIPING AND DUCTS SHALL BE INSULATED AS REOUIREO IN SECTIONS NA1103.3. NLU03.4, NIM921 7. WATER HEATERS WITH VERTICAL PIPE RISERS SHALL HAVE R HEAT TRAP ON BOTH THE INLET RND OUTLET OF THE WATER HEATER UNLESS THE WATER HEATER HRS AN INTEGRAL TRAP OR IS PART OF A CIRCULATING SYSTEM. & THERMOSTATS TO CONTROL HEATING SHALL BE CAPABLE OF BEING SET FROM R MINIMUM OF 55' TO W F. AT LEAST ONE THERMOSTAT OF THE PROGRAMPBLE TYPE (TO BE USED IN THE LARGEST HEAT ZONED SHALL BE PROVIDED FOR EACH SEPARATE DWELLING UNIT (ELCTI FOR NONFELECTRIC UNITS. ALL THERMOSTATS SHALL BE PROGRRMRBLE TYPE- YPE 9. FIREPLACES SHALL HAVE PROVISIONS FOR OUTSIDE RIR FOR COMBUSTION AND DAMPERS NOT TO EXCEED 20 CFM OR TIGHT FITTING DAMPERS AND GLASS DOORS. GAS FIREPLACES SHALL HAVE AUTOMATIC IGNITION. 10. THE BUILDING ENVELOPE SHALL BE DURABLY. SEALED AND AIR LEAKAGE TESTED (NUOZ4) TO LIMIT INFILTRATION CTABL.E NIIOZ40 THE SEALING METHODS BETWEEN DISSIMILAR MATERIALS SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION THE FOLLOWING SHALL BE CAULKED, GRSKETED, WERTHERSTRIPPED OR OTHERWISE SEALED WITH AN AIR BARRIER MRTERIFL. SUITABLE FILM OR SOLID MATERIAL: L ALL .DINTS SERM5 AND PENETRATIONS. - Z SITE -BUILT WINDOWS. DOORS AND SKYLIGHRS. 3. OPENINGS BETWEEN WINDOW AND DOOR ASSEMBLIES AND THEIR RESPECTIVE JRMBS AND FRAMING. 4. UTILITY PENETRATIONS. S DROPPED CEILINGS OR CHASES ADJACENTTOTHE THERMAL ENVELOPE. & KNEE WELLS. 7. WALLS FID CEILINGS SEPARATING A GARAGE FROM CONDITIONED SPACES. 8. BEHIND TUBS AND SHOWERS ON EXTERIOR WALLS. 9. COMMON WALLS BETWEEN DWELLING UNITS. 10. OTHER 5OURCE5 OF INFILTRATION. RECESSED LIGHTING FIXTURES INSTALLED IN THE BUILDING THERMAL ENVELOPE 51RLL BE IC-RRTED, HEARING RSTM E283 MARK AND BE SEALED TO LIMIT AIR LEAKAGE BETWEEN CONDITIONED AND UNCONDITIONED SPACES IN ACCORDANCE WITH SECTION N1102.45 ll. INSULATION OF DUCTS SHALL COMPLY WITH SECTION NUIT171. DUCTS. LOCATED OUTSIDE THE BUILDING ENVELOPE SMALL BE INSLLATEO ON SITE BY BUILDER ALL DUCTS SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH SECTION M1601_31_ DUCTS SHALL BE RSINTED EVERT 10 FEEL IN ACCORDANCE WITH SECTION M1fiOL32 DO THE MANUFACTURER'SINSTFLLRTION INSTRUCTIONS. AIR FILTERS SHALL BE PROVIDED IN THE RETURN RIR SYSTEM. THE PoSYSTEM SHALL PROVIDE A MEANS FOR BALANCING RIR AND WRIER SYSTEMS TESTED FOR DUCT- IGHTNESS PER NUO322 12- FRAME WALLS, FLOORS R D CEILINGS NOT VENTILATED TO ALLOW MOISTURE TO ESCAPE SHALL BE PROVIDED WITH FP APPROVED VAPOR RETARDER HAVING R MAXIMUM PERM RATING OF L0. THE VAPOR RETARDER SHALL BE ATION. INSTALLED ON THE WRRM-3 -WINTER SIDE OF INSULATION. 13 MATERIALS RNID EQUIPMENT SHALL BE INSTRAI IN ACCCROANCE WITH THE MRNLFRCTIRER'5 INSTRLLRTION MRTERIRL5 AND EQUIPMENT SHALL BE IDENTIFIED SO COMPLIANCE CAN BE DETERMINED. 14. MANUFACTURER MANRLS FOR ALL INSTALLED HEATING, COOLING AND WATER HEATING EQUIPMENT SILL BE PROVIDED. 15 RIGID FORM INSUILATION. WHERE SPECIFIED, SHALL HAVE R MM AGED R -VALUE OF 5.0 AT 75' MEAN TEMP. PER LAYER i6-GR®RGE DISPOSAL (OPT) - 61 72'x&Y' 29 3L.9 VINYL VINYL SLIDING GLASS (SILVER LINE) 3037 50-35 481 237 SH -OH 59.25 _ VINYL 17 MICROWAVE (OPTJ 6R 96xa0" 56-36 4491 WOOD VINYL SLIDING GLASS 3449 50-.35 794 399 SH -OH 9915 - VINYL 18 TRASH COMPACTOR (OPT) 14-2 W/G 15 RMP SINGLE 7 501x80" -47-35 19.40 SWINGING PATIO 3465 EGRESS .50-35 1103 5.67 5H -DH 137.86 5.7 VINYL 19 RADON SYSTEM ATTIC FAN (OPT) 14-2 W/G S RMP SINGLE 8 72'xa0" .47-35 2390 " 3477 EGRESS .50-35 1336 6.93 5i+ -[)H 167.00 69 VINYL 20 GENERAL ILLUMINATION vm rmmxv w ,�. - 3857 EGRESS .50-35 10.85 5.65 SH -OH 135.63 5.7 VINYL OH=0.32 21 '• " •• 3869 EGRESS .50-.35 1_350 6.90 SH -CH 16875 69 VINYL SH=034 22 " •• •• - 4257 EGRESS .50-35 12.21 Ell SH -OH 15253 61 VINYL CS=027 23 •• - - - - 2488 .42-32 4.69 5.46 CSMNT 58.63 - VINYL PIC=036 24 3036 .42-.32 450 519 C5MNT 5615 - VINYL 25 " INTERIOR DOORS 3060 EGRE55 .42-.32 827 927 CSMNT 10338 7.5 VINYL 26 " •• •• 9 Irsw - - WOOD PRE -FIN SWINGING 4848 .42-.32 9.38 M92 C5MNT U7.25 - VINYL 27 " ^ •• - '• 10 24'x80" - - C45 .42-.32 2810 16.79 CSMNT-80W 35250 - VINYL 27 28 " " 11 30'.80' - - 9660 50-35 31-49 722 PICT -OH 18050 - VINYL 29 - • 12 32•.80" - - • ^ 1840-18/46 .50-.35 2459 6.24 PICT -5H -OH 15600 - VINYL 30 •• •• .. ^ 12 34"x80' - - • " '• 18-44-18/4fi .50-35 2594 624 BRY-SH-DH 156.00 - yINTI 31 AIR HANDLER (OPT) 14-2 W/G 15 AMP SINGLE 13 36"x80" - - 3462 .49-.33 14.64 - CHALET - - VINYL 32 CONIOENSOR (OPT) 10-2 W/G 30 RMP DOUBLE 14 49•x8V - - 8Y -PASS SLICER 34x235x575 .49-.33 956 - CHALET - - VINYL I ' 33 FURNACE - FACTORY INSTALLED (OPD 14-2 W/G IS AMP SINGLE 15 '24",aR - - BI -FOLD 7275x625x145 .49-.33 522 - RANCH - _ VIIJTL FXD=036 34 FURNACE - FIELD INSTALLED (OPT) 12-2 W/G 20 RMP SINGLE 16 30'x80" - - 72.5x725.14.75 .49-.33 549 - Rstai - - VINYL 35 AIR COHDITCNER (OPT) 12-2 W/G 20 AMP DOUBLE I? 36'.80' ANDERSEN 36 RESERVED 18 48^,BP - - - 2257 0.35 4.98 3.02 DH 6225 - 410 -VINYL 37 RESERVED is fiPxar - - 3037 0.35 4.46 258 OH 5575 - WO -VINYL 38 RESERVED 20 72°x80" - - •• 3449 035 7.48 422 OH 9350 - WD -VINYL 39 RESERVED 21 48'x80' - - WODO/MIRROR BY-PR55 SLICER 3465 EGRESS 0.35 1048 5.88 OH L3100 5.9 WD -VINYL OFk029 40 RESERVED 22 24"x80' - - WOOD POCKET 3475 EGRESS 035 1272 713 OH 159130 71 yO_VIyTL 41 RESERVED 23 30'.a0' - - 3857 EGRE55 0.35 1031 5.73 DH 128M 57 W -VINYL HHL ELECTRIC HEAT - 12-2 W/G 20 RMP DOUBLE 24 48'.W - - FRENCH 3869 EGRESS 035 12.89 5.73 OH 143.25 S7 WO -VINYL H-2 " •• •• 25 60x80"- - - 4257 EGRESS 035 1164 641 OH 145.50 64 VA -VINYL H-3 " 26 72'x80' - - 2936 034 5204.80 C5MNT 6500 - WD -VINYL H-4 • ^ 27 40•x8. - - DOIBI_E 2960 EGRESS 034 320 8.40 CSMNT 115130 72 WO -VINYL H-5 • " am Nsimm u nms 28 60'.80' - - 5760 EGRESS 034 18.30 LE -70 C5MNT 22875 7.6 WD -VINYL C5=0.30 HH6 " 29 72'xS[r _ _ _ " L14-60 EGRESS 034 3660 3340 CSMNT 45750 7.5 WD -VINYL PIC�32 • H-7 " " " 9657 0.35 2524 604 PICT -OH 15100 - WO -VINYL DOORS A•0 WINDOWS- MAY HAVE SUBSTITUTE. MANUFACTURERS. BUT SHALL COMPLY WITH THE H_8 " " " •• •• , APPLICABLE ENERGY CODE. STRUCTURAL AND EGRESS REQUIREMENTS. 9855 034 21.60 950 CSMNT-BOW 240130 - WD -VINYL I& FOR ATTIC SPACES WITH FD® STRD25 AND REMAINING UNCONDITIONED SPACE, THE FOLLOWING OPTIONS SHALL APPLY: R- THE BUILDER MAY ENCLOSE THE STAIRS ON LEVEL WITHIN THE ATTIC SPACE THE WALLS SURROUNDING THE STAIRS SHALL BE INSULATED AND PROTECTED WITH A VAPOR BARRIER. ELECTRICAL NOTES: RNDERSEN - 200 SERIES L WHEN CIRCUITS REQUIRED WILL NOT FIT IN R SINGLE PANEL BOX, 7GM1A C E1 F TRL AI NO S:THE L EXTERIOR RECEPTACLES 2430 0.30 4.08 255 OH 51130 - VD -VINYL BUILDER SHALL BE RESPONSIBLE FOR SUPPLYING ALL MATERIALS. B- THE FACTORY MAY ENCLOSE THE STAIRS ON LEVEL BENEATH ATTIC SPACE. R SUB -FEED SHALL BE REQUIRED. SEE SHR 6. aY SHALL BE INSTALLED RT THE FRONT AND REAR OF THE DWELLING 3449 EGRESS 0.30 11-25 646 OH 140.63 fi5 VA) -VINYL 029 THE WALLS SURROUNDING THE STAIRS SHALL BE INSULATED AND PROTECTED WITH A VAPOR BARRIER. 2. EXTERIOR RECEPTACLES SHALL IE INSTRII AT THE FRONT AND REAR b) SHALL BE COVERED BY AN "IN -USE' WERTHERPROOF ENCLOSURE 17: FOR BASEMENTS REMRD43NG UNCONDITIONED SPACES. THE BUILDER SHALL ENCLOSE THE BASEMENT STAIRS. OF THE DWELLING AND SHALL BE WEATHERPROOF RIND GFCI PROTECTED. c) SHALL BE TAMPER-RE5ISTRNT AND WEATHER RESISTANT 3050 EGRESS 030 30.52 6139 OH 13150 61 WD -VINYL THE Wg15 SURROUNDING THE BASEMENT STAIRS SHALL BE INSLRTED AND PROTECTED WITH A VAPOR HARRIER. ILLUMINATION RECEPTACLES SHALL BE ON R GENERAL lUMIHATION CIRCUIT. dl SHALL BE GFCI PROTECTED. THE BUILDER IS RESPONSIBLE FOR SUPPLYING ALL MATERIALS. EXTERIOR RECEPTACLES SHALL NOT BE ON R CIRCUIT THAT HAS RECEPTACLESMW e) SHALL BE ON R GENERAL ILLUMINATION CIRCUIT. BASEMENT WALLS ASSOCIATED WITH CONDITIONED BASEMENTS 54:9-L BE INSULATED FROM THE TOP OF THE BASEMENT FOR BATHROOMS OR R SMALL APPLIANCE CIRCUIT. f) SHALL NOT BE ON A CIRCUIT THAT HAS RECEPTACLES FOR BATHROOMS OR 2257 5.1 3.1 OH 63.75 - VA -VINYL 1& NOTE OMMITTED. EXTERIOR RECEPTACLES OTHER THAN THOSE REQUIRED BY THE NEC ARE R SMALL APPLIANCE CIRCIU17. .49-.32 19. R PERMANENT CERTIFICATE SHALL 13E POSTED ON OR IN THE ELECTRICAL DISTRIBUTION PANEL AFTER THE RVFMJ*3E AS AN OPTION. 9) fDOTTION L EXTERIOR RECEPTACLES OTTER THAN THOSE REQUIRED BY THE 3037 .49-32 3.7 22 OH 4625 WD-VONT_ BUILDING 15 COMPLETED R40 READY FOR OCCUPANCY. THE CERTIFICATE 94ILL BE COMPLETED BY THE SUE -DER 3. REFRIGERATOR RECEPTACLES ON SMALL APPLIANCE BRANCH CIRCUITS ARE NOT REQUIRED TO BE GFCI - NEC MAY BE ADDED AS AN OPTION. 3449 .49-.32 75 43 OH - 9375 - WD-V�'L OR REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE COMPLETION OF THE BUILDING E STANDARD D IN CRAWL SPACE UNITS. STANDARD 4. LAUNDRY CEILING 2. ALLGARAGERECEPTACLES MUST BE GFCI PROTECTED (INCLUDING GARAGE DOOR OPENER). S ALL BRANCH CIRCUITS THAT SUPPLY 125 -VOLT. 15 AND 20 RMP OUTLETS INSTALLED IN 3465 EGRESS 102 S9 DH 13250 59 WD -VINYL THE CERTIFICATE SHALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON THE CEILING/ROOF, WALLS. FOUNORTION (BASEMENT WALL, CRRWLSPRCE WALL AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES: LI FA 15. OPTIONAL CEILING LUTES OR FAN LINES MAT REPLACE SWITCHED RECEPTACLES.ARC- DWELLING UNITS � PROTECTED R CIRCUIT .49-.32 OH=0.36 TORR FOR FENESTRATION, CEILING FAN LITES MAY REPLACE CEILING LITES PROVIDED THE LIGHT IS SWITCH -WIRED EXCPSHAL . HENS.ODMEIGARAGES, & BATHROOM 11 RCNYS ERRUF : BASEMENTS. KITCHENS. );ARIL 6 BATHROOMS. 'GFCI 3476 EGRESS .49-32 129 72 OH LfiL25 72 VA -VINYL WHEN THERE IS MORE�TIf1M ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING WHEN L MEP040FNTLY OF THE FAN MOTOR. •6. C712ClAT SCHEDULE REFLECTS ELECTRO fPPL.IAJCES. WHEN GAS APPLIANCES ARE PROTECTS). 15 RED LAUNDRY SINK. PROTECTION IS RSM W/I R 6 FT Y I -OS OF A UTILITY, WETACL OR SWITCHED 4. SWITCHED RECEPTACLES MUST HAVE ONLY OF THE RECEPTACLE SWITCH® TO 5. SWITCHED 3857 EGRESS .49-.32 10.4 S8 OH 130130 5.6 WD -VINYL THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE AND EFFICIENCY OF COOLING AND SERVICE WRIER HEATING EDUEP. U5ED, THE WIRE, BREAKER PM POLE PARAMETERS I SHALL BE THE SAME R5 R RECEPTACLE ACING (A FORA "REQUIRED" RECEPTACLE FOR RECEPTACLE SPACING REQUIRED BY CODE FOR " 3869 EGRESS 1313 72 OH 16250 72 WO -VINYL ETYPEFFICIENCY R-VFLUES. EFFICIENCY RATINGS OF FACTORY INSTALLED EQUIPMENT SHALL BE ON THE FACTORY FOR A GENERAL ILLUMINATION CIRCUIT OR MANUFACTURERS INSTALLATION INSTRUCTIONS 6. BALCONIES. PoRCHES, AND DECKS OVER 20 50 FT SHALL PROVIDED WITH AN OUTDOOR _CONI .49-.32 MAINSULATIONCTURERS AND/OR DATA PLATE ck AND/OR 7. 2002 FPD 2005 NEC - ALL BRANCH CIRCUITS THAT SUPPLY 125 -VOLT, 15 AND 20 RMP RECEPTACLE 4257 EGRESS .49-.32 iL7 65 DH 14625 65 113 -VINYL ALL N SITE 20. LLL NORM. DONE ON SITE SFFYL BE APPROVED BY THE AUTHORITY HAVING JURISDICTION. OUTLETS INSTALLED IN DWELLING UNIT BEDROOMS SHALL1E PROTECTED BY AN ARCfRllL7 CIRCUIT INTERRl1PTER(51 FOR 2(108 NEC OON'PLIRNCE, SEE 2008 NEC 7. Al CEILING LIGHT 8OXE5 TO BE RATED FOR 50 LEL EXCEPTION IF THE LIGHT WEIGHS 30.37 4.3 � 45 CSMNT 5875 � - LA -VINYL 21 SOX OF ALL PERMANENTLY INSTALLED LAMPS SHALL BE HIGYH EFFICACY LAMP, CFL'S SUPPLIED AND �DDu�'ir( ELECTRICAL NOTES. NOTE •3 FOR ADDITIONRL REOUIREMENTS. 6LBS OR LESS, R STAB BOX MAY EE USED. E. ALL L25 -VOLT. 15 AND 20 RMP RECEPTACLES INSTALLED IN DWELLING WITS MUST BE 3061 EGRESS .47-31 85 79 C5MNT 10525 79 WO -VINYL D45TFLI Fn BY OTHERS SHALL SATISFY THIS REQUIREMENT. OWL y 22 ATTIC ACCESS HATCHES *0 DOORS SHALL BE WEATHER-STRIPPED AMINO THEIR PERIMETER AND NOTE OMITTM TEMPER -RESISTANT RECEPTRCLE5- .47-31 INSULATED TO MEET THE SAME R -VALUE AS THE SURROUNDING CEILING NOTPROTECTED SMOKE RMS BALL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED '3 R 9. ALL DWELLING UNITS SHALL HAVE R COMMUNICRTION5 OUTLET. IF NOT PROVIDED BY BEIM EGRESS .47-31 17.0 15.8 CSMNT A750 79 WD -VINYL CS --0.33 23. TABLE N110L4 FOR CLIMATE ZONES BY COUANTY. 82' ARC -FAULT CIRCULI INTERRUPTER. ALL SMOKE ALARMS SILL BE BY BRANCH CIRCUITS DEDICATED TO SMOKE ALARM EQUIPMENT. MANUFACTURER, IT WILL BE PROVIDED AN0 INSTALLED ON-SITE BY OTHERS. 11461 EGRESS 342 315 CSMNT 425130 79 WD -VINYL �� MPH 3 -SECOND G THE CONNECTION OF THE SMOKE WARM BRANCH) CIRCUIT TO THE POWER. SERVICE LO HYDRO -MASSAGE TUBS ONHIIR POOLS = ALL RECEPT'S W/I 5 FT OF THE INSIDE WALL OF THE TUB SHALL BE GFCI PROTECTED IF THE WHIRLPOOL IS CHORD/PLUG CONNECTED. THE 945a.47-31 .47-31 252 62 PICT -OH 155.30 - ND -VINYL SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL_ SHALL BE MECHANICALLY PROTECTED BY UTD_LLING LOCK -ON DEVICES. OUTLET MUST BE READILY ACCESSIBLE, W/I I- OF THE ACCESS, FACING THE ACCESS. ~ 10. (ME) SMOKE ALARMS SHAT NOT 8E PLACED ON BRANCH CIRCUITS PROTECTED SMOKE AL ARMS SHL BE SUPPLIED IL LAMP HOLDERS INSTALLED IN WET OR DAMP LOCATIONS SHALL BE OF THE WATERPROOF T7 9855 .47-31 2813L2.8 C5MNT-BOW 320M - IID-VINTL _ "j BY ARCfWA.T CIRCUIT INTERRUPTER ALL ALARMS BY BRANCH CIRCUITS DEDICATED TO SMOKE ALARM EOUFPMENT. CENTURY SPECIALTY p / IL SE D54 -ANG 3b FOR ADDITIONAL ELECTRICAL NOTES. G1-R2DIG- VENT ANO EGRESS NOTES 2424 1 0.57 1 222 1 OCTRGON - - CLAD OBUTM AT OF STATE. cm S_M N IZ SE ALSO 2008 NEC NOTES FOR ADDITIONAL EIEC REOMNT'S OPER STATE SONNO. L FOR EGRESS WINDOWS. THE MINIMUM WIDTH CLEAR OPEN M SHALL BE 20•. MY 122314001 2. FOR EGRESS WINDOWS, THE MINIMUM HEIGHT CLEAR OPENING 5HRL.L BE 2Y.~, 70 ' FOR EGRESS 3 FOR GROUND LEVELS M NET CLEAR OPENING SHALL BE S5.0M 7 S= 5F MOPENINGS12424 31 271 - OGT -FD® - - VINYL 037 r -IZI r%l4_ MASTER SERIES N...e,.x wear a 4. AGGREGATE GLAZING �SPACES LI INGFOR SLEEPING, EATING OR COOKING) AH OF THE ooR AREAWITH 2424. 34 225 219 OOT-0PER. 2813 VINYL 01B rin..aru+serr+s�ra...ea,m RLL MODELS WRLL COVERING SCHEDULE S. FOR THE PURPOSE OF DETERMVIOG LIGHT AND VENTILATION REQUIREMENTS • ANY NOON+ SHALL SKYLIGHTSBE a.�......�. OF THE COMMON WALL 15 OPEN NPORTION o NOBSTTRUCTED AND PROVIDEJOINING ROOM WHEN S LEFST L/2 OF NOT � THAN zzzz .55-39 264 SKYLIGHT ` SCHEDULES 6 NOTES WALL COVERING STUD SPACING VID OF THE FLOOR AREA of THE INTERIOR ROOM, BUT NOT LESS THAN 25 SQUARE FEET. 's a_AD _ MUNCY HOMES, INC. 6 SEE NOTE •10. DRAWING 7a1, NOTE -& DRAWING 7a_lri FOR EXTERIOR GLASS DOORS AD ma 39 in - SKYLIGHT STRUCTURAL REWIREPENTS IN 110 - 120 MPH WIND ZONES. 2246 53-39 5.89. - SKYLIGHT - - ALPO _ 1_4' WOOD PANELING lfi O.C.WINDOWS 7. OP RATINGS FOR EXTERIOR GLR55 DOORS AND W UOW5 FOR UNM SITED 24 1567 PR ROUTE 442 DO - l20 MPH WIND ZONES ARE LOCATED ON THE AS -BUILT FLOOR PLANS- SH = SINGLE -HUNG, OH DOUBLE -HUNG. CSMNT = CASEMENT. PICT = PICTURE 1/2" Pr 5/8" GYPSUM BOARD 1G OC. OR 24" O.C. & OPERABLE WINDOW'S LOCATED MQFE THAN 72' ABOVE FINISHED GRADE MUST MAINTAIN THE NUMBER AT LEFT INDICATES STO DOUBLE U VALUE: NUMBER AT RIGHT INDICRTE5 LOW E MUNCY, PA 17756 LOWEST PART OF THE WINDOW CLEAR -OPENING A MINIMUM OF 24• ABOVE THE FINISHED PAPE DRN BY ➢RTE SCALE REV. SAT. N0. La' or 3/8• GYPSUM BOARD 12' D.C.. OR 16" O.c FLOOR of THE ROOM IN WHiCi THE WINDOW Is LOCATED' IF THE WINDOW CLEAR -OPENING DOES NOT MEET THESE PERAMETERS. THE BUILDER SHALL BE RESPONSIBLE FOR COMPLIANCE - - WITH SECTION 86132 MOB IRC) Pr R61Z2� (2009 =1 MDT NYS). MJL 3-22-91 NONE 10-15-2010 3e 1/2' VALYL COVERED GYP. 813. 16' O.C. OR 24" O.C. 3 Al WINDOWS REWIRE FLASHING. -f 3 T•lOR6E GENERRL NOTES - 1 GENERAL NOTES - 2 PLUMBING NOTES ELECTRICRL NOTES SEISMIC DESIGN NOTES GENERRL FIELD NOTES ELECTRICRL FIELD NOTES 1. WALL AND CEILING FINISHES SHALL HAVE A 1. WATER HEATERS IN ENCLOSED SPACES SHALL HAVE Z' 1. OWV LINES SHALL BE ABS SCHEDULE 40 COMPLYING L WIRING SHILL BE IN ACCORDANCE WITH THE LATEST 1. DETACHED ONE AND TWO FAMILY DWELLINGS LOCATED L WHERE ROJOIMiJG MODULES THAT HAVE GRP5 OF L/8" L INTERMODULE CONNECTIONS: - FLAME SPREAD RATING OF NOT GREATER THAN 200. MIN. CLEARANCE OR FINISH SHALL HRVE FLAME SPREAD WITH ASTM D 2661 OR PVC SCHEDULE 40 COMPLYING ADOPTED NEC APND INSPECTED IN PLANT BY AN IN SOC C ARE EXEMPT FROM THE SEISMIC OR MORE, FIRE57OPPING SHALL BE PROVIDED AND p- BASEMEN MODELS - ELECT. CONNECTIONS BETWEEN 2 EACH DWELLING SHALL HAVE A MAIN EXIT DOOR. RATING OF LE55 THAN 25. WITH RSTM D 2665 OR COPPER DWV COMPLYING WITH APPROVED CLILITY ASSURANCE AGENCY. REQUIREMENTS OF THE RCNYS. SEE R30172 EXCEPTION. INSTALLED AT ALL CEILING AND FLOOR_.LEVELS BY MODULE(S) AND PANEL BOX ARE BY DIRECT HOOK-UP TO THISDOOR SHALL BE SIDE HINGED, NOT LE55 THAN 2. OPT. FACTORY BUILT FIREPLACES SHALL BE LISTED. ASTM D 306. 2 WIRING SHALL BE TYPE NMB. SECTION R301224 S -R -L BE COMPLIED WITH WHEN THE BUILDER RND/OR SET-UP CREW ON SITE. THE PANEL BOX WIRES SHALL BE LABELED, 3 FEET IN WIDTH AND 6 FEET 8 INCHES IN HEIGHT. LABELED AD INSTALLED IN ACCORDANCE WITH THE PLASTIC PIPE DWVI MAXIMUM HORIZONTAL SUPPORT 3 CIRCUIT BREAKERS SMALL BE RATED AT 10.000 RIC. USING THE PRESCRIPTIVE PORTIONS OF THE RCNYS. THE TYPE THICKNESS AND INSTALLATION OF MATERIAL 8- 2 STORY MODELS - SECOND FLOOR WIRES ARE COT) Fn 3. EXTERIOR WRLL FIRE RATING AND 015TAP CE CONDITIONS OF LISTING. FACTORY BUILT FIREPLACES SPACING - 4'-01, 4. CONDUCTORS. DEVICES AND EQUIP, SMALL BE LABELED SEE 830122 SERVING AS A BARRIER TO THE UNOBSTRUCTED LANDER THE FLOOR OF EACH MODULE THESE WIRES 5HRLL SEPARATION - SEE SECTION R302 6 TABLE R3021 SHALL BE TESTED IN ACCORDANCE WITH UL 127. MAXIMUM VERTICAL SUPPORT SPACING - EACH STORY RND/OR LISTED BY AN APPROVED TESTING AGENCY AND TOWNHOUSES PRE LIMITED TO 50C B. MOVEMENT OF FLAMES AND PRODUCTS OF COMBUSTION BE FED THROUGH PRE-ORILLED HOLES IN THE FIRST 4. CEILING HEIGHTS SHALL CONFORM TO SECTION R305. EXT. AIR SUPPLY SHALL COMPLY WITH SECTION RIO05. HEIGHT AND PIPING SHALL HAVE R MID5TORT GUIDE. INSTALLED IN RCCORORNCE WITH LISTING, IRREGULAR BUILOINGS SHALL REQUIRE A PLAN SHALL BE APPROVED BY THE AUTHORITY HAVING FLOOR ENOWRLL TOP AND SOLE PLATES IN STUD S DWELLING UNITS IN TWO-FRMILY DWELLINGS SHALL BE 3 HVAC AND FIREPLACE CMIWET AND CONNECTORS SHALL COPPER PIPE MAXIMUM HORIZONTAL SUPPORT MFWUFRCTURER'S INSTRUCTIONS RHD APPLICABLE CODES. SPECIFIC ANAILYSIS. JURISDICTION. CAVITIES LOCATED DIRECTLY BELOW THE SECOND FLOOR SEPARATED FROM EACH OTHER BY WALL. AND/OR FLOOR COMPLY WITH NFPR RLL SPACING - 6'-0". 5. NONMETAIIC SHEATHED CRBLE SHALL BE SECURED AT WOOD FRAMED BUILDINGS SILL BE LIMITED TO 2 MANUFACTURER FAS OPTION OF OMITTING PORTIONS WIRE DROPS. RSES OF NOT LESS THAN 1 HOUR FIRE 4. BATH FAN OUTPUT 50 CFM MIM KIT. EXH. 100 CFM MIN. MAXIMUM VERTICAL SUPPORT SPACING - EACH STORY MEMBERS NOT LESS THAN 1 1/4" FROM EDGE OR SHALL THREE STORIES ABOVE GRADE OR TFE LIMITS GIVEN OF/OR COMPLETE ROOF. CEILING AND/OR FLOOR SWITCH LEGS FOR SECOND FLOOR STAIRS LIGHT RESISTIVE15TDERATING WHEN TESTED IN ACCORDANCE WITH 5_ SAFETY GLAZING SHALL BE USED WHERE REQUIRED BY HEIGHT BUT SMALL NOT EXCEED 10'-0". BE PROTECTED WITH 1/16" THICK STEEL SLEEVE OR IN TABLE R6021RL SEE 83072241 SECTIONS OF MODULES, IF BUILDER WANTS TO DROPPED TO BASEMENT SHALL BE INTERCONNECTED ON ASTM E319. FLOOR -CEILING ASSEMBLIES SHALL EXTEND N 5ECT70 R308.4. 2. WATER SUPPLY LINES SHALL BE TYPE L COPPER PLATE. CABLE PA55ING THROUGH NOTCHES SHALL BE L SOC DO APPLIES TO CLINTON ANO FRANKLIN CONSTRUCT SAME IN THE FIELD. DESIGN OR SITE BY THE BUILDER. TO AND BE TIGHT AGAINST THE EXTERIOR WALL AND 6. ENCLOSED RCCESSI9LE SPACES UNDER STAIRS SHALL COMPLYING WITH RSTM B 88. PROTECTED WITH A 1/16" THICK STEEL PLATE COUNTIES, THE NORTHWEST CORNER OF ESSEX VERIFICATION OF DESIGN. SHALL BE BY R PE OR RA. C- CAPE MODELS - MANUFACTURER PROVIDES JUNCTION WALL R55EMBLIES SHALL EXTEND TO THE UNDERSIDE HAVE WALLS, UNDER STAIR SURFACE AND ANY COPPER LINES MAXIMUM HORIZONTAL SUPPORT NONMETALLIC SHEATHED CABLE SHALL BE SECURED AT COUNTY AND MOST OF ST. LAWRENCE COANTY. IN ACCORDANCE WITH GOVERNING CODES. TO ENSURE BOXES IN CEILING BEHIND KNEEWRLL FOR GENERRL OF THE ROOF SHEATHING. FOR FLOOR ASSEMBLY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH SPACING - 61-0'. 4'-6' MAX. WITHIN V-0" OF OUTLET BOX CHECK WITH THE AUTHORITY HAVING JURISDICTION ROOF DESIGN DOES NOT EXCEED THE LORD CARRYING ILLUMINATION. SMOKE DETECTOR AND HEAT CIRCUITS SUPPORTING CONSTRUCTION, SEE R317J1 q MINIMUM l/2 ITCH GYPSUM BOFlRO. MAXIMUM VERTICAL SUPPORT SPACING - EACH 6. RECEPTACLES SHALL NOT BE LOCATFIU OVER ANY PART W THE MUNICIPALITY FOR SEISMIC DESIGN CRTEGOR7. CA'RBILITES OF TFE LOAD BEARING WALLS. ON SECOND FLOOR B7 THE BUILDER. S. AND CARPORTS SHALL COMPLY WITH 7. THIRD PARTY LABEL, INSIGNIA OF APPROVAL Rt -10 DATA STORY HEIGHT BUT NOT TO EXCEED lO-O'. OF ELECTRIC BASEBOARD HEAT UNITS. 3 JOISTS SMALL BE SUPPORTED LRTERRLLY. DESIGNER SHALL CONTACT THE MANUFACTURER TO ELECTRICRL MRTLS TO COMPLETE THE SECOND FLOOR SECTION SECTION 8309. PLATE SHALL BE AFFIXED TO THE KITCHEN RANGE CPVC COMPLYING WITH RSTM D 284fi MAY BE 7. IN KITCHENS A RECEPTACLE OUTLET SHALL BE SEE RSU-27. VERIFY THE SIZE, SPECIES, GRADE, AD O.C. SPACING BY TAE. Q ACCORDANCE 7. fit hARTERIRL, RSSEMBL7. CONSTRUCTION PND CABINET. WHEN A MODULE DOES NOT HAVE A CLOSET. USED AS AN RLTERNgTE MATERIAL INSTALLED AT EACH WAIL COUNTER SPACE THAT IS 12" IN SOC CO- SOLID BLOCKING STALL BE PROVIDED AT OF LOAD BEARING MEMBERS. MATERIALS TO IN WITH GOVERNING CODES. SEE NOTE •28. D- RAISED RANCH MODELS - FOR SITE INSTALLED EQUIPMENT SHALL COMPLY WITH THE RESIDENTIAL ADDITIONAL LABELS SHALL BE AIMED TO THE CPVC LINES MAXIMUM HORIZONTAL SUPPORT OR WIDER. RECEPTACLE OUTLETS SHALL BE INSTALLED EACH INTERMEDIATE SUPPORT. SEE R5027 EXCEPTIONL COMPLETEOMITTEDAREAS SHALL BE SUPPLIED AND THE: IN RCCORDRNCE WITH DEVICES AT ENTRY, La SWITCHES, RECEPTACLES. ETC. CODE OF NEW YORK STATE FIRE RATINGS SMALL BE T BY APPROVED AGENCY DESIGN NUMBERS RNO KITCIMEN RANGE CABINET. WHEN TFHE KITCHEN CABINET I5 INSTALLED ON SITE ST THE BUILDER• LFBEL5 ANO S��' - 3-C• MfLVU1l1M VERTICAL SUPPORT SPACING -EACH 50 THAT NO POINT ALONG THE WALL LINE IS MORE THAN 24" MEASURED HORIZONTALLY FROM A RECEPTACLE 4. WHEN THERE 15 A CANTILEVER AND THE RIM JOISTS ARE SPLICED, THE REM JOISTS SHALL BE SPLICED INSTALLED BY BUILDER GOVERNVING CODES WIRES ARE EITHER Sil.EBED TO BASEMENT OR COn Fn AREDETAILED RRE O9. DATA RATE SHALL BE AFFIXED IN A CLOSET OR IN STORY HEIGHT AND PIPING SHALL HAVE A OUTLET IN THAT SPACE. SEE EXCPTN UNDER E3801.41. U51NG R GALVANIZED METAL TIE NOT LE55 THAN 3. IF BUILDER WANTS, TO CONSTRUCT, FABRICATE AND FOR SITE INSTALLATION OF DEVICES BY THE BUILDER. E- WHEN CIRCUMSTANCES REQUIRE CONNECTIONS OF WIRE 8. INSTALLATION Of INDICT fLARMS RNO AUTOMATIC F MIKE R_R ANOTHER KITCHEN CABINET. WHEN R MODULE HAS NO MMSTORT GUIDE. 8. KITCHEN COUNTERTOP. BATHROOM; GARAGE PND 0.058" Q6 941 AND 1 1/2" WIDE FASTENED WITH ATTACH ELEMENTS• Le. PORCHES, CARPORTS. GARAGES. BETWEEN MODULES. R JUCTION BOX SMALL BE LOCATED - SPRINKLER SYSTEMS SHALL COMPLY W/SECTION 8313 CABINETS OR CLOSETS. LAEIEL5 AND DATA PLATE CROSS-LINKED POLTETHTLETE PEX) COMPLYING WITH RSTM F 877 MAY BE USED RS AN EXTERIOR RECEPTACLES SHALL BE GFCI PROTECTED. (6) 0162" x 3 LT OR (9) 0131" x 3 1/2' ETC. IN THE FIELD TO A LORD BEARING EXTERIOR WALL., UNDER THE FLOOR OR NEAR THE ATTIC ACCESS 9. CONCEALED SPRCES BETWEEN FLOOR/CEILING SHALL BE AFFIXED IN A CLOSET OF ANOTHER MODULE ALTERNATE MATERIAL- KITCHEN AND BATHROOM RECEPTACLES SHALL BE ON NAILS ON EACH SIDE OF THE SPLICE OR A BLOCK DESIGN OR VERIFICATION OF DESIGN SHALL BE BY A - F- ALL COMECTIO45 SHALL BE MADE ON SITE BY BLOR.- ASSEMBLIES SHALL BE DRHFTSTOPPED AT 1000 SF PS BUILT FLOOR PLANS FOR USE BY THE AUTHORITY CROSS-LINKED POLYETHYLENE (PEX) LINES MAXIMUM 20 ALP GFCI CIRCUIT(5]. THE SAME SIZE R5 THE RIM JOIST OF SUFFICIENT LENGTH TO FIT SECURELY PE OR R.R. IN ACCORDANCE WITH GOVERNING CODES. G- SEE MANUFRCTURE 'S SETUP PROCEDURES MANUAL. INTERVALS. SEE SECTION RSO212 MATERIALS SHALL HAVING JLRI50ICTION 5HFLL SHOW ACTUAL LOCATION HO2IZONTFIL SUPPORT SPACING - Z-8'. a FOR WHIRLPOOL TUB OPTIONS, WIRING SHALL BE IN BETWEEN THE JOIST SPACE AT WHICH THE SPLICE OCCURS FASTENED WITH IN ORDER TO ENSURE DESIGN DOES NOT EXC® THE THE BEARING 2 A- SMOKE DETECTOR WIRES DROPPED FROM EACH FLOOR COMPLY WITH SECTION R50212L OF THE INSIGNIA OF RPPROVA_ MAXIMUM VERTICAL SUPPORT SPACING - EACH ACCORDANCE WITH MANUFRCTLRER5 INSTALLATION (8) x162" 3 1/2" OR (12) 1/2' LOAD CARRYING CAPABILITIES OF LORD THE MANUFACTURER TO BASEMENT SHRILL EE INTERCONNECTED WITH 10. FIREBLOCKING SHALL BE PROVIDED IN WOOO-FRRME 8. EXT. CHASES SHALL HAVE INSULATION PND ORYWRLL. STORY HEIGHT BUT NOT TO EXCEED 1T -O" AND INSTRUCTIONS AO SHALL BE GFCI PROTECTED. x 0131" x 3 NAILS ON ERCH SIDE OF SPLICE. WALLS. DESIGNER SHILL CONTACT AND BASEMENT SMOKE DETECTOR BY THE BUILDER. FLOOR CONSTRUCTION AND FLOOR -CEILING ASSEMBLIES IN ACCORDANCE WITH SECTION R602.8. A HANDRAILS SHALL BE PROVIDED ON ST LEAST ONE SIDE OF EACH STAIRWAY WITH FOUR OR MORE RISERS. MIDSTORY GUIDE. 10. WHEN R WASHER RECEPTACLE IS INSTALLED IN R BATHROOM. WHETHER R SEPARATING WOR IS PRESENT THE SEE R201222-2• EXCEPTIONS 4 AND i TO VERIFY THE LOADING, SIZE SPECIES, GRADE O.C. SPACING OF LOAD BEARrNG MEMBERS. GABLE END B- FOR CAPE UNITS, WIRE 15 STABBED THROUGH CHIMNEY FIREBLOCKING SMALL COMPLY WITH R10OL12 HANDRAIL HEIGHT, MEASURED ABOVE STAIR TREAD WATER DISTRIBUTION PIPING BALL CONFORM TO OR NOT, THAT RECEPTACLE SHALL BE GFCI PROTECTED. 5- BUILDINGS LOCATED IN SDC DO SHALL BE PROVIDED WALLS EXCEPT FOR THOSE SUPPORTING WINGED FLOOR/CEILING FOR BUILDER TO INSTALL SECOND FLOOR SMOKE OETECTORISI FIREBLOCKING 5HPLL BE APPLIED BEFORE SPACE I5 NOSINGS SHALL BE NOT LESS THAN 34 INCHES AND ANSI/N5F 61 AND STANDARDS LISTED ABOVE 3. PIPING, FIXTURES, MATERIALS AND DEVICES U. GFCI CIRCUIT PROTECTION SMALL BE PROVIDED BY WITH EXTERIOR AND INTERIOR BRACED WALL LINES. GABLES, BALCONIES, 2nd FLOOR WALL DEAD LORDS ARE 3. BATHROOM CIRCUIT WIRES DROPPED FROM EACH FLOOR TO COVERED OR CONCEALED. 11. ROOF COVERINGS SHALL COMPLY WITH'SECTION 8905. NOT MORE THAN 38 INCHES. SEE SECTION R3115.6. GLAR05 SHALL COMPLY WITH SECTION R312 UTILIZED IN R PLUMBING SYSTEM SHELL COMPLY BREAKER (R RECEPTACLE a SMOKE DETECTORS SMALL BE FIRE( 4.518 OR A SPACING BETWEEN BRACED WALL LINES SHAD -L NOT EXCEED 25 FEET ON CENTER IN BOTH THE NON -LORD BEARING. CONTACT MRNDFRCTLRER TO VERIFY BEARING STATUS OF GABLE ENO WALLS WHEN IN DOUBT. BASEMENT SHALL BE INTERCONNECTED BY THE BUILDER: ' SHINGLES SHALL COMPLY W/ ASTM 03161• CLASS F. L0. VENTILATION OF ATTIC SPACE SHALL BE PROVIDED BY WITH SECTION P26G8. LISTED EQUIVALENT. � LONGITUDINAL AND TRANSVERSE DIRECTIOS. 4. WHEN CONSTRUCTION AND FRBRICATION OF ELEMENTS. 4. PANEL BOXES IN CRAWL SPACE SHELL (L 12. SKYLIGHTS AND SLOPED GLAZING SHALL COMPLY WITH R COMBINATION ERVEVENT AND RIDGE VENTS. THE 4_ SOLDER AND FLUX USED FOR COPPER PIPE SHALL HAVE 13. SMOG DETECTORS SHALL BE DIRECTLY CONNECTED TO WALL BRACING SHALL BE IN ACCORDANCE WITH ie. PORCHES. CARPORTS. GARAGES, ETC. IS DONE IN IER. F OTHER UNITS, INSTALLED 8Y THE MAT R SECTION 830&6. E MINIMUM NET FREE VENTILATION RRER SHALL R CHEMICAL COMPOSITION EOURL TO OR LE55 THAN GENERRL ILLUMINATION CIRCUIT WITH NO TABLE R6D2101 MRNNER THAT DOES NOT IMPOSE ANY ADDITIONAL EITHER TA THE MANUFACTURER MAT EITHER INSTALL THE PANEL 13. STRUCTURAL MEMBERS SUBJECT TO HOLE DRILLING. OF THE PREP O TFE S'RCE VENTILATED. 02 PERCENT LEAD. TIE SOLDER SHALL ITNCOMPLYR5 WITH AASTry 8828. 7HE FLUX SHALL COMR_Y WITH ASTM 8813. INTERVENING SWITCHES AND SHALL BE INTERCONNECTED EXCEPTION6 IPI ONE ANO TWO STORY BUILDINGS. STRUCTURAL LNE LOADS ON THE MODULAR UNIT, NO BOX, WIRE THE PANEL BOX UNDERNEATH FOR 7NSTpLLHTIOJ BY THE BUILDER OR LABEL WIRES FWD CUTTING 0 NOTCHING SILL COMPLY WITH SECTIONS 86026, 502.8,6 88027. TH15 NOTE RESERVED FOR FUTURE AS USE 1L INDIVIDUAL STRUCTURAL 12 INDIVIDUAL COMPONENTS SUCH 5. JOINTS BETWEEN DIFFERENT GRADES OF PLASTIC PIPE 94SLUM A SUCH A MANNER THAT THE ACTIVATION IN T OF ONE ALARM WILL ALL ALARMS IN THE SPACIG BETWEEN BRACED WALL LINES S ALL NOT. EXCEED FELT ON CENTER M ORDER VERIFICATION OF LOAD CARPING CAPABILITIES IS REQUIRED FOR THE ATTACHMENT OF SHIT' PANEL BOX AND BREAKERS LOOSE FOR SEE FIGURES 85028. 86023(17. 8602.3(2). SEE FI SYSTEMS. HABITABLE SPACES. NAREAS, ITRBLE SPACES. O AND OTHER PIPING MATERIAL SHALL OO MAGE WITH AN NIT.ACTIVATE INDIVIDUAL INET. C D ONE SINGLE ROOM NOT EXCEEDING O HE MODULAR ELEMENT TO THE MODULAR UNIT. INSTALLATION BY THE f3ULLOFUZ RHE:MAN STAIRWAYS. CLOSETS, UTILITY AREAS. APPROVED ADAPTER FITTING. THEY SHILL BE LOCATED IN EACH SLEEPING ROOM, 900 SF IN EpCM DWELLING UNIT. ALL OTHER 900 SF IN EACH 5. OPENINGS IN MARRIAGE WALLS GREATER THAN 6'-0" i WHEN PfWF1 BOX IS INISTRLLED IN UNLIT, ELECTRICAL 14. THE: MRNYIFRCTLRER MFlY SUBSTITUTE FOR THE JOIST MANUFACTURER MAY BE KITCHENS. (-Po2gGE5, CARPORTS. ETC. MAY BE 6. FOR RBS PIPE AND p SOLVENT CEMENT OUTSIDE OF EACH SEPARATE SLEEPING AREA ON IRRCm WALL LINE SPACIAL STALL 8E 25 FEET APART ORTI FOUNDATION SHELL REQUIRE A STEEL CTHE CONNECTIONS TTI MODULES SHALL BE MROE IN HANGERS SHOWN IN THE TYPICAL CR055 SECTION INTEGRATED WITH ANY FLOOR PLAN THEY MR! BE H ASTMS, THAT COMPLIES WITH ASTM D SEC SHALL 8E APPLIED TO ALL JOINT SURFACES. SEE SECTION P2904.9.1.L EACH FLOOR LEVEL- ALL SMOKE ALARMS SHALL BE L MAXIMUM. EXTERIOR BRACED WALL LINES SHALL F PIER UNDER EACH END IN THE FOUNDATION- ES 114 BOLES IIN THE ATTIC CAVITY NEAR CRAWINGS. R 2x2 NOMINAL WOOD LEDGER STRIP. ROTATED 90' RND/OR REVERSED IN ANY DIRECTION, FOR CPVC PIPE AND FITTINGS. A SOLVENT CEMENT LISTED AND INSTALLED IN ACCORDANCE w1TH THE HAVE A BRACED WELL PANEL LOCATED AT THE END OF TIE BRACED WALL LINE SEE RSMO. ACTUAL FLOOR PLANS PROVIDED FCR PERMIT 5ET5 TU ACCESS PANEL W THE BfASEMENT. MANUFACTURER ACCESS SMALL SUPPLY JUNCTION BOX AND WIRE. li SINGLE FROM OWNER OCCUPIED DWELLING UNITS ARE EXEMPT303.8 FROM THE FOLLOWING CODE REQUIREMENTS: S PART OR IN THEIR ENTIRETY. APPLICABLE STRUCTURAL SYSTEM DRAWINGS GROOS THAT COMPLIES WITH RSTM F 493 SHALL BE APPLIED PROVISIONS C TIE CODE RND NFPR 72. SEE ELECTRICAL FIELD NOTE •2 .2 6. EXTERIOR WALL TYPE OF BRACE IS METHOD THREE. SHILL SHOW PINUP NOF EXTRA SUPPORTS. 6 SHIP LOOSE APPLIANCES AND OR EQUIPMENT SHILL 0. WHEN PAT BOX I5 NOT LOCATED ON DIRECTLY R303.8 - REQUIRED FELTING N DRAWINGS. IN REFERENCED ON ALL FLOORSH PLAN DRAWINGS. TO ALL ,DINT SURFACES. THE JOINT ANLL BE MADE WHILE THE CEMENT IS WET PM IN ACCORDANCE WITH 14. INSTALL MONOXIDE DETECTORS SHALL PROVIDED AND MINIMUM LENGTH OF BRACED PANEL IS 48" OR AS INE INSTALLED PER THE MRETRIL GUSTO EXTERIOR WAS BUILDING, R T UI 8306.1 -TOILET FACILITIES 13. FOUL PLASTIC IF USED, SHALL 8E IN COMPLIANCE WITH SECTION 8314. ASTM 0 2846 OR R5TM F 493. SEE SECTION P2904.9.12 IO IN ACCORDANCE WITH SECTION 83AS SEE IRED8602 BY AND R 02.10A. . SEE 8602.10.3 AND 4. ILDl1CT INSTRLOTIONS L THE BUILDER OR RENSTL CUSTOMER. 7. FYaNDRE7IL5 SHALL BE SUPPLIED AND INSTALLED B7 THE S N A INS. SERVICE OISCOPINEIBLE MEANS SAL BE INSTALLED AT SERVICE OUTSIDE OF A READILY ACCESSIBLE LOCATION ETRE 83062 - KITCHEN FACILITIES EXEMPTIONS SHALL BE SUBJECT TO APPROVAL BY 14. THI5 NOTE RESERVED FOR FUTURE USE FOR PVC PIPE AND FITTINGS. A PRIMER THAT DETECTORS SHALL BE LISTED AND LABELED AS DETECTORS COMPLYING W3TT1 U_ 2034. PE OF 7 INTERIOR WALL TYPE OF BRACE IS METHOD THREE BUILDER BEFORE UNIT I5 HABITABLE. THE BUDDING OR INSIDE NEAREST THE POINT OF P THE AUTHORITY HAVING JURISDICTION. LS WITH HABITABLE SPACE AND COMPLIES WITH RSTM F 656 SHALL BE APPLIED TO ALL PVC SOLVENT CEMENTED JOINTS. 3S. ENCLOSED INCANDESCENT CEILING LIGHTS IN R CLOSET OR 5 (MRTERIFL APPLIED TO BOTH FACESI. SHALL BE FIELD ENTRANCE OF THE SERVICE CONDUCTORS ON SITE BY L6. CONNECTORS SMALL BE INSTALLED CAPABLE SLEEPING ONE OP SLEEPING RWM SHALL HAVE AT LEAST ONE OPFNRBLE SOLVENT CEMENT FOR PVC PIPE COMPLYING WITH SHALL HAVE 12" MINIMUM HORIZONTAL CLEARANCE FROM MINIMUM LENGTH OF BRACED PANEL IS 4B". SEE AND 860210.4. ONSILLED. EBUILD THE 8 THE BUDDER SILL 8E RESPONSIBLE FOR COMPLYING WITH SECTION 8330, APPLICABLE TO BASEMENTS THE BUIICE DER DIS SERVICE DISCONNECTING MEANS SHALL NOT 8E SPECIFIED OF RESISTING UPLIFT FORCES SPECIF'TED ON THE TRUSS DRAWINGS FOR THE ROOF EMERGENCY ESCAPE AND RESCUE OPENING WITH A SILL HEIGHT OF NOT MORE THAN 44 INCHES ABOVE THE R5TM 0 2564 SHALL BE APPLIED TO ALL JOINT COMBUSTIBLE MATERIAL SURFACE MOUNTED FLUORESCENT OR RECESSED ENCLOSED MR 40ESCENT 8. 51VER602AT WALL SHALL ATTACHMENT REQUIRING AND RESCUE OPENINGS. INSTALLED IN BATHROOMS. TRUSS TO WALL CONNECTION FLOOR, R MINIMUM NET CLEAR OPENING AREA OF SURFACES SEE SECTION P2904-.RI.3. FOR CRO55 LINKED POLYETHYLENE (PEX) PIPE AND CEILING LIGHTS IN A CLOSET SHALL HAVE 6" MINIMUM NOT BE IN 0 R DO. SEE NOT 8E PERMITTED IN SOP'S C OR DO. SEE FASTENED T S. INTERIOR BRACID WALL LIES SHALL BE FASTENED TO PLANS PR g, PLANS ARE FOR DIMENSIONAL AND METHOD THE DISTANALITHORCE PAVING ,E BUILDING SHALL DETERMINE THE DISTANCE THE SERVICE ' TSH CONNECTORS SHALL BE INSTALLED IN ACCORDRNCE 5.7 SQUARE FEET, A MINIMUM NET CLEAR OPENING HEIGHT OF 24 INCITES AND A MINIMUM NET CLEAR FITTINGS, JOINTS BETWEEN TUBING OR FITTINGS- HORIZONTAL CLEARANCE FROM COMBUSTIBLE MATERIAL. FLOOR AND ROOF FARMING [N ACCORDANCE WITH TABLE OF CENTER GIRDER SUPPORT ONLY. FINAL DRAWINGS OF CENTER FOR SITE WORK REQUIRED IN CONNECTION WITH USIDE LL BE AL CONDUCTORS SHALL � ALLOWED TO TRAVEL WITH THE MANUFACTURERS SPECIFICATIONS. SEE SECTIONS 802105 AND RBOZU.L OPENING WIDTH OF 20 RICHES. SMALL COMPLY WITH SECTIONS P29G4.9141 AND P2904.9.L42. SEE SECTION P290491.4. SEECRA 16. 3 WRY AND 4 WRY SWITCHES SHALL BE SO WIRED THAT ALL SWITC NLY IN AL SWITCHIING IS DOZE ONLY IN TF£ UNGROU.NOED RTi02307' SET-UP/INSTALLATION CF THE UNIT SHALL BE DOME TO THE TO TIME MAIN' OISCINPECTING MEANS. REQUIRED WINDOW WELLS SHALL COMPLY WITH 7. HORIZONTAL ES LINES 2 L2 OR LESS 51 -ALL BREAKERS SHALL NOT SWITCHES OR CIRCUITBRE '03575 PARALLEL TO THE TOP PLATE SHALL BE TOE-N4ILED TO THE TOP PLATE WITH MIN 8d NAILS BY A PE OR R.A. BASES ON LOCAL SOIL CONDITIONS. 10. ALL WORK DONE ON SITE SHRILL BE APPROVED BY THE 7, ELECTRIC SERVICE SHILL BE GROUNDED ON SITE BY THE BUD TN ACCORDANCE WITH GOVERNING CDGE5. SECTIONS 83102 AD R3102 -L 16. EACH DWELLING UNIT SHALL CONTAIN AT LEAST ONE SLOPE R MINIMUM OF PER FOOT. SLOPE A MI R O DISCONNECT THE GROUNDED OFR CIRCUIT. SPACED A MAXIMUM OF 6' O.C. AUTHORITY HAVING JURISDICTION. -DER 8. AFTER THE HOME 15 SET ON THE FOUNDATION ANO .THE HABITABLE SPACE WITH 120 SO. FT. MIMMUM GROSS HORIZR ORRIIN LANES 3' SMALL SLOPE T RATED 17. OUTLET BOXES IN FIRE RATED ASSEMBLIES SHALL BE I TOP PLATE LAPS SMALL BE FACE NAILED WITH MIN ELECTRICAL SYSTEM IS COMPLETED BY OTHERS IN FLOOR AREA MINIMUM IN LIT PER AWT. BOXES PASS TYPE ORA LISTED EIGHT (8) I6d NAILS EACH SIDE OF THE SPLICE RCCOMXINCE WITHTHEGOVERNING CODES, R COMPLETE _ OTHER HABITABLE ROOMS EXCEPT KITCHENS SHALL 8. FITTINGS FOR CHANGE IN DIRECTION IN CRgINRGE FITTINGS SHALL COMPLY WITH TABLE 3OF C EQUIVALENT. OUTLET BOXES ON OPPOSITE SIDES OF FIRE RATED � ��1'2 10. OPENINGS IN THE FLOOR OR ROOF/CEILING SHALL OPERATIONAL CHECK SHILL BE PERFORMED' THIS CHECK SHALL BE THE RESPONSIBILITY OF THE BUILDER. HAVE R FLOOR AREA OF NOT LESS THAN 70 SO. FT. HABITABLE RAMS EXCEPT KITCHENS SHALL NOT BE 9. MAXIMUM LENGTH FROM WASTE OUTLETS TO TRAP WALL ASSEMBLIES S-IRLL COPLY WITH 83173.2, NOT EXCEED TWELVE (1D FEET OR 50.5 OF THE 9, COMPLETED ELECTRICAL SYSTEMS SMALLFP INSPECTED - LESS THAN 7 FEET IN ANY HORIZONTAL DIRECTION. WEIR SHALL BE 24". 10. p5 AN ALTERNATIVE TO VENTS THROUGH THE RAF, EXCEPTION L 18. WHEN CIRCUITS WILL NOT FR IN A SINGLE PANEL 80X, LEAST FLOOR ()R ROOF/CERIING DIMENSION 2.g RSH 7777 (41 AND TESTED IN CONFORMANCE WITH.1PERF R TESTING AND INSPECTION SHALL � PERFORMED BY FW SEE SECT. 8304.4 FOR HEIGHT EFFECT ON RWM AREA. 17. THE GREATEST RI5ER HEIGHT OR TREAD DEPTH WITHIN AIR ADMITTANCE VALVES COMPLYING WITH RSSE 1051 A SUB -FEED SMALL BE INSTALLED. SEE DRAWING 6e. 11. IN SDC 00, WATER HEATERS SHALL BE ANCHORED OR APPROVED ELECTRICAL UNDERWRITERS R MY. ANY FLIGHT O STAIRS SHALL NOT EXCEED THE SHALL BE PERMITTED FOR A SINGLE FIXTURE OR FOR FIXTURE TRAPS. SEE SECTION P3L14. 19. SEE DWG M FOR ROOITIDNEL 6 2008 NEC EIEC NOTES. 20.SMOKE HARMS AND DETECTORS INSTALLED WITHIN STRAPPED. STRAPPING BALL BE AT POINTS WITHIN THE UPPER AND LOWER 1/3 OF THE APPLIANCES 10. WHEN AREAS ARE PROVIDED IN THE FACTORY, SMALLEST BY MORE THAN Mr.MULTIPLE 11 HORIZONTAL VENT PIPES SILL BE LOCATED R A 20 FOOT HORIZONTAL PATH OF A COOKING VERTICAL DIMENSIONS. WASHERS, DRYERS. WATER HEATERS MAY BE ED BY RNP WHEN TREAD DEPTH OF WINDERS SHALL COMPLY WITH R31LIG2. MINIMUM OF 6" ABOVE THE FLOOD LEVEL RIM OF APPLIANCE SHALL BE EQUIPPED WITH AN ALARM AT THE LOWER POINT, THE STRAPPING SHALL MAINTAIN PRET. WHEN AREAS OR LPPLIANROV RRE NOT PROVIDED. A APPLIANCES R FLIGHT TE STAIRS SHALL NOT HAVE A VERTICAL THE HIGHEST FIXTURE SERVED. �' SHOWERSLAVATOR SILL COMPLY WITH SECTION P27P2 STLENOING MEANS OR BE DETECTORS THE RMOTO-OTBE IC TYPE 2L SMOKE ALARMS AND3FOOTSHALL NOT BE R MM DI571PNCE OF 4" FlBOVE THE CONTROLS SEE M13072 THE BUILDER, APPLIANCES SHALL BU PROVOST RISE (,TREATER THAN 12 FEET BETWEEN FLOUR LEVELS LAVATORIES SHILL IMPLY WITH SECTION P2711 INSTALLED WLTIT A 3 FOOT HORIZONTAL PATH FROM E MFlNLEpCTURER O2 RETAIL CUSTOMER AND OR LANDINGS THE WIDTH OF EACH LANDING SMALL NOT BE LESS LA WATER CLOSETS SHALL COMPLY WITH SECTION P2712 BATHTU85 SHELL COMPLY WITH SECTION 2713. A WOR TO R KITCHEN OR BATHROOM CONTAINIING R SHOWER OR A TLEL ON SrrE. LL ALL Wim DONE ON SITE SHILL BE APPROVED BY PLUMBING FIELD NOTES THAN THE STAIRWAY OR DOOR SERVED. EVERY LANDING 13. BATHTUB AND SHOWER FLOORS AND WALLS ABOVE 225MOKE ALARMS AND DETECTORS SMALL NOT BE THE AUTHORITY HAVING JURISDICTION. 1. BUILDER RESPONSIBLE FOR SUPPLYING 6 INSTALLING SHALL HAVE A MIRY 50-LtlRHA SI DIMENSION OF 36 INCHES SATHTUB5 WITH 245TPLLED SHOWER HERDS AND W D45TR i m WITHIN A 3 FOOT HORIZONTAL PATH FROM IN THE DIRECTION TRAVEL MEAS18. SHOWER COMPARTMENTS SIAL BE FINISHED WITH A THE TIP OF THE BLADE OF A CEILING SUSPENDED DISHWASHER 6 ICE -MAKER -SOX WATER HAMMER 6 STAIRWAYS SMALL NOT 6E LESS THAN 36 INCHES IN NONABSORBENT SURFACE' SUCH WALL SURFACES SHALL (PRO)LE) FAN. ARRESTOR COMPLYING WITH RSSE 1010. CLEAR WIDTH AT ALL POINTS ABOVE THE PERMITTED EXTEND TO R HEIGHT OF NOT LESS THAN 64 ABOVE 231NTERI(NR STAIRWAYS HAVING 6 OR MORE RISERS SHALL 2. BUILDER RESPONSIBLE FOR SUPPLYING AND HANDRAIL HEIGHT AND BELOW THE REQUIRED HEA[N200M THE FINISHED FLOOR RECIEVE R WALL SWITCH AT ER FLOOR LEVEL TO INSTALLING BATH FIXTURE FIRE BLOCKING. - T HEIGHT. HANDRAILS SHALL NOT PROJECT MORE THAN CT MORE 14. SHOWERS, TUB/SHOWER AND WHIRLPOOL/SHOWER CONTROL THE LIGHTING OUTLET. 3. FIELD INSTRII FO PIPING BETWEEN SECOND 6 FIRST HERT FIELD NOTES 4.5 INCHES ON EITHER SIDE THE AND COMBINATIONS SWILL BE EOUIPPEO WITH CONTROL 24.NO MORE THAN 2 NMB CABLES MAY PASS THROUGH A .FLOORS. BATHROOM TILE d FREEZE PROTECTION ON - THE MINIMUM CLEAR WIDTH OF THE STAIRWAY AT fN0 BELOW THE HANDRAIL NOT LESS HEIGHT SHALLHANDRAIL VALVES OF TFE PRESSURE BALANCE. THERMOSTATIC MIXING OR COMBINATION FL2EBLOCKID HOLE LJITIAOLJT DERATED PER NEC TABLE E3605-1 CRAWL SPACE PIPING Plus AL WORK INE ON SITE SHALL BE APPROVED BY THE AUTHORITY HAVING L IF HPBITP13LE ROOMS ARE TO BE INSTALLED. ON SITE WH NS TNN 315 INCHES WHERE A HANE LED ON PRESSURE BALANCE/THERM05TATIC MIXING VRLVE JURISDICTION PIPING SHALL BE FIELD TESTED IN BASEMENT BY BUILDER AND A COMBUSTIBLE FUEL HERT NOTES SEISMIC DESIGN FIELD NOTES F44N R LS PR ONE SIDE AND 27 INCHES WHERE FSWORpILS PRE TYPES WITH HIGH LIMIT STOPS COMPLYING WITH BEFORE CONCEALMENT. FURNACE is SPECIFIED. A FURNACE ROOM SHALL BE PROVIDED ON BOTH SIDES. RSSE/ANSI 1016 OR 1070. 4. ROUGH AND FMI5HED OWV SYSTEMS SHALL BE TESTED CONSTRUCTED AND A VENT TO EXTERIOR PROVIDED 1. SEE DRAWING 3e FOR ENERGY SUMMARY AND NOTES AND L MR50NRY COSTRUCTION IN SDC DO SILL COMPLY 19, FACTORY SHILL PROVIDE OPENING THROUGH FLOOR LARGE ENOUGH TO ALLOW STAIRS TO COMPLY THE HIO.{ LIMIT STOPS SHILL BE SET IN RCCOROVNCE WITH -SECTIONS PZ5M51 RND BUILDER SILL COMPLY WITH APPLICABLE CODES FOR - R31.1.5.1. TO LIMIT WATER TEMPERATURE TO A MRXLMUM 120'F. U VALUES OF WINDOWS AND DOORS. WITH SECTION R6061Z P2501S.2 OF THE RESIDENTIAL CODE OF NT5, ANY A130MONAL REQUIREMENTS. WITH 20. STEP FLASHING REQUIRED WHERE R ROOF ABUTS R 15. BATHTUBS INCLLAING GARDEN, WHIRLPOOL AND HOT 2 ALL WINDOWS AND DOORS SHALL BE WEATHER5TRIPPED. BUILDINGS WITH P80VE GRADE CONCRETE WALLS SMALL 5, ROUGH AND FINISHED WATER SUPPLY SYSTEMS SHALL L AL WORK DONE ON SITE SHALL BE APPROVED BY THE VERTICAL SURFACE. TUBS SMALL HAVE OUTLETS AND OVERFLOW'S AT LEAST 3. CONNECTED ELECTRIC BASEBOARD HEAT LORD SMALL NOT COMPLY WITH SECTION R61L 8612. OR DESIGNED IN ACCEPTED PRACTICE l3E TESTED IN RCCORONCE WITH SECTION P2503.6 AUTHORITY HAVING JURISDICTION. 2L 36" WIDE IRBLE URO REQUIRED IN ALL CLOSED VALLEYS. LS INCHES IN DIAMETER, RND THE WASTE OUTLET SMALL BE EOUTPED AN EXCEED 80% OF RATED CAPACITY. 1'-0' OFBASEBOARD ACCORDANCE WITH ENGINEERING SEE R301224. OF THE RESIDENTIAL CODE OF NYS. INSPECTION AND TESTING OF BACKFLOW PREVENTION DEVICES I IT IS NECESSARY TO U45L ATE THE BASEMENT WALLS. 22 MM RING ROOM CLG HEIGHT 7(AB WITH APPROVED STOPPER. 16. JOINTS AAROLID PLUMBING FIXTURES SHALL BE MADE IS RATED AT 250 WATTS, 240V. 2. CONCRETE FOOTINGS IN SW DO SHALL HAVE MIN. SHALL COMPLY WITH SECTIONS P250371 PND TO ENSURE COMPLIANCE WITH THE FORCED RIR DUCT E REOII SPACES IN LIE TELE 23. BLINKING REQUIRED BETWEEN JOISTS (ABOVE RND WATERPROOF AT FLOORS. WALLS AND COUNTERTOPS. 4. ELECTRIC BASEBOARD UMTS SHALL BE INSTRLIED TO MRNUFAACTURERS INSTRUCTIONS. LABELIG OF UNITS IN SECTION O THE RESIDENTIAL DODO O NYS. FORCED AI THAT ARE NOT INSLY.RTID. TFE FORCED RII2 DUCT THAT INSULATED, BELOW) AT BRACED WALLS PERPENOICUAR ANO PARALLEL TO FRAMING. 17. COPPER AND PLASTIC PIPE SMALL BE PROTECTED SHALL COMPLY WITH M130I1(41 MAXAAL. 3. FOUNARTION DUALS IN SOC OO WITH A X WDLL FOLIND TION WALLS IN SDC ALL B7 6. RLL WORK DONE ON SITE SMALL BE APPROVED MUST BE COVERED WITH SUFFICIENT INSULATION M WHEN LESS THIN 1 L2 FROM NEAREST EDGE OF WOOD i V-0- OF HTDRONIC HEAT = 550 BTH AT HEIGHT O- 8 FEET AND MAX U ILF*CED SILL THE AUTHORITY HAVING JURISDICTIOL ATTAIN R FORCED RIR DUCT INSTLRT37N VALUE AS - MEMBER. PROTECTIVE SHIELD PLATES SHALL BE R MIN. 180'F AT 1 GALLON PER HEIGHT OF 4 FEET SHALL COMPLY WITH THE REOUIIRED BY THE APPLICABLE ENERGY CODE OF 0.062" THICK STEEL AND SHILL COVER THEAREA D RETE. 6 FOR HTORONIC BASEBOARD HEAT SYSTEM, MANUFACTURER REQUIREMENTS OF TABLE 840411117 AND SHALL HAVE OF THE PIPE WHORE THE MEMBER I5 NOTCHED OR SUPPLIES HEAT UNITS COSISTING OF: ONE NO 4 HORIZONTAL BAR LOCATED IN THE UPPER BORED AND SHALL EXTEND A MINIMUM OF 2' ABOVE SOI: PLATES AN BN UW TOP 21 COVER. ELEMENTS, CAPS, 3/4' TYPE M COPPER STUBBED 12 INCHES OF THE WALL AMM THICKNESS OF 7.5 INCHES IS (E(YARED FOR SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL DPLATES.SEE G EAS INCLININUDIN 18. CONCEALED PIPING IN UNHEATED PRESS THROUGH THE FLOOR. BUILDER IS RESPONSIBLE FOR THE BOA AND ALL MATERIALS TO COMPLETE THE SYSTEM PLAIN CONCRETE FOUNDATION DUALS EXCEPT THAT A OUTSIDE WALLS SMALL BE PROTECTED A AINST 7. COPPER WATER PIPE. TYPES K RNO-M SHALL COMPLY 6INCHES MIN. THICKNESS OF 6 INCHES SFIY1. PERMITTED FREEZING. PIPING SHAYS NOT BE LOCATED IN WITH RSTM B 88 (MECFINICFL STSTFI"IS ON1Y7. FOR PLAIN INCR� FOUNDATION WALLS WITH A MAX. UNHEATED SPACES WHEN POSSIBLE. 19. SILL BE TESTED PLANT. 8. - - � - INDICATES PIPING BELOW FLOOR BY THE HEIGHT OF 4 FEET. 6 INCHES PLAIN WALLS SHALL BE R MM - OFPMTMBHTOFSUTE OWES Nq$gN NO G SHALL NO PLUMBING SHALL BE CONCEITED BEFORE TESTING. RE ARROW INDICATES O= FLOW 41CHESMASONRY CK. SE R4. OF 8 INCHES THICK. SEE 840414. AlBNHI, NV 1R27H-0�/A - TEST GAMES SAS COMPLY WITH SECTION P2S73.8. 20. rN-PLPNT PLUMBING SHALL LABELED AD EAT LDIRECTION FOR HRCTURE HERT LAYOUT. FOR HYD 9. SHALL PROVIDE R FRAMED CHASE UPON 4. EXCEEDING WALLS IN UN AL WITH A WALL FIHEIGH EXCEEDING 8 FEET AND UNBALANCED CEO L HEIGHT �Ar.�4aaR waNr PROTECTED DURING TRANSPORTATION• R REQUEST TO REQUEST TO ALLOW FOR FLUE(S) OR DUCTS TO BE EXCEEDING 4 FEET SHALL COMPLY WITH Tl -E PLUGGED. CAPPED- ETC. INSTALLED ON SITE BY THE BUILDER. SIZE TO BE REQUIREMENTS OF (2). (3L - u¢newrk+wd�.n.r.vm. �,tl GOD. 2L SEE (RFlLJING FOR AODITIONRL PLUMBING NOTES. DETERMINED BY THE BUILDER 1, HOR LL AVETWO 4 HORIZONTAL 840411(47 AND. HE TWO ��rr�+•r�.,,�.,ry,„ 2z CEMENT, FIBERCEMENT• OR GLASS MATT GYP OO 10. FLEXIBLE PICT CONNECTORS SILL BE LIMITED TO 14 IN BARS LOCATED IN THE UPPER12 INCHES of THE WALL - IN THE ' COMPLING WITH ASTM C128B, C1235, OR C1178 %ALL BE FEET IN LENGTH FLEXIBLE DUCT LENGTH IS UNLIMITED. SEE R4O4.L4. USED AS BACKER FOR WALL TILE IN TUBS OWER AREA. IL MANUFACTURER HAS OPTION OF OMITTING THE HEATING i FOUNDATION AND WALL ANCHIORsGE IN SDC DO, IN ' IR702.4.2). WATER RESISTANT (GREETHOA2D) GYPBU SHILL SYSTEM FOR ON SITE I6TA7LLATION BY THE BUILDER. ADDITION TO THE REOUDiEMENTS OF R4U316. ' CONFORM WITH RSTM C1178 OR C630. (87023.8) ICHOR BOLTS SPACED NOT MORE THAN 6 FEET O.C. ELECTRICAL SYMBOLS 23. THE R FROM � SHALL BE LOCATED WITHIN 12 INCHES FROM THE ENDS - �T o uF NG OF EACH PLATE SECTION AT INTERIOR BEARING WALLS, A WATER TEMP. LIMITING DEVICE THAT INTERIOR BRACED WALL LINES AND AT AL EXTFJRICR DUPLE% RECEPT $ SINGLE ST ITCH ONJI 24.WHERE PNJFRCT�URSir, (INSTRUCTIONS PRE NOT 070. CONFOR{ylBOilG�(t AVAILABLE. R TO S. pPLAATTE WASHERS, A MM OF 0229'x3x3' SHALL BE MASTER SERIES IZ'X1P ACCESS SMALL BE PROVIDED WHIRLPOOL CIRCUPUMP MP LE55 THAN 24" FROM GFI RECEPT THREE WAY SWITCH USED ON EACH BOLT BETWEEN THE FOINORTION SILL NUT. - ' THE ACCESS OPENING. THEACCESS U PLATE AD THE 4 FEET O.C. MAX ANCHOR BOLT SPACING FOR BUILDINGS 120 MPH 3 GUST RLL MODELS 4>$ ZBEFimul THANOVER r WATERPROOF RECEPT THERMOSTAT 2 -STORIES IN HEIGHT. -SECOND • THE ACCESS OPENING. PZ7201. zm RECEPT PANEL SEE R4O3161 AND R6021LL . SCHEDULES b NOTES (' 25L WET -VENTING P� PMOL, 2fi. SOWER COMPARTMENTS CAN HAVE A MINIMUM FTMSFED INTERIOR DIMENSION OF 25" PROVIDED THE SHOWER BOX -�- LIGHT 6 ALL WORK DOE ON SITE SMALL BE APPROVED B, THE AUTHORITY HAVING JU (MICTION. MUNCY HOMES. INC. COMPARTMENTS CROSS SECTIONAL AREA IS AT LEAST 13M SOURRE INCHES- A SHOWER COMPARTMENT EGRESS ® Fl*" HDI VENTED TO EXT. 1567 PR ROUTE 442 - 11 OPENING SMALL BE A MINIIMLW CLEAR AND UNOBSTRUCTED FINISHED WIDTH OF 22 INCHES ® FAN LIGHT VENTED TO EXT. MUNCY, PR 17756 0 SMOKE DETECTOR ,AUNCTION Box DRN BY DATE SCRLE REV. NO. o ELECT BASEBD o H7O20MC BHSEBD �HT. STRIP OUTLETS DA11_31- n NATE 03\3bO6 MJL 3-22-91 NONE 10-15-2010 36 ROOF SHEATHING SCHEDULE: _ WALL SH7'EATHING SCHEDULE: • FLOOR SHEATHING SCHE-OULE: • RLXF.PFNEL SPAN RATIN REWIRED O/C SPACING A"'7 NAXIAU*i P-LOWfIBLE LIVE LORD NOTES FLOOR JOIST SUMMARY FLOOR JOIST SUMMARY L EOlAL ORBETTERMATERIAL MAY BE SUBSTITUTED. 3/8' PLYWOOD Si-EATH[NG. 3/8' PLYWOOD SMATHWG 19/32' TSG PLYWU 5T11RD-I-FLOOR. OR. EOUR- SHEATHING SPAN 24" 192' 16' 7/16" 7/16' " 5/8' THLC:Q�T55. RIiTUIG . .. 2. VANI.FACTURER- HAS OPTION OF DECREASING THE ELEPl;7ti O,G SPACOJG UNIT J015T SIZE. SPECIES RD GRADE OF FLOOR. JOIST (NOTE -2) UNIT JOIST SIZE. SPECIES AND. GRDE..OF-FLOOR JOIST- SEE NOTE sl. 25:2 15/32"- 15/32` " 23/32" 3 END .HINTED MMBER MAY BE USED INTERCKI\GERSLT WIDTH SPACING- - WIDTH' SPACING .. " 12' 1/2' 3/4" 7/16" 24/16 40 PSF 65 PSF 100 PSF 3/8" OB. 9-EATHING 3/8" OB. S-EATHtt 19132E TSC Ofi STU.20-I-FL00R OR: E0.Fi: I5/32' 32/16, 70- PSF f20- PSF 180 PSF WITH SOLID 5RWN MEMBERS OF THE SAME SPECIES F+`Q GRADE 1N Ll.'IL.0 CC�:S7Rt1C7I0N. 40 P LIVE .OFD W PSF (I 24' 15" 28 SPF (SOU.T)0 -1 OR FMFIL 24• 12' 2.8 51'F .2/.1 Ale. aOIJFL 7/16' . 7/16' 5/8' 19/32'• 40/20 130PSF205 PSF 305 f'SF 15/3-- - 15/32" 23/32 SSE SHR 3a. GENERAL. NOTES -1, NOTE. -15, FOR FIRE. RESISTRIT ASSEMBLY REOUIRMENTS 12012 IRC). 24' I6' 2.8 5PF •2/.1 OR EOIL 24' 16' .218 STP .L O4 EOIYL- 1/2' "- 1/2 " 3/4'- 4, ALL SUMMARY TABLES REFLECT THE 2001. 2005 AND 24' 24' 2.10 SPF (SCUTN) OR EOUPL 24' 16'" 2.10 5PF (SOUTH) -2 OR-EOJRL -2 15/37' COMEUNATIONN"SHEgTKN`G/SIDDG 2012 NDS. 24' 16"- 2.12 SPF (5011TH! OR EOIXL 1/2' COPEINATION SHFATHWG/5I0ING SEE GENERAL NOTE F5 - 5: tmFN ATTIC FLOOR IS DESIGNED FOR STORAGE, USE 26 12' 2.8 SPF •Z/.1 OR EO,FL 26 26 12" 18" 2.8 STP sl OR EGUAL 210 5PF -2/-1 OR ECUAL 19/32 COMBINATION SHEATHING/SlODG 5/8' COM Y RTION-5F FATHLW/5701NG THE ROOF SHEATH= SCI'EoLLE. (3/8' AVT fPPLICRELEI 26 16' 2.8 STP -Z (X EMAL 26' 16N 212 5PF.(SOUTTO •2 O4 ECUAL 6. INTERIOR NCH-LOACBERRV'G WALLS PAY BE Be- I6" 2.10 5PF (SOUTH) -2 CR. EO(JFL 28' 12' 2.10 SPF'(SOUTK1 •2 OR ECUAL SEE GENERA- NOTE -7. - CONSTRUCTED OF WOOD STLOS. 26 24' 2,10. SPF •2/.1 OR EQUAL 26 IG 2.10.. SYP .2 OR EOUPL WOOD STUDS SMALL DE R MI. OF 2x3 SPF STUD GRADE 26 '24' 2.12 SPF (SOUTH) .2OR-EOLIR- 26 16' 2.12SPF (SOUTH! .2 OR EOXXL SPR= ND. MORE TFF4( 24' QC. WITH p' MAXIMUM 26 192 " 3,7,9 3/8' TRUSS. JOIST OR EDUR. 31' 12' 2.10 STP -2 DY EOJR- CEILING OF 10'.-0•. CEILING 31' 16" 2.12 SYP 42 OR EO1R TIN, AS AN OPTION, PRE -F7 S'IILEERED WOODS- SILOS MAY 26 12' 2x8 SPF •2/.1 OR EOUPL ALL SHEATHING IS AGENCY RATED ALSO BE UTILIZED. THESE ARE Mfftk FRCTU REED. IN. 28 16' 2J0: 5PF (SOUTH) -2 OR ECUFL EITHER 2.4 OR 26. NO,MUNW- DIMENSIONS. 26 24" 2.10 SYP •1 OR E(IU.RL. 7. RATED 5MRTHINS PANELS WITH. ROOF SPAN Rf1IING- FLOOR ,HIST SUMMARY NOTES L JOISTS USED IN AN EXTERIOR APPLICATION TO BE PRESEURE 28 28 24' 192 2d2 SPF WJTM .2. OR EOl'L • 3x2.9 Mr TRU55.JOIST OR EOUaL BASEMENT WALL LOBOS N,�. CENTER GIRDER SUPPORT LANDS SPf I1NG UN'OTE a8I.,. - .. _ OF 24", OR GREATER INSTALLED WITH -LONG -DIMENSION EITHER PAARALLEL. OR FERPENOICULAR TO STUDS TREATED LLh BER. i6" OR. 2V OC OD(CEPT 3 -PLT PLYWOOD PANELS ML15T Be 16' 2,10 SPF •2/•L OR ECUfi 2 SEE SECT .4 OF APPROVED- CALC ?",WL. UNIT NUMBER TYPE G UNIT ROOF PITCH GROU!`O 51q5E.MFINT MITER GIRDER CENTER GIRDER IE R11 -ED WITH. I" DIMEMI(NNRCRO55 5TU05 3.' 24' 2,12 SYP -2OUR EGSKL WIDTH STORIES - X/12' -9101! LOAD:- WALL LOADS SUPPORT LOADS SUPPORT SPACING WHEN ST(DS ARE 5FA(ID 24. OC -L 31' 192' - 3.24 3/8' TRUSS .HIST OR EiRkll_. - - q'gi PSF SEE NOTES- 3E NOTES SEE NOTES RATED 9fATHING PANELS WITH ROW `WHIN RATING .. •L. •2. •6 =f AND .2 =J.. •3, a7 iF1;Y :24" INSTALLED WITH -CIC LONG • SEE DETAIL •5� OF 91T 8. O STNSION LO5 EITHER PA'2W_LEL OR PERF'uyDICLLIR- TO STIRS EITLESHER FED -.-PFO 24' 1. RR4M ELL, SPLIT, TEE LESS THAN 9 35 - 50 795 - 933 1484 - .724 7-0' - 6-6' 16' C.C. (EXCEPT PLYWOOD ELS 3/8' THICK OR LESS MUST BE APPLIED WITH LONG' OIYF?NSION 30 PSF LIVE LOAD 26 1 RfY'k-'H. ELL, SPLIT, TEE LASS THAN 9 35 - 50 M. - 1008 1601. - 1861 T-?' - 8-11' ACROSS STIM51,. 24' IF 2x8 SPF (SOUTH) •Z OR ECIV L 23 1 RRJCH. ELL SPLIT, TEE LESS THAN 9- 35 - S0. 902' - IO60 1669: - 1°..64 9'-4' - 8-8" Z4' 24" 2� 5PF -Z/-I OR EOLA_ 31 ' 1 RFNCU(. ELL, SPLIT, TEE LESS THAN 9 35- - 50- 1021 - L201 1952 - 2272 6-9" - 6-1" 24' 24' .2.10 SPF (SOURS -2 OR ECUAL 24' 1 RAISED MUCH LESS THEN 9 35 - 50 EBS - 1039 1484 - 1724 T-0" - 6-6- 16 2.8 5PF -2/.1 OR EOUPL 26 1 RAISED RANCH LESS THAN 9 35 - 50 945 - 1107 1601 - 1651 g=7' - 5-11' .26 Z6 24'- 2.8 STEP •1 OR EO RL 28' 1 RAISM RANCH LESS THAN 9 35. - SO S88. - 1158 1689 - 1964 9-4'- - 8-8' 26 24' 2.10 SPF (SOUTH) -2 OR EOUPL 31 I RAND RFY;q-(. LESS THAN 9 35. - 50 1105 - 1297 1952 - 2272 8-9' - 8-1" 2Y 2 2 STORY LESS THAN 9 35 - 50 1209 - 1349' 2284 --2524 S-51• - S-4" 28 28. SG I6" Z:8 SPF •Z/ -I OR EOXY- 2.10 SPF(SOUTH) -2 OR EOUFL 26 2 Z STORY LE55 THAN 9 35-- 50 1293 - 1448 2451 - Z72L 7-9' -'T-S 28 24` ZdO SPF .21-1 OR. EWFL 28 2 2 STORY LESS THAN 9 35 - SO 1365 - 1522 2594.- 2869 T-7" - 7-2' 31' 2 2 STORY LESS THAN 9 35 - 50 1551 - 1731 2992 - 3312' 7-0'°- 6-8" 31' 31' - SZ' 16' 2.8 SYP .2 OR EOJRL 2.10- SPF (SOUTH) •2 OR EDUAL 24' I RPrjCH W/ATTIC STORAGE 5 - 7 35 - SO 102ti- 1337 1260 - 1550 7-61- 6-10' '31` 24" 2.10 STP •1.02 EOIAL. 26 1 RAVCT( W/ATTIC STORAGE 5 - 7 35 - 50 1026 - 1337 1098 - 1282 Il' -8' - 1D-9' 3L' 24' 2,12 5PF -2/.1 OR EOtlAL 28- 1- RANCH W/AYTIC STORAGE 5: - 7 35- - 50. 1026 - 1337 D8O - 1,985 .21E-3' - 10-4" 31' L I RANCH W/ATTIC STORAGE 7- 35 - SO 1137 - 1481 1343 -1585 10'-6' - 9-8" 24' I RR W/ATTIC STORAGE. 5 - 7 35 - S0 Ulu - 1449 1260 - IS50 7-61- 6-10' EXTERIOR SIDE WALL STLO S.PWART - APPLICABLE TO MARRIAGE WALL STLU SUMMARY - APPLICABLE TO UNITS .USING 5 RC 7/12 MONO -PITCH. TRU55Z5 UNITS USING 5 AND 7/12 MONO -PITCH TRUSSES 26 1 RR W/RTTIC STORAGE 5-- 7 35 - 50 ITIS - 1449 1098 - 1282 11'-8' - 10-9' 28 1 RR W/gTTtC STOP.RGE: 5 - Z % - 5) Sll6 - 1449 J18G - 1386 11'-3' - IO' -4` WINO lk([T NU"BFR GROUND 5IZ£, SPECIES. GRADE. STUD (FIILNH idi: £ER i1NtT NUMBER GROI,W_ SALE, SPECIES. GRADE STUD CEILING 2CNES. WIOTH. OF $NOW SEE NOTES 7. 8. 9, 11 OC -REIGN) MART WIDTHI OF SNOW SEE NOTES 7. 9. 11 CC HEIGHT 31' 1 RR W/ATTIC STORAGE 7 35 - 4J 1222 - 1593 134.3-- 1585 10-6' - 9-8" MPH STORIES CAD SPACING NOTE 6 1,YLLS STORIES CAD- (P) SPACING NOTE 6' 2;• 2 Z STY W/ATIIC STORAGE - S - 7 $ - 50 142(1 - 1731 2660 -2350 S -I3'- - 5-7' 26 2' 2' STY W/RTTIC STORAGE 5 - 7 35 - 50 1420 -'1731 1958 - 2142 B-8'- 8-4" 100 24' - 31' 1 - 2' 50 2,6 SPF STUD 16' 96` 2 24+' - 31' 1 .35- 2.3 SPF -2/•1 24' 96" IDOL 24' - 31' 1 - 2 SO 256 SPF STUD 24" 96' 2 24' 1 50 2.3 57F .2/•1 24' 24" '96" 9b` 28 2- 2' STY W/RTTIC STORAGE 5 - 7 35 - 50 1420 - L731 2095 - 22% ir- S - 8-' NOTE I NOTE 5 2 2 24' - 31' 24' - 31' 1 1 - 2 50.. 50 244 SPF STUD- 2x4- SPF STUD l6' S6" 3L,. 2' 2 STY' W/A.MC STORAGE 7 35 - 50 1575. - 1919: 2353 - 2595 7-11" - 7-7' 28' 2' CQNTENPCRfRY LE55 THAN. 9 35 - 50 1356' - 1546 2638 - 2916 8=0' - 7-6' 31' 2. CONTEMPORARY LESS THAN 9 35 - 50. 1563 - 1743 2992 - 3312 2-6' - 7.0` 110 24' - 3T 1 - 2' 50 2.6 SPF STUD 16" 96" MARRIAGE ROO WELL STUD SUE TO LATS WITH A FJ.D 110 24' - 31' 1 - 2 50 2.6 SPF STLO 24" 96' ATT-- ISPU1CF19CE ABL 7/72 ROOF PITCH Ft+D THE ATTIC IS USED FOR STORAGE: APPLICABLE TO 24' 1 CAPE 9 35 - 50 1049 - 1372 7070 - 1t76 6-2' - T-9' NOTE I NOTE 5 SAJITS WITH. A. 9/12 OR 12/12 ROOF PITCH •- SEE 1317E 10' 26 1 CAPE 9 35. -- 50 1049 - 1372 1044 - 1202 11'-111 - -11-1"- 1 CAPE 9 35 - 50 1W9 - 13/2 1102 - 1268 11'-7'-- 1Q -k0` 120 ".4' - 31' 1 2 35 2.6 SPF STUD 1fi' 96' NUMBER UNITL�� CROIRYI SIZE, SPECIES. GRADE STUD CEILING NOTE 1 - MARS. WIDTH SNOW' SEE NOTES 7, 9, Il OC MIGHT 24' 2 Z STORY .CAPE 9 35 -.50: 1443 --1766 1810 - 1976 6-4" - 6-1WALLS �-P9 SAILING NOTE 6 26 2' 2 -STORY. CAPE 9 35:- 50' 1443 -1766 1904-2062 8-10" - 8.6". 28 2 2 STORY CAPE 9 35 -50 1443 - 1756 2011 - 2181 8T - 8-3' 2- 2, - 3D 50 2.3 SNF 421-1 24" 9e - EXTERIOR SLOE WALL STUD SUMMARY - APPLICABLE TO UNITS WITH A - 2; 24' - 31 50 24 SPF STUD 16 96' 24 I. CAPE 12. 35 - 50' 1032 - 1146 IOM -1284 7-11' - T -G' 5/12 ROOF PITCH AND THE AMC.IS USED FCR STORAGE 26 1 CAPE 12 35 - 50: 1032- - 1348 12114 -' 1440 II' -1" - IV -Z'. 28- 1 CAPE 12-. -35 - SO 1032 - 1346 1252 - 1492 10-11" - 10=0' WIN]- UNIT NlJ`l0£R GROIRD SIRE, SPECIES.. GRACE: STl1O' CED-D3i MARRIAGE WALL STLO SLA MAZY -.APPLICABLE TO ZONES: METH.. WIDTH OF STORIES SNOW OPO lP SEE NOTES 7. 8: 9. It OC SPACING HEIG`1T 'NOTE 6 CAPES WITH -A' SHED DORMER - 411112 SIDE 31' 1 CANE 'l2: 35-- 50 1216 - 16010; 1333 - 1571.. ]0-T'- 9'-9'' 24'. 2. 2 STORY' CAPE f2: 35 - 50' 1426- - 1740. 1882 - 2084 6-3" - 5-11• 100 24' - 28 1 - 2 50 '2.6: 5PF STUD 16" 96' N.UMEER UNIT NUMBER GR=,D SIZE. SPECIES. GRADE STUD (ERINIG: 100 24+ - 26 1 - 2 50 2.6 SPF STW 4' 2 96' MASF WIDTH OF SNOW - 'SEE NOTES 7. 9: It OC BIGHT 26 2 2 STORY -CAPE 12 35. - 50 - L426 - 1740 2064. - 2300 8-6-- 8-0' NOTE 1. NOTE 5 WALLS. STORIES OLD (Pg SPACING NOTE 6 26 2' 2 STAY CAPE 12- 35 - SO 1426 - 1740- 2157 -2397 8-3' - 7-I0' 31' 2 2 STORY CAPE .12. 35' • 50 1SS4 - 20M .2343 -'2581 T -It' - 7-71 30" 1495-. - 1753' 6.6" - •O' 24' 2 CAPE WITH SHED DORMER 12 - 41UD 1 35 - 1187 -. 14 6' SPACE RESERVED. FOR THE NEW YORK STA'1P OF APPROVAL -110 24-17 28 L - 2 50 216 SP S 16' 9G 2 24' - 31' 2 SD' 2>3 SET, -ZM. ZN'" LL NOTEE 1 24 - 28 �' L - 2 NOTE 5 SO 2.6 SPF STUD C 24" 96' 26 Z CAPE WITH SHED - DORMER 12. - 417 35 - SD 0714 - 1536 1612 - I>LPO 9-0"-: - 8-6" 28' 2 CAPE WITH SHED- DORMER IZ-- 411 35-- 50 1324 - IS86 1687 - 1965 9-0" - 8-6' 31'' 2 CAPE WITH: SHED -DORMER 12 • 411 SCE: 01.G k -I SEE OWG 3Ea SEE OWG 3c_l. SEE 014G 3c-1 120 '24'- -- 28' 3. - 2 50. 2.6' STUD 16' 96" MARRIAGE, WALL SUMMARY - APPLICABLE TO NOTE. L ..STUD CFPE5 WITH A SHED 00RMER` - 12/12 SIDE 26 2 SALTBOX - I2 - 5 SEE 0114G 3-1. SEE ONG 3-1 SEE DWG 31-1 SEE DWG 3-L 28 2 SALTBOX 12 - 5 SEE OWG 3¢_t- SFE OWG 3c1 SEE 0:.'G: 3c.-li- SEE DdG 3c-1 j (� MPH 3 -SECOND GUST EXTERIOR SIDE MALL STLO SUMMARY-- APPLICABLE TO UNIT5 WITH A MMEER MARK UNIT - WIDTH NUMBER: (F 61; UWO SNOW SIZE. SPECIES, GRADE ,SEE NOTES 71 9:-11 STUD UD CEILING MIGHT120 7/12 ROOF PITCH RNC THE ATTIC TO UNITS WITH A. 9/12 OR I5 USED FOR STCRRGC APPLICABLE 32/IZ' RDF-: PITCH-- SEE NOTE 10- WALLS STNS GAD 1Rp. SPACING NOTE 6 N�TF�T ht1N$3t IS FOR 3S PSF GRDNO: SNOW ZONE 0P 1 - WIND U.N(IT NUMBER GROUND SIZE. SPECIES. GIME. STUD CEILING. 2 24". - 3!' F1t3N 50- 2.4 SPF STUD. i6" 96" ZC(vE5 WIDTH' OF SOW SEE Ii0TE5 7. 8.. 91 11 HEIGHT 2 24' -. 31' ONYN '250. 1,4 SPE STIR 24' 96' RIGHT NUMBER IS FOR 50 FSF GROUPED SOW ZONE (PBL MPH STORIES.LOAD (Pg SPACING NOTE. 6 2 LOADS ATE GIVEN W - LB/LIN£UL FOOT. 1 CENTER GIRDER SUPPORT SPACING is BASED UPON Tt£ [NSTUiLATICN ( p 3' RISE '570, STEEL PIPE 100 24" - 3l' 1. - 2. SO. 2.8 SPF STD 16' 9 100. 24' - 31' 1 - 2 50 2x6 5PF .STUD 24' 96' EXTERIOR Sl(7P FM f-JMIIP.F WAD(- 5nn NATES FEET. ALLOWABLE COENTRIC COLUMN WITH Fyy 35 K51 AND UeRACED COLUMN LENGTH= 8A. NC G. PLATE FRSTa-N D 70 THE CENTER GIRDER -- NOTE 1 NOTE 5 L WDO ZONE'S MPH NUMBER 153' SECOND GUST. Z 90 AND'.100 MPF(--. SSG WAD ZONES: APPLIES-.. TO ALL AREAS EXCEPT THOSE. LISTED IN NOTES NUMSEREO 3RD 4. - LOAD'= 34,000 ANU A 1/2' . 9". 12- STEEL RLT'ERHNATE METHODS OF SUPPORT MAY BE USED. PROVIDING THEY ARE CAPABLE. OF TMJSFERRIAG: THE DESIGN LOOM FROM TU£' FLO M -GIRDERS TD THE FOUNDATION. 110 24' - 31' 1 - 2 $)- x6 SPF STUD- 16" 9E 110 24' - 3[' i - 2 50- 2.6 SPF STUD 24" gfi! -1.. 110-MPHI- 3% WIND ZONE APPLIES TO THE FOLLOWING RREM ALTERNATE METHODS SHALL BE A -PROVED BY THE LOCAL BUILDING OFFICIAL. NOTE 1 'NOTE 6 - SEE APPENDIX M. 2005 A-4NOMENTS TO THE 4, RCTLR. FOUNDATION RAM' FOR DIMENNSIU,fL RD CENTER GIRDER SUPPORT SPACING AVAILABLE UIPON, REOUEST.. STATE BUILDING COOS - ... - �.. S FOR TYPICAL FW40ATM DETAILS, SEE ORRWINGM) 4- CELAL.YNRE --SUSSEX :C"TY.- 6- BASEMEN WALL LOADS' DO NOT.' REFLECT (PTICNS. SUCH AGr DECKS,. PORCHES, RAISED ROOF OPTI01M ETC.. - MARn-A"`D - C(XNYIE5- OF SOMERSET. WTCOMICO. CAROLINE- OOR(]1E5TER. FOR UNITS WITH THESE DETIOPoS. LOROS: ARE AVAILABLE UPON. REGUEST. WORST CASE 25-WIOE LOADING TALBOT. AND SAITT MARY'S, M 35 (SETTS - WINO ZONE NUMBER 3 NEW tFV'FST11I2E - MU#ICIPFLRIES OF DERRY.. HA`C1-ESTER.AD RAYMOND. 5H%N FOR 74 Ttft 26 -WIDE STORAGE TRUSSES. 7. SPANS SHOWN REFLECT R (H GF-NBER 2.8 SPF.2 GIRDER FOR 24 -WIDE HOUSES, AID A (P MEMBER 2-10 SPF -2 GIRDER FOR. 26 TH9RU 31, -WIDE HOUSES FOR OTHER M01BERS/SPAN OPTIONS SEE APPROVED. CALC MRILR- �Q 120 Z♦' -.. Sr I - 2 SO Z.6 STUD - IG- 9e.. NOTE 1 NEW, JD?MY -SEE OCA BULLETIN 03-4 FOR WIND SPEED MAP. NEW TRIC ,..SEE DRAWWG 7e-1. MITE L RHODE ISLAND - WIND Z(1PNE NU BER 2 8: SFE SECT •S OF APPROVED CPUC PANAXT- - j /'�d✓C� S �' �I/�.,3�7-Qd-�f% EXTERIOR SIDE APPLICABLE TO CAPES WALL. STUD. SUMMARY WITH A SHED DORMER VI C1 OF VIRGINIA BEACL fX7UMIE5 OF FICCO RD N(RTHff4'APTOY VIRGINffR - - 11 cuaarvuTanN7e :4 MPH - 5G IN ZONE FPPL7E5 TO THE F(1L.L(7W04G. AREAS: � BUILDING COOS- N4. 2004 AMDNLIMIMS TO 71-E 6a'a m> s x �r1T( TN11-0D WAND UGIT NUMBER GROUND SIZE. SPECIES. (GRADE - 31 STUN- CEILING T' ZONES 11PHt WIDTH STORIES RI AMONG - (P SEE NOTES 7. 8, 9: OC- SPACING NOTEMIo NOTE 6 11FRYI.Fo -' COLDS)SSEX OFCOUNTYWOR CT%t57FL AREA: MF4JERS - CONTE M E 0 NEW JERSEY -� SEE' DCA 03.4 fOR..WIi[3.SPEED PAP. "P= .-+�r5.m....5.� "^' w �•""+""=-T+•*.ti •••• ••. .24'. 10000 - 31' 2 SQ 256 5PF STUD- 16' 96" 24' - 31' 2: 50 2.6 SPF STUD ._ 24" - 96" G7-1,BULLETIN- NEW YORK - SEE WINDING 7-1, NOTE S. r.-..,.w.»i., NOTE I NOTE 5: 96" fLHOCE ISCI3N0 - LTfHEI ZINE N[>i'BER:.3..=.n,v..x m..�n - TO FLOG( OF R 2 STORT*I.MT. S. -STUDS ARE LIMED TO 'R 6 CEILING' MMHTTS SHOWN LYRE CALOLATE11 HEIGHTS PAY BE GREATER IF A V - 110 .24 -- 31' 2- SO 2.6 SFF STIR IG W 130 :2V -.31' 2 50' 26: S F STUD 24'.. S51 2, LATERA- BRACE IS_PROKOEO AND N DOES. NOT EXCEED THE..CAL0j-ATEO NOTE.I NOTE 5: LENGTHOFTHE. SIM . 1. MRILFACnAtER: Hi45- OPTION'.OF" DECRFASINIG' THE STLD: OC: SPAG7NG. a SEW CFLCULRT=W5 LSE -13M ON EXPOSURE C. 1( '7- p p MRSTER ER SERIES: 120 z4' - 31' 2 So- �6 5TLD, 16'. SW NOTE 1 - 4. EOLiL OR BETTER MATERIAL MAY BE SLOSTMJTET3 10:-5/12 ROOF PITC( FM THE ATTIC. USED FOR EST UMTS-. (Yd'7'. - t // ZN7 (.Z- 8/12 ROOF PITCH LMS AtRE LIMITM TOAr IN MOM 47 =ty ALL MODELS SL- SEE SECT .6 OF APPROVED CALC MANUAL STRUCTURRL SCHEDULE5 NOTE5 s 3' MUNCY HOMES: INC. a7NT.a�� 1557 PR ROUTE 442 MUNCY, PA 17756 ORN BY I DATE I SCALE REV. SHT. NO: DJG 3-1-93 NONE 10'-26-2012 3c DATABASE NAME 03\3c_sfd rl MIN 8 9 MIN 8 L4• z MAX. E 2x12 PDST PLATF( SUGGESTED STRIRS, STRAIGHT DOTES RLL HRNCRAILS BY BUILDER, HEIGHT. 34" MM - 38• MAX SEE NOTE •14. L SEE "GENERAL ENERGY NOTES", NOTE W. SHT 3e. FIELD WORK SCALE: I/2"=1'-0" SEE NO T E a9 a MANX.. 8 U4" 4 MIN MAX 1.8MIIJ 2.12 1" MIN MIN. MIN �, .. P05T POST — ] —'T\, L—F43•�• 2x12 I— POST 1" MIN 0 9' MIN 8 L4" 2 MAX. _ 2x12 POST SUGGESTED STRIRS, STRRIGHT- SCALE: 1/2"=1'-0" SEE NOTE -9 2x12 P05T C SUGGESTED STRIRS, U-SHRPE U: SUGGESTED STRIRS, L-SHRPE SUGGESTED STRIRS, WINDERS SCALE; 1/2"=1'-0" SEE NOTE a9 SCALE: 1/2"=1'-0" SEE NOTE -9 SCALE: 1/2"=1'-0" SEE NOTE -9 NOTE: ALL MATERIALS 6 LABOR REQUIRED BELOW THREROED ROD/NUT5/WASHER5 OR BOLTS BOTTOM OF FLOOR JOIST I5 THE SUPPLIED BY MANUFACTURER RESPONSIBILITY OF THE BUILDER. 1/2k7 112" (4 GIRDERS) OETRILS SHOWN ARE SUGGESTED ONLY & 1/2,10 1/2' (6 GIRDERS) - ACTUAL CONSTRUCTION SHALL COMPLY INSTALLED BY 8UDIDER ON WITH ALL APPLICABLE CODES. SITE 48. O.C. SEE NOTE •4 TERMITE SH1ElD 1 " JOIST HANGER FlS REQUIRED -- - m� FM GRD. `y CWC. COVE 4• CIA. PERFORATED DRAM •iR•. ` 2x6.SRl PLATE (SEE NOTE •121 'd= . SILL SEALER SE NOTE U. & 16 w� 4" SOLID CAP OR GROUT VOIDS OF TOP 2 COURSES SOLID 1/2•x16• FlNCHM BOLT 12• MAX • .fi - M FROM EACH CORNER AND •.n'• 6'-0" OL MAX AND WHICH ARE EMBEDDED AT LEAST 7" IN CONCRETE OR IS IN MASONRY UNITS. (NY1 FOR UNITS LOCATED IN SEISMIC DESIGN CATEGORY, 00, ANCHOR BOLTS SHALL ALSO BE LOCATED AT MIERIOR BRACED ,RLL LINES WHEN REOUIRED TO BE SUPPORTED ON A CONTINUOUS FOUNDATION. SAES, 5PRCIW— ETF SHRLL BE SAME AS ON SILL RATE SLPPCRT346 EXTERIOR WALLS. RATE WFlSffRS R MINIMUM OF 0229'k3•x3" SHALL BE PROVIDED BETWEEN THE RATE AND THE NUT. THE MAXIMUM RIOM BOLT SPACING SHALL BE 4 FEET O.C. MA)L FOR TWO STORY STRUCTURE'S SEE SEISMIC DESIGN FIELD NOTES, BHT 36. 9" MM BLOCK OR POLMED WALL SIZE COMINGS T UPON SOIL BERFM46 CAPACITY NOTE: 8" BLOCK WRLLS WITH T OF BACKFILL FGRD45T PRE NOT ALLOWED PER RCNYS, TABLE R404130) REGARDLESS OF SOIL TYPE UNLESS A SPECIFIC DESIGN IS PROVIDED PER FOOTNOTE 'F' OF THE TABLE FIELD WORK NOTE: THE INSULATION IS NOT SHOWN FOR DR44M CLARITY. SEE SHT 3e FOR INSULATION REOUIREMENfS. WRTIDRPROCF EXPANSION JOINT CONCRETE SLAB o- 4" GRAVEL BASE - .. VAPOR BAa2RIER 1/Z'x9"x12• PLATE FASTENED TO GIRDER WITH (4) 16d NAILS. ALTERNATE METHODS OF SUPPORT MAY BE USED, PROVIDING THEY ARE CAPABLE OF TRANSFERRING THE DESIGN LOADS FROM THE FLOOR GIRDERS TO THE FOUNDATION. ALTERNATE METHODS SHRILL BE APPROVED BY THE LOCAL BUILDING OFFICIAL. NOTE ALL MATERIALS & LABOR REQUIRED BELOW BOTTOM OF FLOOR JOIST IS THE RESPONSIBILITY OF THE BUILDER DETAILS SHOWN ARE SUGGESTED ONLY & ACTUAL CONSTRUCTION MUST COMPLY WITH RLL APPLICABLE CODES. FIELD WORK I I I I SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL FIELD NOTES SEE ACTUAL FLOOR PLAN FCR LENGTH - SEE NOTE •2 - L IF BUILDER EXCEEDS MAX. COLUMN SPACING ON SHY 3c, ________________________________________________ SEE NOTE -5 Y NO RESPONSIBILITY FOR RESULTING PROBLEMS WILL BE ASSUMED BY THE MANUFACTURER 2 EXTERIOR DIME145IONS SHOWN ON FLOOR PLAN REFLECT _______________________— ______ ______- j _ — — — — I WOOD TO WOOD MEASUREMENT ALLOWING SHEATHING TO SEE NOTE •3 1 I EXTEND DOWN OVER THE SIL PLATE I 1 THE INSULATION IS NOT SHOWN FOR DRAWING WHEN FOAM INSULATION IS ADDED, SIZE OF FOUNDATION 1 FOR LORDING FROM UNIT ON BASEMENT WALL AND- I MUST BE ENIARGEO Y' IN WIDTH PND LENGTH. I 1 CENTER GIRIIER SUPPORT, SEE SHY •3c. 1 3. PILASTERS MAY BE REQUIRED. BUILDER MUST CHECK SOIL I 1 TO B �O APPLICABLE COOLS. I I : I- R COLUMN I5 REOUIRED BENEATH EACH 4. UNIT TO � TOE -MAILED WITH 16d NAILS 16" O.C. UNIT I END OF A CLEAR SPAN CEMM COLUMN SPACING MAY HAVE 1 w AROUND PERIMETER. S CRAWL SPACE FOUNDATION REOUIRES 18`<24" ACCESS. 1 BERM SEE FLOOR RAN TO BE ADJUSTED TO MISS I p I z 4" GRAVEL BASE REQUIRED VENTILATION 1 SF FOR EACH 150 SF I STAIRS. SEE ACTUAL FLOOR I OF CRAWL SPACE AREA PROVIDED BY CRO55 VENTS PLAN FOR STAIR LOCRTICNL I MACE A6ECT & RODENT PROOF WITH SCREENING I WINDOWS I SCE CENTER GIRDER SPACING TABLE, SMT =3c 1 y�'Mt: ' :. OF LOUVERS. 6. THIS DEPTH WILL VARY. CHECK LOCAL REQUIREMENTS 1 OR VENTS 1 SEE NOTE =1 0' DD CENTER GIRSER 7. SUPPORT EXCEPT FORT FOR SUPPORT RND SPACING NSIGN FOR SITEOT FOR STA7E APPROVAL & FINAL WORK �SHALLOBE 4" OIR PERFORATED ORRIN 3" RISC STD. SIZE OF 1 a SET-UPATI OF THE UNIT DONE I WC. FTG. I 1 ° 1 ° MOT CRRWL SPACE 8Y AN ARCHITECT OR PROFESSIONAL ENGINEER IN THE COLU_NPIPE I I I STATE AND BASED W ACTUAL SOIL CONDITIONS AND ` L ; ¢ _ _ SEE NOTE •ll _ _ NG _ _ _ _ 4. 1 I APPLICABLE CODES. - 4 STAIRS RRE THEF:E5PONSIBILrRY OF THE BUILDER. CAPACITY 14" jt°t a DTJty 7-3/4" MAX RISE 6 IQ" MIN. TREAD REQUIRED FOR MD 1 - 1eo 8• I AND SOME AREAS OF NH. 30. SEE 5HT 3b FOR ADDITIONAL NOTES. .� w FIELD WORK U. (MAL 3 1/2' MIN COLUMN REaUIRED. I 1 ¢ 12. ORD REWIRES DOUBLE SILL PLATE OR USE OF I FOUNDATION PLANS RP1D DETAILS - I I it „ FOUNDATION ANCHOR STRAPS. - 13. (RD REQUIRES m 12%32" REMOTE OPERABLE WINDOWS I I ARE SUGGESTED MEANS OF SUPPORT. I ¢ IN ALL FOLN)ATIONS. I I FINAL DRAWINGS FOR SITE WORK 1 1 w MUNCY, PR 17756 14. (RD REQUIRES TWO HANORRILS PER RUN OF STROR5 REQUIRED IN CONNECTION WITH BASEMENT MODELS ONLY: I N REV. IF OPEN ON BOTH SIDES. I SMOG DETECTOR INSTALLED OW51TE BY 1 SETUP/INSTRLLRTION OF THE WIRE INTERCONNECTED I 15. AND DETAILS SHOWN ARE FOR, I OTHERS TO DROP I. UNIT SHALL 8E DONE BY R P.E. WITH REMAMfIVG DWELLING SMOKE 1 1 TTA NAME MASONRY SRU OTHER MATERIALS MAY BE USED, CDNTIMGEM UPON DESIGNING TO THE USED, CONTINGENT UPON I DETECTORS BY MANUFACTURER I OR RA. BASED ON SOIL CONDITIONS. 0-15-2010. WITH THE Locos AND CONSTRUCTED w acrnRDANQE wIYH THE I SEE NOTE #15.I 1 APPLICABLE BUILDING CODES AND APPROVED BY THE �_____ ____ _______________ _____ _______� I — — — _ _ _ _ — _ — — LOCAL BUILDING OFFICIAL. I 16. 3' STANDARD WEIGHT STEEL PIPE COLUMN, ASTM ________________ ______________________________ ___ _ - ASOL Fyy=36 Lai (.W, ALLOWABLE CONCENTRIC LORD = 34A00 ba a 8'-0' HEIGHT. CAPACITY OF OTHER COLUMN HEIGHTS SH LL BE IN ACCORDANCE WITH RISC, MV41UFL OF STEEL CONSTRUCTION T YP. FOUNDR T ION PLRN SCALE: 1/4"=1'-0" NOTE ALL MATERIALS & LABOR REQUIRED BELOW BOTTOM OF FLOOR JOIST IS THE RESPONSIBILITY OF THE BUILDER DETAILS SHOWN ARE SUGGESTED ONLY & ACTUAL CONSTRUCTION MUST COMPLY WITH RLL APPLICABLE CODES. FIELD WORK I I I I SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL aleanr. w 1m1 -ml , w.e Slam•mappm•al aa .m ,c •..ae...•a Noeamxs /��OOzz O FM GRD- � SEE NOTE -5 Y VAPOR BARRIER - THE INSULATION IS NOT SHOWN FOR DRAWING ."o •a. CLARITY. SEE SHT 3e FOR INSULATION REOUIRENNTS ff 4" GRAVEL BASE y�'Mt: ' :. a 120 MPH 3,SECOND GUST 4" OIR PERFORATED ORRIN CRRWL SPACE DETRILS MRSTER SERIES SCALE: 1"=1`0" jt°t a DTJty RANCH, CAPE, TWO STORY & CONTEMP. FOUNDATION PLAN DETAILS & NOTES MUNCY HOMES, INC. it „ 1567 PR ROUTE 442 Ci2.. J • >?fv MUNCY, PR 17756 DRN BY DATE SCALE REV. T. NO. _ TTA NAME MJL 3-22-91 1 SHOWN 0-15-2010. 4e - SEE ELECTRICAL NOTES, SHT 3. FOR RFCI CRITERIA L----, 3 3 3 �� I CKT+16 CKT+2 SEE ELECT. NOTE +2. SHT 3e _ _ _ _ _ _NOTE -9_ 1 ______ _ e "R" BOX c> 3y 2 NOTE vll�l r . 12M WATTS______ i I it I H -S I' L — J I 2000 WATTS I� 3 CK ' 2 +9 °C CKT-10 I L-- '� �' CK11.11 CK} LZ " r--- 3 i U40 STUN n _1' e : I . � D -J -'__ I I L---- I 3 L 1' II CK7?5Is r J CK 20 1 L 3 S - I i J S I 1 B CKT-1 S J CKT+l9 SEE NDTEr7 3/4• �� 390 BTUIi L ; MUNCY HOMES, INC. ---------=-----`-------' vr 1567 PR ROUTE 442 20 3 7 3 3 3 7 DRN BY I ORTE I SCALE T REV. L9 i' 7 J 3 MJL 1 3-22-91 114'=1'-0" 10-15-20101 I r, r—--------fi 3 --- J SIS N T 7 6 3 SEE NOTE s8 6 BEE ELECT. NOTE •L SHT 3e I I I � 20 L---- - I 7 7� 7 7 TYPICRL ELECTRICAL LAYOUT . 12M WATTS______ i I it I H -S I' L — J I 2000 WATTS I� 3 CK ' 2 +9 °C CKT-10 I L-- '� �' CK11.11 CK} LZ " r--- 3 i U40 STUN n _1' e : I . � D -J -'__ I I L---- I 2 3 rm _______--_ i.1 ; CKT°4r 8, I r a 1' II �' i f- J II CKTe6 53dt 2 2 1 - - 6 3 3 CAPE MODELS I 3 6 '; J CKT+l9 ELECTRICAL b HEAT LAYOUT 3/4• �� 390 BTUIi L ; MUNCY HOMES, INC. ---------=-----`-------' 1567 PR ROUTE 442 B" B0X MUNCY, PR 17756 DRN BY I ORTE I SCALE T REV. L9 i' DATABASE NAME 05\5b MJL 1 3-22-91 114'=1'-0" 10-15-20101 I r, r—--------fi 19 L19�; 6 6 BEE ELECT. NOTE •L SHT 3e - _ 1250 WATTS I I 1250 WATTS I I I 500 WATTS I "R" BOX J I HI I HH2 L H 4 J +6 J — SEE NOTE +7 I I I I ( I T J 1250 WFiT75 _J loon WATTS J TYPICAL ELECTRIC HERT LAYOUT DROPS TO BOILER IN BASEMENT --- ----= '-------- ; r -f 3420 BTUH Z — 3990 BTUH -J- I� I^3/4"0 °0 STETLE 'I t - I ' I ' 5700 STU'I - 1 3/4" 0 i I I ' I I ' 3/4" I71 '' • L — �..�� �— •.+� -- 2950 aTUH �- --- TYPICAL HYDRONIC HEAT LAYOUT I� n '`� 500 WRTTsii 'i i H-Srn� ---- --- Fi-6 i I ;I I I' 1250 wAns ; F u CKT+12 W}l`i KTe10 NOTE +10 CRRWI SPACE OPTION NOTES L ELECTRICAL LAYOUT IS REPRESENTATIVE ONLY. 2. HEAT.7LAYOUT AND LMT SIZES ARE REPRESENTATIVE 3. SEE 51 -IT 3. FOR ELECTRIC CIRCUIT SCHEDULE AND GENERAL RTES, INSULATION SCHEDULES AND DOOR AND WINDOW U VALUES. 4. SEE BHT 3b FOR ELECTRICAL NOTES. ELECTRICAL SYMBOLS AND HEAT NOTES. S. HEAT LOBS CALCULATICNS ARE AVAILABLE UPON REQUEST. 6. SEE 'ELECTRICAL FIELD NOTES. NOTE •5. SHT 3b. 7. SEE 'ELECTRICAL FIELD NOTES. NOTE +2• SHT 3b. a SEE .ELECTRICAL FIELD NOTES, NOTE +1C. SHT 3b. 9. MRIN PANEL LOCATION FOR UTILITY ROOM OPTICN. 10. LOCATION OF WRTER HERTER IF CRAWL SPACE OPTION I5 SPECIFIED. MIN 24" WIDE z 30' DEEP ACCESS MUST BE PROVIDED TO WATER HEATERS INSTALLED IN CLOSETS OR RLCOVES. b1 30" x 30" CLEAR FLOOR SPACE TO BE PROVIDED RT WRTER HERTER CONTROLS WHEN WH IS INSTALLED IN R ROOM. SPACE RESERVED FOR THE: 3990 BTLH „R„ BOX i U40 STUN n _1' -3990 BTUs I 120 MP 3 -SECOND GUST II �' i "B" BOX i 3/4' 0 �I MASTER SERIES 1 I ; CAPE MODELS I I '; ELECTRICAL b HEAT LAYOUT 3/4• �� 390 BTUIi L ; MUNCY HOMES, INC. ---------=-----`-------' 1567 PR ROUTE 442 MUNCY, PR 17756 DRN BY I ORTE I SCALE T REV. HT. NO. DATABASE NAME 05\5b MJL 1 3-22-91 114'=1'-0" 10-15-20101 I 5b 0 and al•1 aat ant w•t m•t atn atn ant aat at•t �� k4A 2 ( i �� I I I El� c« j1T�.FRO STWDIIJG6RANGE HOOD TYPICAL C RANGE FO00 I J ice, C DRANGE H000 E ;-i- TYPICAL 1 i RANGE HOOD - L RANGE HOOD anz R OPT. ISLAND TYPICAL F , TYPICAL TYPICPL �. aez K ---- _ -'� atz -2l i O a 2 m.2 w.z °` 1 9wz sTT n •2 ,7H � at r« cI � [/ � 1"r atz ant at• at. rpr. sTs_P Doan oR tv � � PLRN 1 PLAN 2 PLRN 3 PLAN 4- PLRN S pl- 1.l. I 3 H I J K L FOR EXTERIOR RECEPTACLES. SEE ELECTRICAL NOTE =L SHT 3a FOR AFCI CRITERIA. SEE ELECTRICAL NOTES, SHT 3. SMALL APPLIANCE GENERAL 81UMINRTICN GENERAL ILLUMINATION GENERFL I LUt"NATICN RRNGE WRDER (OPTJ COOKTOP DISHWASHER (OPTJ MICROWAVE (CPTJ SPPRE SPARE SPARE SPAlm SPPRE ELECTRIC FEAT ' ELECTRIC PERT I ' 11= SMALL APPLIANCE QFnl BATHS) ° WHIRLPOOL TLS (OPTJ 6 GENERAL ILLUMINATION 8 GENERAL ILLUMINATION ID WATER HEATER _12 DRYER (OPTJ SINGa az_� .6 GROUND A PPLI D AND INSTALLED BY 2"JZS FIELD WORK GARBAGE DISPOSAL SPARE SPARE SERVICE 00RANCE TO I BREAKER IS TBE SINGLE POLE BREAKER - SPARE SPARE ELECTRIC FEAT ELECTRIC FEAT I �_ FIXTURE WIRE I k-- FIXTURE WIRE '3J OR[50UPRE, ROUND 46 OR OCTAGONAL �T Q4 METAL BOX 4� WIRE NUT TYP. �O GROUND ~� �4 GROUND cp� SCREW "b SCREW t}WIRE FEED I t 2 -WIRE FEED TYPT . 9-WTRE GROLACTNG JUNCTION TYPT AL 2-WTRE GROUNDING N TION 10-2 FIXTURE WIRE BARE GROUND RED WIRE BLACK NUT NOTE: SWITCH IS GROUNDED TO BOX USING BARE SCREWING CLO BOX SCREWS 4-2fIWG TMN OR IWMI TO 80% GROLND BLACK SCREW RED 2w AM BARE 10-2 uIRE FEED rwW PANEL IED F, sIS GROIND 40 AVON KT -16 'OLE SPACES 20� scomen =17 METAL BOX TO BE USED 'is FOR WATER -NEATER +19 DISCONNECT SWITCH 100 0N'P THIS PANEL 15 UTI T]ED FOR EXCESS CIRCUITS AND INSTALLED -6 GROUND ONLY WHEN MAIN IS FILL SlJPPLIED AND D6 FLFLLED BY OTHERS FIELD WORK TYP SUB-FFFD DETAIL NOTES 1 - THE MAIN PANEL BOX 15 A SQUARE 0 - 0014OM200 OR ECURL 2 - THE SUB PANEL BOX IS A 5OURRE 0 - 00120MIGO OR EOU1L. NOTES L KITCHENS MAY BE ROTATED 90 180 DEGREES. 2 KIT MAY 8E REVERSED IN EITHER DIRECTION. IN PART OR IN ITS ENTIRETY. 3. CABINETS MAY BE OMITTED TO ALLOW FOR BUILT-IN APPLIANCES. -- 4. APPLIANCES MAY BE BY MANUFACTURER OR BUILDER. S. RANGE AHOODS SHALL NNBE VENTED EELED TO THE EXTERIOR ckt.4 PROVIDED. 6 WADOW OVER SINK MAY BE OMITTED PROVIDED. LIGHT qND VENTILATION REOUIRMENTS ARE MET. ^ 7. BARS OR EXTENDED COUNTERS MAY BE ADDED TO ALL KITCHENS CLEARANCES SHALL BE PROVIDED PER /ti 8 CABINETS MAY BE IN5TWIED IWOER ERR OR EXTENDED CCUNTER. OR SUPPORT MAY BE PROVIDED BY WOOD OR ckt-4 METAL LEGS. SL CAST ETS RVAI AFL F UNDER OR ABOVE BARS OR EXTENC CCUNTER5 MAY OPEN EITHER ONE 51DE OR BOTH SIDES. cktK 10. CABINETS PND/OR BATH FDCrURE5 MAY BE ADDED OR OMITTED PROVIDED APPLICABLE CODES AND CLEARANCES ARE COMPLIED WITH ll. PfRTIRL OR ENTIRE KITCHENS AND/OR BATHS MAY BE OMITTED TO ALLOW FOR INSTALLATION ON 5IBY ain-DER PER APPLICABLE CODES. TE It a BATHS MAY BE REVERSED IN PART OR IN THEIR ENTIRE 1 13. BATHS MAY BE ROTATED 90 OR 180 DEGREES. 14. BATH, GARDEN RND WHIRLPOOL TUBS MAT BE i tINTERCHANGEO. - l� 15. VANITIES MAY BE SINGLE OR DOUBLE BOWL ckH4 16. ALL BATHS SHRLL HAVE EXHAUST FP145 OR FAN!/LIGHT • i - COMBINRTICN THAT ARE VENTED TO EXTERIOR. 1 , 17.ALL BATHS SHALL HAVE A MEDICINE CUBE -I. IB. SEE SHT5 5 FOR TYP. ELECTRICAL LAYOUTS. ` 19. BATHS ARE RVRILA13LE WITH FEAT LAMP OPTION. 20. WHIRLPOOL TUBS ARE AVRILAELE IN SOME BATH LAYOUTS AND SHALL BE WIRED IN ACCORDANCE WITH NEC AND MANUFACTURERS RECOMENORTICNS. ckt.4 21. SEE NOTES '3. -4, .5 OF SHT la 22 SEE GENERAL NOTES - 2. NOTE s13. SHT 3h U�__? L______J I�------JI LuTYP. AIR GAP DETRn- I 1 I RIR GRP ® ® ® ® LIHIRP�SW 5. 6�GATNS TUBS). VANITY GROUPS ARE ILLUSTRATIVE ONLY, ACTUAL MEDICINE CABINET DESIGN MAY VARY. NOTE: TYP, OPT FIREPLACE FLOOR SYSTEM OF FIREPLACE MAY EE DESIGNED SO THAT NO FOUNIORT[ON SUPPORT L5 REQUIRED. CHECK WITH MHWIFRCTURER FOR FOUNDATION SUPPORT REQUIREMENTS FIELD RTES FIELD NOTES BREAKER IN55T(iJATIIIN SERVICE 00RANCE TO I BREAKER IS TBE SINGLE POLE BREAKER - 2/0 COPPER OR 4/0 FL IMINLIM BLACK OR COMMON WIRE IS RUT DOER SUPPLIED 6 26TFLLED BY OTHERS SCREW TAS ON BREAKER. Al u>REs ARE TIGMENED UNDER WHERE OR NEUTRAL WIRE 15 PUT LNOER SCREW NEUTRALBAR. TOADIES 0.4 SPECIFIED 1H NWAIFACTLRERS COPPER =U IS PT UNDER Ofa.TRI.CTl0f5GFFENDTNG GN 6Af1GE SCREW R. OF. WIRE THE PANEL BOX IS BONDED USID A Ctn E E POLE LEEIRPOLE - SDDI FS POLE WITH THE THE ADDITION OFA SECOND TOT' HIRE OFA BONDING BAR TO THE NEUTRAL .NEUTRAL BFR INTO 7F£ BOX CRSID. UNDER A SECOND SC72EW TAB IN THE INTERIOR METAL WATER PF'AD THEE DOUBLE POLE FRFAQR SYSTFM SHALL BE BONDED TO THE SERVICE ETXIIPMENT ENCLOSURE, THE GROL DED CONDUCTOR AT THE I SERVICE, THE GROUNDING ELECTRODE CONDUCTOR WHERE OF SUFFICIENT SIZE OR TO THE ONE OR MORE BLOU CI S EIECTRCIOES Usm THE POINTS OF ATTRCFFIENT OF THE BONDING JL91UZ SHALL BE FCCESSIBI E THAN ELLE THIS IS TO BE DONE ON SITE MORE ONE BY BUILDER IN ACCORDANCE WITH GOVERNING CODES. I �_ FIXTURE WIRE I k-- FIXTURE WIRE '3J OR[50UPRE, ROUND 46 OR OCTAGONAL �T Q4 METAL BOX 4� WIRE NUT TYP. �O GROUND ~� �4 GROUND cp� SCREW "b SCREW t}WIRE FEED I t 2 -WIRE FEED TYPT . 9-WTRE GROLACTNG JUNCTION TYPT AL 2-WTRE GROUNDING N TION 10-2 FIXTURE WIRE BARE GROUND RED WIRE BLACK NUT NOTE: SWITCH IS GROUNDED TO BOX USING BARE SCREWING CLO BOX SCREWS 4-2fIWG TMN OR IWMI TO 80% GROLND BLACK SCREW RED 2w AM BARE 10-2 uIRE FEED rwW PANEL IED F, sIS GROIND 40 AVON KT -16 'OLE SPACES 20� scomen =17 METAL BOX TO BE USED 'is FOR WATER -NEATER +19 DISCONNECT SWITCH 100 0N'P THIS PANEL 15 UTI T]ED FOR EXCESS CIRCUITS AND INSTALLED -6 GROUND ONLY WHEN MAIN IS FILL SlJPPLIED AND D6 FLFLLED BY OTHERS FIELD WORK TYP SUB-FFFD DETAIL NOTES 1 - THE MAIN PANEL BOX 15 A SQUARE 0 - 0014OM200 OR ECURL 2 - THE SUB PANEL BOX IS A 5OURRE 0 - 00120MIGO OR EOU1L. NOTES L KITCHENS MAY BE ROTATED 90 180 DEGREES. 2 KIT MAY 8E REVERSED IN EITHER DIRECTION. IN PART OR IN ITS ENTIRETY. 3. CABINETS MAY BE OMITTED TO ALLOW FOR BUILT-IN APPLIANCES. -- 4. APPLIANCES MAY BE BY MANUFACTURER OR BUILDER. S. RANGE AHOODS SHALL NNBE VENTED EELED TO THE EXTERIOR ckt.4 PROVIDED. 6 WADOW OVER SINK MAY BE OMITTED PROVIDED. LIGHT qND VENTILATION REOUIRMENTS ARE MET. ^ 7. BARS OR EXTENDED COUNTERS MAY BE ADDED TO ALL KITCHENS CLEARANCES SHALL BE PROVIDED PER /ti 8 CABINETS MAY BE IN5TWIED IWOER ERR OR EXTENDED CCUNTER. OR SUPPORT MAY BE PROVIDED BY WOOD OR ckt-4 METAL LEGS. SL CAST ETS RVAI AFL F UNDER OR ABOVE BARS OR EXTENC CCUNTER5 MAY OPEN EITHER ONE 51DE OR BOTH SIDES. cktK 10. CABINETS PND/OR BATH FDCrURE5 MAY BE ADDED OR OMITTED PROVIDED APPLICABLE CODES AND CLEARANCES ARE COMPLIED WITH ll. PfRTIRL OR ENTIRE KITCHENS AND/OR BATHS MAY BE OMITTED TO ALLOW FOR INSTALLATION ON 5IBY ain-DER PER APPLICABLE CODES. TE It a BATHS MAY BE REVERSED IN PART OR IN THEIR ENTIRE 1 13. BATHS MAY BE ROTATED 90 OR 180 DEGREES. 14. BATH, GARDEN RND WHIRLPOOL TUBS MAT BE i tINTERCHANGEO. - l� 15. VANITIES MAY BE SINGLE OR DOUBLE BOWL ckH4 16. ALL BATHS SHRLL HAVE EXHAUST FP145 OR FAN!/LIGHT • i - COMBINRTICN THAT ARE VENTED TO EXTERIOR. 1 , 17.ALL BATHS SHALL HAVE A MEDICINE CUBE -I. IB. SEE SHT5 5 FOR TYP. ELECTRICAL LAYOUTS. ` 19. BATHS ARE RVRILA13LE WITH FEAT LAMP OPTION. 20. WHIRLPOOL TUBS ARE AVRILAELE IN SOME BATH LAYOUTS AND SHALL BE WIRED IN ACCORDANCE WITH NEC AND MANUFACTURERS RECOMENORTICNS. ckt.4 21. SEE NOTES '3. -4, .5 OF SHT la 22 SEE GENERAL NOTES - 2. NOTE s13. SHT 3h U�__? L______J I�------JI LuTYP. AIR GAP DETRn- I 1 I RIR GRP ® ® ® ® LIHIRP�SW 5. 6�GATNS TUBS). VANITY GROUPS ARE ILLUSTRATIVE ONLY, ACTUAL MEDICINE CABINET DESIGN MAY VARY. NOTE: TYP, OPT FIREPLACE FLOOR SYSTEM OF FIREPLACE MAY EE DESIGNED SO THAT NO FOUNIORT[ON SUPPORT L5 REQUIRED. CHECK WITH MHWIFRCTURER FOR FOUNDATION SUPPORT REQUIREMENTS 2� : EXTERIOR WALL ' OPT. PRE-MRNUFRCTURED FIREPLACE INSTELI,ID IN RCCORDRNCE WITH MANUFACTURER'S INSTALLATION INSTRUCTIONS. SEE FIELD NOTE =7 OF OWLS z SEE GENERAL NOTES - 2- .Z °Z °3 AND GENERIC FIELD NOTE •6 OF DWG 3G (NY) SEE ENERGY NOTE •IZ AND 13 OF DWG 3°. o ¢ j=-] MAtNIFfiCTIRER FAS OPTION OF PROVIDING CHASE > ANAL R.O. FOR ON SITE INSTALLATION OF FIREPLACE BY BUILDER EQUIPMENT SHALL BE IINSTa i m AN ACCORDANCE WITH MFNtF'ACTURERS INSTALLATION INSTRUCTIONS f!O GOVERNING CODES. i MANUFACTURER FABS OPTION OF PROVIDING CHASE TO ACCOMMODATE I I I I 1. �o OQ r -s nOl CLEARADE � 2-0' MB1 CLEARANCE IN FRONT 7�, OF SHOWER OPENING. MVN� . TLB SHOWER 1024 S1 M. WALL ,,, 71---fL J TYP. FIXTURE CI FARRNCFS I .il •l r,I I1 I I THAN ELLE MORE ONE I I I I 1. �o OQ r -s nOl CLEARADE � 2-0' MB1 CLEARANCE IN FRONT 7�, OF SHOWER OPENING. MVN� . TLB SHOWER 1024 S1 M. WALL ,,, 71---fL J TYP. FIXTURE CI FARRNCFS I .il •l r,I I1 I I CLOSET CONFIGURATIONS SCALE: 1/4"=1'-0" SPACE RESERVED FOR RK STAMP OF APPA( 120 MPH 3 -SECOND GUSTNAME MASTER SERIES RLL MODELS MISCELLANEOUS DETAILS MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 DRN BY ORTE SCALREV, MJL 3-22-91 1�:q 10-15 201C 12' MIN. TYP. (MR551 3' VENT EXTENDS 16' TO 24" ABOVE AND 12' BELOW ROOF. ORD ALL VENTS SH EXTEND 3" IN OaFL.L LZ' ABOVE AND 24" BELOW ROOF. S �Y ilki/y`J �i�li�i•l: 3" TO r OR 1 Ill" REDUCER (TYPICAL) CONNECTION TO SINK FIXTURE OPT. SEDT -OFFS 1/r FIN FLOOR H C DRYWALL COMPOUND TUB OR SHOWER DRAIN 3" VTR (RLL 4 SIDES) FASTENED TO DECKING TAR OR C. AROUND PERIMETER OF VENT OTHERS STALLED BY ONE PIECE METAL DISPOSAL SLEEVE OR 5ELF- V2' MIN DRYWALL FIELD CALLKING RU68ER INSTALLED BY OTHERS AFTER BOOT FLASHING EXPOSED ON DOWN SIDE 3" TO r OR 1 Ill" REDUCER (TYPICAL) CONNECTION TO SINK FIXTURE OPT. SEDT -OFFS 1/r FIN FLOOR H C DRYWALL COMPOUND TUB OR SHOWER DRAIN L5ED RT {LL PIPE PETETRATIONLS (RLL 4 SIDES) FASTENED TO DECKING TYP. FLOOR DECKING OTHERS STALLED BY TYP. FLOOR JOIST DISPOSAL 1 1/r V2' MIN DRYWALL FIELD 3" VTR 1 V2' INSTALLED BY OTHERS AFTER Z' STANDPIPE lx2 FRAMING IS SECURED TO DECKING V2" L2' V2" OPT. SHUT-CFF5 FIN FLOOR H C 4�NHOWFR SUPPLY FY LNSTRLLATION SHUT -OFFS AM WASHER HDOK-UPS V2 FIN. FLOOR H C WgSH R SI IP Y FACTORY INSTALLATION CONNECTION TO WC OPT. SHUT-OFF FIN. FLOOR C DISHWASHER (OPTJ ORAIJ LOOPED UNDER CT. OR THRU AIR CAP PER MAYVUF. INSTRUCTIONS 1 1/2 D.W. VENT DISPOSAL (OPT. 4 -SELLS 5AN TEE CONT. :7TRWZ 2, "Y BRANCH F 1 FIN FLOOR VENT S ORRIN LINES FROM 2nd FLR ON SITE BY BUILDER AND ARE NOT 3' VTR FROM TO BE TIED INTO VENTING f Ist FLR, FIXTURES FROM ht FLR. FD(TU1RE5 I 3" GRAIN FOR 2nd FLR PLUMBING FIN FLOOR 3" VTR 3" I TFrL4�k E W.C. I FIN FLOOR MAIN VENT STACK 6 W.C. FACTORY INSTAL I_ATTON EACH VERTICAL UNIT SMALL HAVE ONE MAIN 3 INCH MINIMUM STACK. VACUUM RELIEF VALVE REQUIRED TO BE INSTALLED ON SUPPLY ON WATER HEATERS INSTALLED ON LIVING LEVELS IN CRAWL SPACE UNLT5 SHUT-OFF„ ,_ `-TRP VRLVE W.H. FIN. FLOOR C I H_ ' 2' AIR GRP TO HOME _ ,(6' AIR GRP NY) SUPPLY MIN 0.0276" 24 q.. GRLVWJIIED STEEL PAN ELECTRIC WRTER HEATERS ALLOWED HQGHHLMPRCT PLASTIC PAN MIN. 0626' THICK AS AN OPTION PAN SHALL BE R MINIMUM OF 1 1/2" DEEP 1" MIN PVC 1" PVC ELL GRAIN SHALL PIPE 6 DISCHARGE 'INDIRECTLY TO A HAZARD FREE LOCATION TO BE APPROVED BY LOCAL BUILDING OFFICIAL FOUNDATION IFIELO) REM PROOF ENTRANCE (FIELD) x-3/4" (FIELD) J 31V INLET 071EL0) MAIN SHUT -J WAT R HE%p SI(PPL Y - PR, NY, [RC UNITS FACTORY & FTFI D INSTRII ATiON FOR WATER HER RS FR.TORY TN5TRLI FO NOTES 1- FUEL -FIRED WATER HEATERS SHALL NOT BE INSTALLED W R SLEEPING ROOM, BATHROGM OR R CLOSET ACCE55ED HR TOUGH R SLEEPING ROOM OR BATHROOM, 2- INSTALLATION SHALL. BE PROTECTED FROM FREEZING. PRESSURE TEMPERATURE RELIEF VALVE SHALL PIPE TO R VISIBLE AIR GAP AT FLOOR IN THE SAME SPACE AS WATER HEATER 3- WHEN WH IS ON FIRST OR SECOND FLOOR A PAN SHALL BE PROVIDED d ITS DRAIN SHALL PIPE BELOW FIRST FLOOR (DRAIN PROVIDED IN PLANT FOR SECOND FLOOR UNITS). ORRIN SHALL PIPE 6 DISCHARGE INDIRECTLY TO A HAZARD FREE POINT. THE PAN SHALL NOT BE LESS THAN 1 1/2' DEEP AND SHALL BE OF SUFFICIENT SIZE AND SHAPE TO RECEIVE ALL DRIPPING OR CONDENSATE FROM THE WATER HEATER. 3' VTR 1 I/r � i I ' T 1 4�E W.C. 1 FM FLOOR A NOTES L FOR APPLICABLE NOTES. SEE SHT 3b. 2. A. PIPING FOR RELIEF VALVE, FIELD INSTALLED AND IIJSPECTED: CRAWL SPACE- TO EXTEND ABOVE FIRST FLOOR Atm WITH 6" MIN. AIR GRP. BASEMENT- TO EXTEND BELOW FIRST FLOOR AND DIRECTED SAFELY TO EXTERIOR WITH DIRECTION DOWNWARD S 6" MIN AIR GAR OR DIRECTED SAFELY TO BASEMENT ORRIN WITH 6' MIN. RIR GRP. B. AN ADEQUATELY RATED TEMP AND PRESSURE RELIEF VALVE IS TO BE PROVIDED_ C. LOCATION OF WATER HEATER: CRAWL 5PRCE- WATER HERTER IN UNIT. OPT. IJSTALLRTION 1P7 BSMT OR RR lNITS. SEE FLOOR PLAN. BASEMENT OR RAISED RANCH - WATER HEATER IN BSMT. 3. SEE SHEET fie FOR TYPICAL FIXTURE CLEARANCES 4. AVNFDYL�ACODAIT ACHIEVED DER IN ACCORDANCE GOVERNING CODES. S. INDIVIDUAL PLUMBING SCHEMATICS AVRILABLE UPON REQUEST FOR COMPLETION IN FIELa mT PART OF APPROVAL) & D•DIVMtXL FIXTURE 5H1UT-OFF VALVES ARE OPT. OR AS CODE REQUIRES. 7. FR05T-FREE EXT. H05E BIBBS PRE OPT. OR AA5 REOD. & INTERCONNECTION OF VENTS TO BE FACTORY MADE WHERE PRACTICAL ABOVE CEILING. 9. WITH VO4T GN ISWHEN WEN DONE IN ACCORDANCE 10 IN 2 STORY UNITS, PLUMBING SYSTEMS ARE SEPARATE TO FROST CLOSURE. 13. WHEN VINYL 15 P45TPLLED ON FLOORS IN 8ATHI5 OR UTILITY AREAS, VINYL CAULKING IS APPLIED AROUND WATER CLOSET, AND EITHER 6 FOOT HIGH FIBERGLASS SHOWER d BATH (WITH SHOWER) WALLS OR 6 FOOT HIGH MOISTURE RESISTANT GYPSUM WALL PROVIDED IN FACTORY FOR SITE APPLIED TILE OR 6 FOOT HIGH MOISTURE RE5ISTANT GYPSUM WALL PROVIDED IN FACTORY. VINYL CAULKING I5 APPLIED AROUND BATHS, R PIECE OF 4 MIL MIN PLASTIC 15 LAID UNDER CARPET. WATER CLOSET IS CAAULKEO W/VINYL THEN CARPET IS INSTALLED. 14. ORRIN SIZE FOR 3 WATER CLOSETS SHALL BE 4" MIN I.S. CIRC, NY) P07AEL.E WATER SUPPLY OUTLETS SHALL HAVE THE OUTLET END SPACED R DISTANCE ABOVE THE FLOOD -LEVEL RIM OF THE FIXTURE OR RECEPTACLE TO PROVIDE AN AIR GRP COMPLYING WITH P29OZ3.1 16, IN ONE -FAMILY CRAWL 5PRCE (FIELD SUPPLIED), TWO-FAMILY OR MULTIPLE DWELLINGS, THE WATER SUPPLY PIPING SMALL BE EOUIPPED WITH ONE VALVE TO SHUT OFF THE WRTER SUPPLY TO PIPING FIXTURES AND EQUIPMENT IN EACH DWELLING UNIT WITHOUT IJT�CE WITH THE WATER SUPPLY TO OTHER DWELLING UNITS, OR OTHER PORTIONS OF THE BUILDING. SUCH DWELLING UNIT CONTROL VALVES SHALL BE LOCATED WITHIN THE DWELLING UNIT 50 CONTROLLED. 17. DRC), NY) AIR ADMITTANCE VALVES SHALL COMPLY WITH SECTION P3114. 18. (IRC, NY) VENTS FOR FUTURE FIXTURES SHALL COMPLY WITH SECTION '3104.6. THE NEW YORK STAMP OF APPROVAL AUAW, PV FUTURE VENT MAY BE 3" VTR DELETED MEN CLOTHES i WR5HER IS ON FIRST OR SECOND FLOOR. i 1 yr 3 -SECOND GUST 3" VTR SIMK DRAINS 1 DISPOSAL 1 1/r 3 VAR 3" VTR 1 V2' 18" MIN 42' MAX. Z' STANDPIPE MASTER SERIES SAN TEE Mr MM- MASS. I • 1 Vr P-TRfW v 1 �l Y PLUMBING FIN. FLOOR • r W/ DISHWASHER OR AS CODE REQUIRES i 1 1/2" NOTES (NOT FOR KT) SRN TEE 1567 PA ROUTE 442 F Ti IRF V NT TN TR FD FOR MR RNo oo R O LIR OR RT T1 ❑ RND NH RS RFFl JF5T MUNCY, PR 17756 FIN FLOORTRIP LEVER FIN. FLOOR WASTE OPT. DBL. BOWL SAN. TEE 2" P -TRAP 2' SAN TEE f SAW. TEE i M.JL 3-22-91 NONE 10-15-2010 6b 1 1/2" P -TRAP FIN FLOOR 2' FIN FLOOR 2" P-TRRP 1 V2' P-TRRP DISHWASHER (OPTJ ORAIJ LOOPED UNDER CT. OR THRU AIR CAP PER MAYVUF. INSTRUCTIONS 1 1/2 D.W. VENT DISPOSAL (OPT. 4 -SELLS 5AN TEE CONT. :7TRWZ 2, "Y BRANCH F 1 FIN FLOOR VENT S ORRIN LINES FROM 2nd FLR ON SITE BY BUILDER AND ARE NOT 3' VTR FROM TO BE TIED INTO VENTING f Ist FLR, FIXTURES FROM ht FLR. FD(TU1RE5 I 3" GRAIN FOR 2nd FLR PLUMBING FIN FLOOR 3" VTR 3" I TFrL4�k E W.C. I FIN FLOOR MAIN VENT STACK 6 W.C. FACTORY INSTAL I_ATTON EACH VERTICAL UNIT SMALL HAVE ONE MAIN 3 INCH MINIMUM STACK. VACUUM RELIEF VALVE REQUIRED TO BE INSTALLED ON SUPPLY ON WATER HEATERS INSTALLED ON LIVING LEVELS IN CRAWL SPACE UNLT5 SHUT-OFF„ ,_ `-TRP VRLVE W.H. FIN. FLOOR C I H_ ' 2' AIR GRP TO HOME _ ,(6' AIR GRP NY) SUPPLY MIN 0.0276" 24 q.. GRLVWJIIED STEEL PAN ELECTRIC WRTER HEATERS ALLOWED HQGHHLMPRCT PLASTIC PAN MIN. 0626' THICK AS AN OPTION PAN SHALL BE R MINIMUM OF 1 1/2" DEEP 1" MIN PVC 1" PVC ELL GRAIN SHALL PIPE 6 DISCHARGE 'INDIRECTLY TO A HAZARD FREE LOCATION TO BE APPROVED BY LOCAL BUILDING OFFICIAL FOUNDATION IFIELO) REM PROOF ENTRANCE (FIELD) x-3/4" (FIELD) J 31V INLET 071EL0) MAIN SHUT -J WAT R HE%p SI(PPL Y - PR, NY, [RC UNITS FACTORY & FTFI D INSTRII ATiON FOR WATER HER RS FR.TORY TN5TRLI FO NOTES 1- FUEL -FIRED WATER HEATERS SHALL NOT BE INSTALLED W R SLEEPING ROOM, BATHROGM OR R CLOSET ACCE55ED HR TOUGH R SLEEPING ROOM OR BATHROOM, 2- INSTALLATION SHALL. BE PROTECTED FROM FREEZING. PRESSURE TEMPERATURE RELIEF VALVE SHALL PIPE TO R VISIBLE AIR GAP AT FLOOR IN THE SAME SPACE AS WATER HEATER 3- WHEN WH IS ON FIRST OR SECOND FLOOR A PAN SHALL BE PROVIDED d ITS DRAIN SHALL PIPE BELOW FIRST FLOOR (DRAIN PROVIDED IN PLANT FOR SECOND FLOOR UNITS). ORRIN SHALL PIPE 6 DISCHARGE INDIRECTLY TO A HAZARD FREE POINT. THE PAN SHALL NOT BE LESS THAN 1 1/2' DEEP AND SHALL BE OF SUFFICIENT SIZE AND SHAPE TO RECEIVE ALL DRIPPING OR CONDENSATE FROM THE WATER HEATER. 3' VTR 1 I/r � i I ' T 1 4�E W.C. 1 FM FLOOR A NOTES L FOR APPLICABLE NOTES. SEE SHT 3b. 2. A. PIPING FOR RELIEF VALVE, FIELD INSTALLED AND IIJSPECTED: CRAWL SPACE- TO EXTEND ABOVE FIRST FLOOR Atm WITH 6" MIN. AIR GRP. BASEMENT- TO EXTEND BELOW FIRST FLOOR AND DIRECTED SAFELY TO EXTERIOR WITH DIRECTION DOWNWARD S 6" MIN AIR GAR OR DIRECTED SAFELY TO BASEMENT ORRIN WITH 6' MIN. RIR GRP. B. AN ADEQUATELY RATED TEMP AND PRESSURE RELIEF VALVE IS TO BE PROVIDED_ C. LOCATION OF WATER HEATER: CRAWL 5PRCE- WATER HERTER IN UNIT. OPT. IJSTALLRTION 1P7 BSMT OR RR lNITS. SEE FLOOR PLAN. BASEMENT OR RAISED RANCH - WATER HEATER IN BSMT. 3. SEE SHEET fie FOR TYPICAL FIXTURE CLEARANCES 4. AVNFDYL�ACODAIT ACHIEVED DER IN ACCORDANCE GOVERNING CODES. S. INDIVIDUAL PLUMBING SCHEMATICS AVRILABLE UPON REQUEST FOR COMPLETION IN FIELa mT PART OF APPROVAL) & D•DIVMtXL FIXTURE 5H1UT-OFF VALVES ARE OPT. OR AS CODE REQUIRES. 7. FR05T-FREE EXT. H05E BIBBS PRE OPT. OR AA5 REOD. & INTERCONNECTION OF VENTS TO BE FACTORY MADE WHERE PRACTICAL ABOVE CEILING. 9. WITH VO4T GN ISWHEN WEN DONE IN ACCORDANCE 10 IN 2 STORY UNITS, PLUMBING SYSTEMS ARE SEPARATE TO FROST CLOSURE. 13. WHEN VINYL 15 P45TPLLED ON FLOORS IN 8ATHI5 OR UTILITY AREAS, VINYL CAULKING IS APPLIED AROUND WATER CLOSET, AND EITHER 6 FOOT HIGH FIBERGLASS SHOWER d BATH (WITH SHOWER) WALLS OR 6 FOOT HIGH MOISTURE RESISTANT GYPSUM WALL PROVIDED IN FACTORY FOR SITE APPLIED TILE OR 6 FOOT HIGH MOISTURE RE5ISTANT GYPSUM WALL PROVIDED IN FACTORY. VINYL CAULKING I5 APPLIED AROUND BATHS, R PIECE OF 4 MIL MIN PLASTIC 15 LAID UNDER CARPET. WATER CLOSET IS CAAULKEO W/VINYL THEN CARPET IS INSTALLED. 14. ORRIN SIZE FOR 3 WATER CLOSETS SHALL BE 4" MIN I.S. CIRC, NY) P07AEL.E WATER SUPPLY OUTLETS SHALL HAVE THE OUTLET END SPACED R DISTANCE ABOVE THE FLOOD -LEVEL RIM OF THE FIXTURE OR RECEPTACLE TO PROVIDE AN AIR GRP COMPLYING WITH P29OZ3.1 16, IN ONE -FAMILY CRAWL 5PRCE (FIELD SUPPLIED), TWO-FAMILY OR MULTIPLE DWELLINGS, THE WATER SUPPLY PIPING SMALL BE EOUIPPED WITH ONE VALVE TO SHUT OFF THE WRTER SUPPLY TO PIPING FIXTURES AND EQUIPMENT IN EACH DWELLING UNIT WITHOUT IJT�CE WITH THE WATER SUPPLY TO OTHER DWELLING UNITS, OR OTHER PORTIONS OF THE BUILDING. SUCH DWELLING UNIT CONTROL VALVES SHALL BE LOCATED WITHIN THE DWELLING UNIT 50 CONTROLLED. 17. DRC), NY) AIR ADMITTANCE VALVES SHALL COMPLY WITH SECTION P3114. 18. (IRC, NY) VENTS FOR FUTURE FIXTURES SHALL COMPLY WITH SECTION '3104.6. THE NEW YORK STAMP OF APPROVAL AUAW, PV FUTURE VENT MAY BE 3" VTR DELETED MEN CLOTHES i WR5HER IS ON FIRST OR SECOND FLOOR. i 1 yr 3 -SECOND GUST I SEE NOTE !18 SIMK DRAINS 1 DISPOSAL ' (OPT. I I ' WELLS MASTER SERIES SAN TEE CONT. WASTE 1 1/r • 1 Vr P-TRfW v 1 �l Y PLUMBING FIN. FLOOR • r W/ DISHWASHER OR AS CODE REQUIRES KITCHEN SINK DRATN 6 VENT FACTORY INSTRLLRTION SEE SHEET 3b. 'GENERAL PLUMBING NOTES (NOT FOR KT) DISHWASHER (OPTJ ORAIJ LOOPED UNDER CT. OR THRU AIR CAP PER MAYVUF. INSTRUCTIONS 1 1/2 D.W. VENT DISPOSAL (OPT. 4 -SELLS 5AN TEE CONT. :7TRWZ 2, "Y BRANCH F 1 FIN FLOOR VENT S ORRIN LINES FROM 2nd FLR ON SITE BY BUILDER AND ARE NOT 3' VTR FROM TO BE TIED INTO VENTING f Ist FLR, FIXTURES FROM ht FLR. FD(TU1RE5 I 3" GRAIN FOR 2nd FLR PLUMBING FIN FLOOR 3" VTR 3" I TFrL4�k E W.C. I FIN FLOOR MAIN VENT STACK 6 W.C. FACTORY INSTAL I_ATTON EACH VERTICAL UNIT SMALL HAVE ONE MAIN 3 INCH MINIMUM STACK. VACUUM RELIEF VALVE REQUIRED TO BE INSTALLED ON SUPPLY ON WATER HEATERS INSTALLED ON LIVING LEVELS IN CRAWL SPACE UNLT5 SHUT-OFF„ ,_ `-TRP VRLVE W.H. FIN. FLOOR C I H_ ' 2' AIR GRP TO HOME _ ,(6' AIR GRP NY) SUPPLY MIN 0.0276" 24 q.. GRLVWJIIED STEEL PAN ELECTRIC WRTER HEATERS ALLOWED HQGHHLMPRCT PLASTIC PAN MIN. 0626' THICK AS AN OPTION PAN SHALL BE R MINIMUM OF 1 1/2" DEEP 1" MIN PVC 1" PVC ELL GRAIN SHALL PIPE 6 DISCHARGE 'INDIRECTLY TO A HAZARD FREE LOCATION TO BE APPROVED BY LOCAL BUILDING OFFICIAL FOUNDATION IFIELO) REM PROOF ENTRANCE (FIELD) x-3/4" (FIELD) J 31V INLET 071EL0) MAIN SHUT -J WAT R HE%p SI(PPL Y - PR, NY, [RC UNITS FACTORY & FTFI D INSTRII ATiON FOR WATER HER RS FR.TORY TN5TRLI FO NOTES 1- FUEL -FIRED WATER HEATERS SHALL NOT BE INSTALLED W R SLEEPING ROOM, BATHROGM OR R CLOSET ACCE55ED HR TOUGH R SLEEPING ROOM OR BATHROOM, 2- INSTALLATION SHALL. BE PROTECTED FROM FREEZING. PRESSURE TEMPERATURE RELIEF VALVE SHALL PIPE TO R VISIBLE AIR GAP AT FLOOR IN THE SAME SPACE AS WATER HEATER 3- WHEN WH IS ON FIRST OR SECOND FLOOR A PAN SHALL BE PROVIDED d ITS DRAIN SHALL PIPE BELOW FIRST FLOOR (DRAIN PROVIDED IN PLANT FOR SECOND FLOOR UNITS). ORRIN SHALL PIPE 6 DISCHARGE INDIRECTLY TO A HAZARD FREE POINT. THE PAN SHALL NOT BE LESS THAN 1 1/2' DEEP AND SHALL BE OF SUFFICIENT SIZE AND SHAPE TO RECEIVE ALL DRIPPING OR CONDENSATE FROM THE WATER HEATER. 3' VTR 1 I/r � i I ' T 1 4�E W.C. 1 FM FLOOR A NOTES L FOR APPLICABLE NOTES. SEE SHT 3b. 2. A. PIPING FOR RELIEF VALVE, FIELD INSTALLED AND IIJSPECTED: CRAWL SPACE- TO EXTEND ABOVE FIRST FLOOR Atm WITH 6" MIN. AIR GRP. BASEMENT- TO EXTEND BELOW FIRST FLOOR AND DIRECTED SAFELY TO EXTERIOR WITH DIRECTION DOWNWARD S 6" MIN AIR GAR OR DIRECTED SAFELY TO BASEMENT ORRIN WITH 6' MIN. RIR GRP. B. AN ADEQUATELY RATED TEMP AND PRESSURE RELIEF VALVE IS TO BE PROVIDED_ C. LOCATION OF WATER HEATER: CRAWL 5PRCE- WATER HERTER IN UNIT. OPT. IJSTALLRTION 1P7 BSMT OR RR lNITS. SEE FLOOR PLAN. BASEMENT OR RAISED RANCH - WATER HEATER IN BSMT. 3. SEE SHEET fie FOR TYPICAL FIXTURE CLEARANCES 4. AVNFDYL�ACODAIT ACHIEVED DER IN ACCORDANCE GOVERNING CODES. S. INDIVIDUAL PLUMBING SCHEMATICS AVRILABLE UPON REQUEST FOR COMPLETION IN FIELa mT PART OF APPROVAL) & D•DIVMtXL FIXTURE 5H1UT-OFF VALVES ARE OPT. OR AS CODE REQUIRES. 7. FR05T-FREE EXT. H05E BIBBS PRE OPT. OR AA5 REOD. & INTERCONNECTION OF VENTS TO BE FACTORY MADE WHERE PRACTICAL ABOVE CEILING. 9. WITH VO4T GN ISWHEN WEN DONE IN ACCORDANCE 10 IN 2 STORY UNITS, PLUMBING SYSTEMS ARE SEPARATE TO FROST CLOSURE. 13. WHEN VINYL 15 P45TPLLED ON FLOORS IN 8ATHI5 OR UTILITY AREAS, VINYL CAULKING IS APPLIED AROUND WATER CLOSET, AND EITHER 6 FOOT HIGH FIBERGLASS SHOWER d BATH (WITH SHOWER) WALLS OR 6 FOOT HIGH MOISTURE RESISTANT GYPSUM WALL PROVIDED IN FACTORY FOR SITE APPLIED TILE OR 6 FOOT HIGH MOISTURE RE5ISTANT GYPSUM WALL PROVIDED IN FACTORY. VINYL CAULKING I5 APPLIED AROUND BATHS, R PIECE OF 4 MIL MIN PLASTIC 15 LAID UNDER CARPET. WATER CLOSET IS CAAULKEO W/VINYL THEN CARPET IS INSTALLED. 14. ORRIN SIZE FOR 3 WATER CLOSETS SHALL BE 4" MIN I.S. CIRC, NY) P07AEL.E WATER SUPPLY OUTLETS SHALL HAVE THE OUTLET END SPACED R DISTANCE ABOVE THE FLOOD -LEVEL RIM OF THE FIXTURE OR RECEPTACLE TO PROVIDE AN AIR GRP COMPLYING WITH P29OZ3.1 16, IN ONE -FAMILY CRAWL 5PRCE (FIELD SUPPLIED), TWO-FAMILY OR MULTIPLE DWELLINGS, THE WATER SUPPLY PIPING SMALL BE EOUIPPED WITH ONE VALVE TO SHUT OFF THE WRTER SUPPLY TO PIPING FIXTURES AND EQUIPMENT IN EACH DWELLING UNIT WITHOUT IJT�CE WITH THE WATER SUPPLY TO OTHER DWELLING UNITS, OR OTHER PORTIONS OF THE BUILDING. SUCH DWELLING UNIT CONTROL VALVES SHALL BE LOCATED WITHIN THE DWELLING UNIT 50 CONTROLLED. 17. DRC), NY) AIR ADMITTANCE VALVES SHALL COMPLY WITH SECTION P3114. 18. (IRC, NY) VENTS FOR FUTURE FIXTURES SHALL COMPLY WITH SECTION '3104.6. THE NEW YORK STAMP OF APPROVAL AUAW, PV FUTURE VENT MAY BE 3" VTR DELETED MEN CLOTHES i WR5HER IS ON FIRST OR SECOND FLOOR. i 3 -SECOND GUST I SEE NOTE !18 I m..ou'%--y Of?!;? I I ' MASTER SERIES ' FM FLOOR a - +m *"' RLL MODELS RLL v 1 �l Y PLUMBING CAPPED 6 LABELED Fn MUNCY HOMES, INC. 1567 PA ROUTE 442 F Ti IRF V NT TN TR FD FOR MR RNo oo R O LIR OR RT T1 ❑ RND NH RS RFFl JF5T MUNCY, PR 17756 (FRCTORY INSTRLLRTTDJ FOR RRSFMFNT MOTET SI DRN BY I DATE I SCALE I REV. HT. N0. DATABASE NAME 06",6b M.JL 3-22-91 NONE 10-15-2010 6b DETRIL �1 DETRIL x1A (11 SIMF50N LSTAIB. 2094: -.SIMPSOV MTS -I2 -STEEL ANGLE 5T CR. EOFL FASTENED TO THE BACK STEEL STRAY OR EOUL FIELD INSTALLED5WION 473' CC FRSTEI£D WITH OF KNE WITH Tn x 1 - EACH TRUSS WITH INTO T F HE Dl . lOd. a 5P D.C. BY. BUILDER (S) LS x 3^ JOILOWNT LABS EACH JOINT DETAIL 'R' "`Fq5 Hyl ' BOTTOM CHORD AND 10d 1T1/ NAILS INTO THE KNEEIr L STIR ONSITE 87. EUILC7ER. NOTE NOTE: OETAR APPLIES TO 9 AND 12/12 R STRAP OVER RIDGE ALSO TRUSSES AND 5 ANO 7/12 ROOF ST COVERS THE FLIP COCs+ECTION TRUSSES. FOR 5/12-MONOPITCH ROOF TRUSSES (NOTE: STRAP TO BE 36' LOG. SIhr-_ON LSTA36 OR ECUfLL. RIDGE DETAIL - FIELD KNEEWRLL DETAIL - FIELD SCALE DETRIL DETRIL NH1C a18Ta1L APPLIES TO s A� Izilz Rox TRUSSES FrAO S AND 7/12 ROOF STORAGE NOTE TRUSSES THATUTILIZECCCLAR TIES. DETAIL APPLIES: TO 7/12 MM'OPITCH ROOF TRUSSES. 10d ISULS 9. 4' O.C. (SEE ROOF SECTIONS FOR, COLLAR THE HG7) 10d NAILS- 6 S' OC. B7BlIILDER BY BUILDER U) SIMPSON LSTRlB. 20 g4. TI STEEL STRAP EY PREFAB COLLAR -TIE (1) SIFPSCN LSTAIS, 20 ga. FIELD. INSTALLED ON A55EM8LY SHALL BE STEEL STRAP OR E(�L EACH TRU55 WITH FlISTENEO TO TDP- FIELDINSTALLEDCCN (5) 148" x X. 110d) CHORD WITH..0 ROWS NRRS. EACH JOINT OF 0131' x 3 W11.5 EACH TRUSS WITH (51 148' x' 3' tIW e r- ,NAILS EACH JOINT _ -----! EXCEPTIONS 24 -WIDE. 7/12 ROOF • DOES NOT REOUIRE ' -----------1 A COLLAR -TIE - _ 24 -WIDE.. IZ/12 ROOF g01F STENED WIT)i FLIP DETAIL - FUEL D. (81 10d- WrLS ON SITE BY EUIL DER - SCALE: C41 NAILS EACH 510E DETRIL FLIP RND COI LAR TIE DETRIL - FIELD SCALE: 1"=1"-0' ETRIL a1D hOR Z PPLMILATTE3TO VERT_ PLATE 15d NRR THRU RAFTER MTWEIN- TRUSSES (SITE) INTO TRUSS BY BUILDER KI ESl.'FLI. DETAIL #6 KING POST SINF5ON M RFF-LER TIE OR EOUAL. EACH KlEEWALL TRUSS.. FIELD O)STALEDFASTEN W/ (S) IN x 1 1/2"HSAILS FIELD INSTALLED KING T. KING POST Z qr.i 131 ff AIN. BYD' TD RIM' HIM TO MOOLE STRAPPING. OETRILS .3 AND v6. fF3YP TO BE APPLIED BEFORE (STADIA OF SHEATHING: *7NOY 5HEATH@C GLUED ETH CONS ION: ADHESIVE., FM .L 0 WITH ROWS OF Sd NAILS r 3' = ST 0 EACH PERIMETER. SPD I4) ROWS: . BY BUILDER EATHONG FOR 5. AREA IS SHEPPEO 105E AND TMST BY BUILDER TER INSTALIITTI OF UNITS. UNG SHIPPEDXFlEaLD LL.EE ISd TIE4PILED e 2'O.C. BY ji�:Ls�11�1►7�i H A KFS' DE RVS5 SILL PLATEI51 2, SEE NOTE -11. 0FUrWING 7x-2 )OF RAGE 141 SCALE: 3/4'= 1'-0' S/S' Ti -11 SHEATHING/SIDING APPLIED DIRECTLY TO STUDS /-Z' ALUMVIL" FLASHING DY BUILDER 1x8EA/ � TRIM BOARD ARORD - :D WITH CONSTRUCTION JOIST ATRO SILL PLATE IL AT 3' O.C. FROM NAILS AT 3' 0C. 115T F110 SILL PLATE. TIEDOWN CCMECTI0.Y, / `)iI It WHLL UGI HIL Ir -LU ILU tWITH Ti -11 5I0INGI 5CRLE: 1 1/2'=1'-O DETRIL ,:B DETAIL a4 NrrIGE STRAY AT 48" O.C. 41..7718' x. 1 .UZ' x 16 9b. L- 11121 SRT SFEATNP)G JOLNT -!" >r OVERHKkIG EDGE. 112.. nck ROOF SHERTND.G iD _ x 3" tS 1Ls z14 T � 'AFTER ROOF HAS BEEN. RAISED TO APPLIGtixE ('ITCH, GO TOBFEf 1N ROOF. LIFT UIP 5HIlYLE5'. d UN5TFLL (2) 16d NAILS INTO. EACH TRUSS TRUSS HINGE - FIELD SCALE: L'=1'-0" SIPPS(X1 N -25A STEEL Ff'3ANIING Al GQ EQSL FA5TEHEO TSM T WITH (5) 8d r 1 1R' UAILS AND (51 8d TAILS INTO- RN SITE BY. BUILDER -1 I I> E ALUhMO,llM COVERED FASCIA DETAIL NA3 SILL PLRTE(SI SEE NOTE -IL DRAWING 74_2 DFR LAP O.R NYL LRP 510I3G rER SHEATHING FGDCY RATED SHEATHING GLUED WITH CONSTRUCTION FOMESIVE RNV NAILED TO RIM JOIST AND SILL PLATE ENTIRE PERIMETER 16d TOE-WrL AT 3' O.C. FROM RIM JOIST TO SRL RATE l6d N111.5 AT 3" MG TH;QJ 517ERTHING TO RIM J015T AND SRL PLATE ROWS SHALL BE STAGGERED. FOZ REM FIRIC) TO SILL PLATE TIEW-N CONNECTION, SEE: -IRAWI G 74-2: DETAIL vZ CONA£CTICw BY BUILDER J� 3JFTOM NOW CLP BUI INSTALLED BY la'7JILOER SIDE WRLL DETAIL - FIELD SCRLE: 1 c- )£HOER `TO 216 141.7/16' I LZ' 16 9a m 13P X 3. 1/7 NAILS STAPLES AT SHEATHING .DINT OIR!ECT EACH E[`0 AND FLIP MZZ'A'4S E[YE HINvE � HEADER TOS UDS AT 48;O.C.� 0) 10d NAR IRE BY BUILDER (2).131` I 3' NAILS 2.4 TO 256 - PERFORATED SCFFLT O) SD'P LSTA36. 2(7 TR" STEEL STRAP QR EOIKll_ A7 473' CC FRSTEI£D WITH M 148' i. 3' I, NAILS ERGs- END (HEPCER- WF'FPPECI7 DETAIL 'R' "`Fq5 Hyl ' PERFORATED SOFFIT ---- (It 01 SIMPSON LSTAO& 20 %. STEEL 50RAP OR EOJA_ AT 48' O.C. FASHET:ED WITH G7 148' a 3'- 0(Tdl NAILS EF04 END -1 PEA ER W@'3 PEDI FOLDING OVERHANG(S) (OP ONE RND TWO STORY - FIELD SCALE: N.T.S: DETAIL #5 � BOARO E23 154 NAILS TO TRUSS --- AFTER. OVE7dfWG IS 2.6 LOWERM - BY BUILDER HEADER. TO M iF 131' X, 3 1/Z' -.MR -5 DIRECT EACH END W" -'R' R TO STUDS- (3) 10d N'AII• DIRECT P:OTE: ST EIVILDER TRUSS CANTILEVER IS TT' TO 1 3/4' DETRIL IT NOTES: - L FOR 120 MAH. - 350 WDD ZONE. Si�E no AND MARRIAGE WILL 57LOS SILL BE IB.' O.G 2. TRUSS SPACING. SMALL. BE 24'. 192' OR I6' O.C. DEPENDING ON ROOF LIVE LOU REGUIRED AND THE ROOF PITCiL 3. OETAILS:. (SLY- TO- ALL ROOF TRUSSES. GYPSUM BOWD I- �i IXX1iLE TOP RATE OC.IL_E TOP RATE STUD SEE FASTENING SCHED, PAGES 98 d 991 OF HIGH WIND MA!NL1'AL, FOR: FRAMING '4 RE00 PER. TRUSS TTPE, WIND LOAD WIDTH, ETC: TRUSS CANTILEVER SHOWN,. TRUSS MAY .ALSO BE FLUSH WITH T.'R_L RD UTILIZE A STRAIGHT STRAPTOSILK) CONVECTION. DETATL OF INCREMENT TRUSSES SCALE) N,T5.. GABLE ENCU TRUSS QETRIL a7 TTGH{sSTT UA5TOENRa SITE BYYuRI)ER FIELD FASTeM4G OF ReATHINIG TO JOISTS 10d COMMON Gilt 6' D,G OiREt:T EOGE5 a 1. 1/2^ D.C. INTERMEDIATE .. TOTAL EACH HLF EXCEPT FOR 31' WIDE. 7/12 STOZFGE TRUSS l0d' COMMM, MIL e' O.C. DIRECT- EDGES b. 1 1/4' OIG. INTERMEDIATE -(18)' TOTAL.. EACH HLF SHEINTH LNG NOT SPFMD G -U 4TS. FIELOTASTENING OF" SHEATHING TO JOISTS: 8d' COMMON OR ASIU_AR OR SPIRAL TIREFD MIL S O.C. DIRECT EDGES 6.1T O.C.: INTERMEDIATE NOTE; DETATL APPLIES TO 4 AND IV12 ROtr TRU55U AND 5 AND 7/12 ROOF STYE- TRU55E6_. MODULE TO MODULE CONNECTION DETAIL - FIELD SCALE: I IIT=L`-Q' NOTES. L. FOR FRSTE20,135 NOT-cPECIFICrLLT RMRE55ED ON THIS SHEET. SEE FR5TENZG SCHEDULE RZI APPLICABLE CROSS SECTTCK Z tRAFACTUREIL NAS THE OPTION OF SUBSTITUTING NAILS FOR STALES CAlED FOR IN NAILiF,:,. SCHEDULE ZE. M SIM A`D/OR SPACING TO BE IN ACCORDANCE WITH AGENCY 5PECIFICATHRNS MID ELEMENT MAN FACTUREERS 5PECIFICRTIMa 3 DE5113 N CRITERIA FOR 1 ANO 2 STORY 0.517 CAPE UNITS IS BASED ON A-12/12 ROOF PITCH. 4. 110 MPH - 35C WIND ZCFE IS. APPLICABLE TO: THE COUNTIES OF BRONX, NEW YORK Af O RICHMOND. B E Z THE BASIC I, 120 MPH - 3: 1 CONSTRUCTIO HINUY1kY OO: STRUCTLI ES' 10.EXTERICR WE F •L-Tii;?i2y! RCChU_LE RYE AND YCNYZRS.. r TOWNS )N, MAMARCrECK. NORTH CASTLE. :. RYE AND SCARSDALE. '. VILLAGES: PL LARCHL .O,YF. MRMRRONECK, QR, PORT CHESTER, RYE BROCI4. ZC'E IS. APPLICABLE TO NG FF EL. LT 12' OFFICIAL. ATE 71 AND 67CM. WS R43 DOORS SHFif_ BE OE51GNT31 DL5IGNN WIN]' LOADS SPECIFIED IN TAB.E. ED FOR HEIGHT RIO EPOSU.RE PER 43 PRESSURE REGUIREO - I STORY UNITS I29= 30.4 PW - ZONE 4. r u9=� 362 PSF --ZONE +. NWIDE RE000RE0 - I STORY UJITS: T-ZO.NE 4. SF - ZONE 4:. D PRESSURE.REQUIRW - 2 STORY LCIITS: L4=- 33:0 PSF - ZONE 4: c 1:4= 393 PSF - ZONE 4. RADE REOIIR M - Z' STORY- LM73 F - ZOICh SF - ZOW 4. 10 FRESSUE REOUMM - 1 STORY UNITS L29=. 37S PSI - ZONE S. I L29= 44,8 F5F - ZC[<< S E70E REOUIRED-- 1 STORY UNITS: F - ZONE S. F- zONE- 5. DPRESSURE U REOUIRED.- 2..STORY IM 1.4= 407 PSF - ZONE S c L4= 48.8 PSF -ZalE S, RPOE REQUIRED-- 2 STORY UNITS F - ZONE S F - ZONE S 132 AND R6113_ R5PHA-T F„''4NGLES SHALL COYPU WITH C00ECTIOi DETAILS: SEE OM WING 7e1 YORK STAMP OF APPROVFL 1120 MPH 3 -SECOND GUST T. -0ry-"'s V r A3+X/ G(AMRI'UkH . W--22 GtlOC3 C:v aGl1 !T Z7F4PIH Slat p �>1q lblYYC ,sev j� ♦y MASTER SERIES ONE AND TWO STORY MODELS OETAILS FOR 110: d 120 MPH - 35G WM ZOPE5 MUNCY HOMES, ING 1567 PA ROUTE 442 MUNCY, PA 12756 DRN BY DATE SCRLE REV. J.SHT.i OJG 8-28-95 SHOWN. 10-26-2012 7a -A NOTES DETAIL u1 53DE VIEW OF IL #3 DETRIL I1S SIMPSON LSTiDBRJ 1. FOR APPLICABLE NOTES, SEE DRAWING 7a1 SECOND FLOOR STUDS - MCCULE 'C MATE LINE MODULE '0' 2 FOR ADDITIONAL CONNECTION DETAI S. SEE DRAWING 7-1. (2) WALL CORNER STUDS S. STRAP TIE SIZE 15 BASED ON THE SILL PLATE BEING ' FIRST CC42PE2 STUD COTWIECTED - - (1) ZK6, WHEN SILL PLATE IS 0 2x6, STRAP TIE 1790 ROWS WALL N�9 6' oTH PSONSHALL L5TA18 STRAP TIES BILL SIMPSON IS LOh�FT•�T. RNOTHER STRAPS) ROWS STAGGEREM EACH IN5TAI TIES OR EQL7�1 FACTORY INSTALLID FACTORY EQUAL, FI EGU NS 24" D.C. ILgK FIELD INSTALLED WITH DR CONNECTION SHELL 8E 115E0. CORNER -FACTORY. (7) 10d NAILS EACH END 13E H� IV CONNECTION A UPLIFT CAPACITY SHALL. BE THE EQUIVALENT OF fl SIN1P50N LSTR12 0330 LB). 04) TOTAL EXTERIOR SIDE WALL . 19 2x CORNER SEWS EACH CORNER SECOND FLOOR - FOR SHEATHING CONNECTION OF FIRST d SECOND FLOOR Ll FLOOR TO SECOND FLOOR -TER SIMPSON SIMPSON L57HD/STHD STRAP TIE HOLODOWN _ IM SEE OPERIPE OR EQUAL SUPPLIED RNO FIELD INSTALLED L G. Err BLaDER ON FIRST AND SECOND STUDS FIRSTFLOOR 5 G NOT SHOWN FOR CLARITY. FIRST FLOOR - FROM CORNER.. INSTALL BEFORE CONCRETE POUR I A STRRPMATE OR OTHER HOLDING DEVICE MCI- NAIL NAIL STRAP FROM 80-ITOM UP SJ-TH j6d `OTTO �� AL1. HOLES TO BOTTOM OF EMBEDDED W CONCRETE. . SIMPSON LSTR)B ]ES O/ OR SHEATHING CONNECTION OF FIRST STRAP MAY BE BENT ONE FULL C7CLE. BESE T 9014LL OR EOUFL, 24" 01:. MAK - - FLOOR TO SECOND FLOOR PERIMETER STRAPS ARE LOCATED RT EACH EMBt;QMEN7' FIELD D.6fRLLFD WITH RAILS CONPJECTION, SEE DRAWING 7a_L - EXTE)ZTV CORNER. LIME (7) IOd NAILS EACH END DETAIL a6. STRAP VALUES ARE BASED ON AN 8" MIN - - (14) TOTAL 51101THING NOT SHOWN FOR CLARITY, STEM WRL.L. 02 - FOR OPTIONAL SECOND FLOOR SEE CONSTRUCTION NOTES ON THE CANTILEVER DETAIL, SEE DRAWING 7a-2, RF �F50�� FOR SIZE AND FIRST FLOOR STUDS SON 8 STRAP TIES DETRIL x8• OR - ' 178) 1 EACH �END,�00+) TOTAL CORNER DETAIL APPLIES TO AN SHEAR WALL RND RIM BRND TO EXTERIDR END OR SIDE WALL — RIM BAND TIEDOWN DETAIL 2 STORY UNITS - FIELD ODUL 0 MODULE CONNECTION T END W LL DETRIL 2 STORY UNITS - FIELD 5 PLATE SCALE 3/4"=r o" SCALE; 3/4"=1'-0" END WALL PERIMETER RAILS SIDE WALL PERIMETER ARILS _ 5111 PLATEI5) NDTE WHEN THERE IS R GARAGE, THE BUILDER FIRST FLOOR STUDS MOQULE W MATE L MODULE 'B SEE NOTE .11 SHWLL. SUPPLY HYD INSTALL SIMPSON LSTHD/5THD OR EQUAL ON DOUBLE STUDS - NOTES 01 - FO TION OF PERIMETER W SW50N LSTRIB STRAP TIE ALONG THE WALL PERPENDICULAR TO THE RAIL SILL PLATE, SEE OR EQUAL SUPPLED AND ' FLOOR JOISTS THAT SHALL BE REMOVED AT THE SITE THE HOLOOOWN(S) SHALL BE AT G 7e_L DE7A0- a2 OR a3. TF@JG NOT SHOWN FOR CLARITY. INSTALLED BY BUILDER WITH (7) IDd NAILS EACH x+ 90" S' �) LENGTH LENGTH ALONG SIDE EACH CORNER OF THE GARAGE AS SHOWN OR RIM BRNO TO SILL PLATE END 041 TOTAL iI RHD END WALLS II AD THE SAME DISTANCE APART AS ALL POURED CONCRETE I REQUIRED FOR ANCHOR BOLTS.DETAIL -Z DRAWING 7� 3000 pal MIN. it TFE REQUIRED ANCHOR BOLT SPACING 02 - FOR RAISED RANCH FOUNDATION CAMTLEVER DETAIL, SEE DRAWING I1 SHFILL BE 12" FROM CORNERS AND 72. ON CENTER MAY 7-Z DETAIL a7. NOTE FOR CONNECTION OF PERIMETER 11 THE RIM EIANO TO SILL PLATE TIEDOWNS 9 TD SILL PLATE. SEE II AS SHOWN ON OETAIL e2 FIRE NOT REQUIRED T SIMPSON LSTR18 TIES OR EQLgL -1, DETOAIL WITH THE ADDITIONAL HOLDDOWNS. FACTORY INSTRLLE0. G FOR CLARITY. • FOUNDATION PERIMETER RAILS SEE NOTE a2 ABOVE MODULE TO MODULE CONNECTION R T CORNER HOLDDOWN DETRIL -'FIELD SHERR WRLL TIEDOWN DETRIL - FIRST FLOOR OF 1 AND 2 STORY UNITS FIELD SCALE; 1 vY 1' 0" 04�TRST FLOOR OF I RND 2 STORY UNITS SCALE; 3/4'=1' 0" SCALE. 3M'"V-0" ETRIL #2 MATE LINE DETRI �7 1 3—�DALL DETRIL 7 ® Z 6 0 • FULL -f -EIGHT BLOCKING MIN LONG 1/2' OLA..STRAP ROD DBL AT EDGE OF CANTILEVER STUD X X SUPPORT. BLOCKING FASTENED SIMPSON LSTA24 BOLT ® 48" O.C.. SlPPk1ED ACI ENO STUD OF SIDEWALL TO JOIST NAILS 7 -) *" + FIELD INSTALLED BY BUDJ)ER E• 0 OF INSTALLED IN FASTEN END STUD OF ENOWALL 10d NAIILYS EACH TO NEIL STUD IN SICIEWALL WITH o °•076)s�y�' Q) ROWS OF 0.162' x 3.I/rp END (LW TOTAL STRAP CONITIIiU1TY �, S6d O6d) NAILS, STAGGERED 9 6"o. 15 FROM FACE OF - - SECOND FLOOR B IV, O.C., LOER ' FASTEN END STUD ALL STUD TO L�ERSIDE OF FLOOR J015T. 1 TO JOIST SW50N 1 LSTA18 (7) LOd SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL EACIi END' SILL PLRTEIS) ARILS �. 1/2' DIRx7" MINI. LONG 24-4)IDE NMT ENO, -JOISTS: ) 148" II LS' I I (9 FORROOF STFI?A STRAP TIE SOLE SUPPLIED AND FIELD NAILS NS PITCH c or BY BUILDER INTO SILL 11 (OR EQUAL) SUPPLIED FIND FIELD PLATE FIRST FLOOR INSTALLED BY BUILDER EN (3) 2x8 SPFa2 FOR ROOF . PLATE AND BLOCKING 11 INSTALLED BY BUILDER INTO RIM PSE rITH ISI FIT�3z�Q. II D 120 MPH 3 -SECOND GUST ER ARILS AROUNSANO EN12/12 U JOISTS SILL P�L.ATE I) ' SILL. PLATE (9 a2 FOR ALL ALONG THE EXTERIOR SIDE WALL. ROOF 11 SEE NOTE x3• FLOCKING TO SILL I 11 (NOTE, W MAX 13TH PLATE CONNECT30M FOUNDATION 1 FOR B -l2/12 PITC11E9 O.0 MODULEor BELOW � � TOE -NAILED - FIELD FO ,, HOLD-DOWN PER APPROVED I� - FBGH-u)NO CALCULATION V -w FOUNDATION MRX. CANTILEVER 46C CALC REF 1pq 38 OF 35/35 MANUFLJ REgR7R7 _Lp8 3 OF 50-65 MANJRL.1RNO �I a'-' //! x is SHALL BE - MOD TO MOO(pG.. S OF 60-20 MANUAL] RAISED RRNC DRTION olPnn)a+enoNsupEmDESomom R MINIMUM OF T IN CON 0) SIMPSON LSTA21 STRAP TIE OR EQUAL SCALE: 1 1/2"=1'-0" ,(Iawa.xr 12UMOM ]MTS AN IN MASONRYEACH SUPPLIED AND FIELD INSTALLED B'' HIGH -WIND HOLD-DOWN DETAIL C V _ _ ab al "ILII ra7Tr4nIf1a�1� MAX. FROM EACH Qas'ffR MA BUILDR INTO RIM BAND WITM CANTILEVER DETRIL APPLIES WHEN ]SING WFCM RNALYSI57 o na ppaww u STRAPIS) WRAPPED AROUND SILL PLATE AT 36' O.G ALONG SCALE: 1 1/2'=I' -U' mmawxa,.ua••.�...x�,,.a ,, PERIMETER RgiLS--,,,, THE EXTERIOR SIDE WALL MATE LINE LS) lOd NAILS NOTE a3. DETRIL 11S SIMP50N H8 OR EQUAL STEEL ANGLE STRAP FASTENED TO WWI . m FIELD II45TFLLED ' LSl .148' 0 X 1 1/2' SIDE OF SECOND STORY JOIST WITH (51 10d x 1 L2' NAILS B AND TO THE SIDE OF THE FIRST STORY ClILINIG P BY BL1tL0ER t1AILS TALLER RPOL. WITH (51 10d NAILS ON SITE BY BUILDER INTO PERIMETER BY BUILDER 0 RAILS SILL PLATE SILL PLATE . -4 1/2' DIA. MRSTER SERIES FOLUIRTION BOLT a 48. 00., IDSTIILI"® BY BUILDER SIMPSON LSTF124 STRAP TIE OR EQUAL SUPPLIED AND ONE RND TWO STORY MODELS INSTALLED BY FACTORY WITH S) 10d NAILS EACH (4) l6d NFlIL� BY BUILDER - ENO UW TOTAL. STRAP CONTINUITY 15 FROM FACE DETAILS FOR 110 6 120 MPH - 3513 WIND ZONES RIM ❑ O S TIEDOWN - OF SAD To UNDERSIDE OF FLOOR JOIST. MUNCY HOMES. INC. 1567 PR ROUTE 442 EXTERIOR SIDE WALL - 1 AND 2 STORY SCALE: NTS FIELD CONNECTION - MODULE TO MODULE MUNCY, PR 17756 FIRST FLOOR OF 1 RND 2 STORY UNITS ORN eY DRTE SCRLE REV. SHT. NO. SECOND FLOOR CANTILEVER DETRIL -FIELD SCALE: 1 v2"=1' o" REH 4-26-2004 SHOWN 10-31-2008 7n_2 • SCALE: 1/2"=1'-0" DATABASE NAME -O" DETAIL "A" NO IN4 ATIQN ALLOWED THIS AREA OF A 9/12 ROOF DETAIL "B" DETAIL "F" DETAIL "G' OLE TO 0.0(XACE OF ,___-- --_---_--- -----.- ROOF VENTILATION 1 — t(Id 9 s ac 24N CAPE 1� STAIR DET - OPT: DORMER. SEES stY SHEATHINGOOR i SEE SHY a - OR SPF NFTER r .101ST HA f M 2.2 LEDGER STRIP OR JN WEN BEARING 5U ACE OVER B AROVG WALL 15 LE55 THAN -1 Lr { IN`I:LRTEON FIELD CONT. 1/r OR 5/6"A 1/2' (2) BAFFLE " OB STRIPSON CT. TCP PLATES) x Ix BRAN CSEE NOTE 21 COLLAR 1 0 ROWS 1 NO 8;=ING RECD 1 CUNT_. RIOZ MFM I'S1.UtTION BAFPiE MAY BE REDO UN-JER- ROOF CONT: TO ENNSLRE RCXF YENTTLATICN ROOF SHEATHING SEE SHT 3c r PREFAB CCEPTI 3 (SEE OET 8 FOR EXCEPTIONS) 51 12 FIELD WORD 9i! 12 -, PRE-YFiKFACT:UFEQ WOOD IN5ULATICN. INTERIOR FINISHES; ELECTRICAL TRU55 MY OTHERS) AT COPPL TE FIS A i A IRE T MATERIALS. ETD. TO iii 16'. �� O.C. SEE Ci BUTLfE THIS AREA ARE i0. 8E 1NSTALLEO TRUSS NMANUALDRAW GS. BY h11TLDFR IN ACCORDANCE TO STATE DESIGN Q�?FfII+•i5.. DETAIL "ITT AYDI R LOCAL CODES. WxN.'UFfiCTI.{�R PROVICES WPLL FRAMING A'A 09/12IECC STATES (S NTt - DETAIL E" 1/2' GTP. BD: r m �. I/Z.3 I/r CONT: BE RAIL. ALL ERC. 36• MIN 8' MIN. INSULATION W/V$ TO W, IRM SIDE SEE. SHY3m 3B• MIN, 3O` DOOR TO ENCLOSE STAIR. OPEr Ur ON SITE BY BUILDER - ALR-EIRRRIER BEHIND KW SUPPLIED. 6 INSTALLED BY OTHER'. DETAIL "F" DETAIL "G' lGd NRFLS DIRECT TO STIR BY BUILDER �J BY BUILDER 61-01 MVN TOP ROW OF SIDING f INSTALLED BY BUILDER BY BUILD — t(Id 9 s ac 24N CAPE 1� STAIR DET BY BUILDER. SEES stY SHEATHINGOOR SEE NOTE r6 9' MIIi OR SPF NFTER BOTTOM PLATE .101ST HA f M 2.2 LEDGER STRIP OR JN WEN BEARING 5U ACE OVER B AROVG WALL 15 LE55 THAN -1 Lr { DETAIL "R" FIELD CONT. 1/r OR 5/6"A 1/2' (2) 16d NAILS TO RAFTER " OB STRIPSON CT. TCP PLATES) x CSEE NOTE 21 SCALE: 17=1'-0" P15LLATION TO WARM SII SEE Sit 3. TOP TfifY] INSTALLED CRIT CN-STTE By BUILDER C AFTER RAILS REMOVED. S ELI 0 16d tFILS TO 2x6 PETER. ROOF 15. RRI5EO. BY BUILDER HINGE PLATE d TRUSS DESIGN BY TRUSS- - t"RILFACTURER, DETAIL IID" SCALE.' L"=1'-0' CONY. TO' PLATEf57.1 (SEE NOTE 21. 09/12 IECC STATES I& NY): NCN-STRUCTURAL AIR - BARRIER BY MOOILA: ?ARNUFRCTLRER 1/20 GYP.: Ea x azG WELLS. (GPT1. F 2x4 16. acl SEE -'.;HT Sc FOR. 5PECIES. GRRDE 6 JC. SPACING DETAIL "H". FLOOR" SHEATH IN SEE SHY 3. Jvv 1 FLOOR JOIST SPEC E � E ShT 3c O �vaG DETAIL "I' 6 reraERs ppOO Rilw'10R�T3fN DETRRAILS d SPECS. BUILDER TYE. CROSS SECTION FIELD WORK fOd NAILS 9 W.O.C. X,lPF72 z.s UPPER RAFTER E21 lfid NAILS BY BUILDER: SPF APER O F SSYPSON LSTA16: ZOg STRFlP --�� EOUSL 0,4 EOJfi: a 4So,<. OYER. RIDGE. PER TRUSS -2.2 LEDGER op WITH (51. IOd NAILS EACH ENI*2.4- 16d-9EACH RAFTER lGd NRFLS DIRECT TO STIR BY BUILDER �J BY BUILDER IGd e S TOP ROW OF SIDING f INSTALLED BY BUILDER BY BUILD — t(Id 9 s ac OVERHRNG BY BUILDER. ' TER- 4'-0"- SHERTHING TO 5Pfri 1307HH7LVES- TO TIE UNITS TOGETHER ON 51TE BY BUILDER OR SPF NFTER BOTTOM PLATE EmrlL B" DETAIL "R" FIELD SCALE: r=1' -D. (2) 16d NAILS TO RAFTER AFTER OVERHANG 15 2.4' LL _ J / PRE -FAB -COLD -TI£ c~io RSSEYBLY SH:LL BE 4 w FASTENS -D TO TOP CHDRO WITH (21 ROWS "moo OF 0131' s 3" 14ULS �y+1 a 3*0.c. r~jr EXCEPTIONS m¢ 24 -WAD.. 7/12 ROOF ODES NOT REOJIRE N' -j R CCLLSR2 TI£. g�. 12/12 ROOF' 26�1fR- �: TIE FASTENED. WITH iAr fBl 1Id. NAILS ON SITE BY BUILDER. (41 NAILS EACH SIDE DETAIL "B" SCALE: 1"--V-CP* ix6 ' xm DETRIL "E" 8;wRIER lGd NRFLS DIRECT TO STIR BY BUILDER �J . WNi1x4 TOP ROW OF SIDING f INSTALLED BY BUILDER DETAIL "E" - FOLDING OVERHRNG SCALE: 4'-0"- SHERTHING TO 5Pfri 1307HH7LVES- TO TIE UNITS TOGETHER ON 51TE BY BUILDER CONT. SINGLE FIELD' FASTENING OF SHEATHING TO JOISTS BOTTOM PLATE Bd".COMMON OR R'WL1R: DZ 5PL'dL. THREAD NAIL FACTORY WO K 6' QC; DIRECT EDGES S 12' O.C... DiTERY.EDIRTE SU'P50N MTS -12 STEEL ANGLE STRAP OR EOUAL a 4S O.C. FPSTeF_D 70 THE BACK SIDE OFrhEEWALL WITH 171 148' x 1'1/2' NAlL3 .57RQs. INTO THE SIDE OF THE TRUSS 2612 LEDGER ,�, OR JOIST HANGER WHEN 8FARING 80TTOM f31(7iD AYJ3 FD IUi SURFACE OVER BEARING WFAL I5 NAILS INTO THE BACK OF THE LESS THAN L2- �UD STON SITE BY LDER. Lr OR S/6' GYP. 80.. 2r6 a�ll1! 16. O.C. SEE SHT 3c .FOR SPECIE5.. _QU:M 6 QC: SPACING; - W1TER•RE5ISTIVE DETRIL "E" 8;wRIER SCALE:INSULATION W/va TO lr'FRM SIDE SEE Stfl 3. J0I5T HANGER CONT. SINGLE BOTTOM PLATE FACTORY WO K FIELD 1/2' Dict BOLT 48' QC: BY BUILDER SCALE 1/2-4-(r CONT. r WIDE OB STRIP DETRIL "G" SCALE: r=1'-0' ..S/6' -Il SHTG/SIDING VINYL HAP SIDING nIRECTLY TO OVER SHEATHING_ DBL EXE. PERM. r._T:i_,, FLF5iaNG- RAIL (TYP) 00FRO BY BUILCER.BOTTOM ROW OF SIDING: BY BUILDER 16d TOE -MAILED a 16' AG BY BUILDER 16d TOE-NAILEO (12' OC 2012 IRC) a iF' QC. BY BUILDES, DETRIL "H" DETAIL "I" SCALE' 1"=L'-0" SCALE. 1"=1'-0" SCALE:: 2) l6d-MULS..E CL7ERBY R 2.6 FASTE14EO TO PORCH RAFTER 2.6 .FASTENED TO HINGE PLATE 6 -..TRUSS DESIGN BY -TRUSS YFYUFA CTURIm PORCH OPTION iRiFw Nri9E NOTES ]. O?EXLl:E05TALlR'-'TPIf ION Cl1ES NETS 2 WEN CLG. JOISTS. OR TRUSSES DO NOT GN _ I STUDS, R.OL� WALL. TOP PLATE IS REOUIREQ 3 FOR FASTENINGS NOT SPECIFICALLY SFg� ON THIS SHEET SFE FR5tENlt-- 4. FOR OPT. CHALET DETAILS, SEE SAT Sc. FOR OPT. 5t -ED DORMER DETAILS, SFE DETAIL •1. SHY 7} i= :1E4 s Tit SERVED SERVED FOR THE NEW YORK STAMP OF APPROVAL 120 MPH 3 -SECOND GUST MRSTER SERIES CAPE MODELS' CROSS SECTION MUNCY HOMES.INC. 1567 PA ROUTE 442 MUNCY; PR 17756 !RN BY DATE I SCALE I REV. HT. NO. MJL 3-22-91 1 SHOWN 110-26-20121 7b I. BRACING W/ Q]- 16d NAILS EACH COLLAR TIE FOR 12/12, 24 -23 -WIDE., FIELD WORK 115VLATIOt NOT ALLOWED (2) ROWS OF BRACING RE09 FOR 1212. 31 -WIDE THIS: AREA OF A 9/12 ROOF NO EDUCING REOD FOR 9/2 OR -LESS PITCH CLE TO BLOCKAGE OF ROOF VENTILATION. ALT. DETAIL "A" _ EOLR-51W5ON LSTA18. 9. RIS -y 2'2 SL'V---(N LSTR U, 20 57RR' OR EOL C..) a 48b.c. OVER- 1{1P r / OR H (5) 15 NAILS EYER. RIDGE WITH �3 lOd I;HILS F31t.H( END. 10d s 5' O.C. 4 2 WITH (5T lOd l8iIL5 EACH EtLI "NON HRBITRBL E" AT lo+ e L ac By euDSER 64N THE FLOOR PLAN 15 FOR BY Q!lLOER THE ATTIC. TO BE 'NOR IT T - SHALL BE USED FOR STORAGE PUR' ONLY. . THE 9/12 ROOF STSTETIS ANLL FRE -FRB COLLAR -TIE I:'a.FFICIENT CEILING HEIGHT TO OULIFY DETAIL "I" (SEE DET I FOR EXCEPTIONS) AS HABITABLE SPACE 12112 ROOF SYSTEMS � 1�- 1xT [arty 2.4 SHALL HAVE RV FMTIONSL LOWER. COLLAR r4 TIE'. INSTALLED' AS SHOWN FOR 'NON-t--WYIBLE ATTICS. NOTE FOR A DETAIL "A"- ALT.. DETAIL "A" . NEW: AC ON -Y.' FOR 12/12. NDN4.-F8rTPELE ATTICS IF THE LOSER a SCALE. 1'•=1'-0' SCALE: EMO1-=1'-O• COLLAR TIE IS REMOVED TIE AC SPE WCLL.O BE 9 OR: 12 fQ DEEHEO A sTo Rr- WHICH MAY REOUIRE R SPRRd1.ER _ SYSTEH T/0 THE HMtSE PER SECTION R313.3 SEF _ Ia V OWG 1e.. NOTE -6 FOR CLARIFICATION ON'M]MIER OF -- ------ ---------- ------------------ .i STORIES PAO 5PRI.'Q.ER SYSTEM REOJIREM04TS. LOWER COLLAR TIE IS USED 7n ONLY' WHEN AREA IS USED AS rte: ,6 21009/12 IECC STATES td NY2 P 4NM+FSLTAH:E SPACE C(� aCi AIR-BRERIFR,. BEHIND KW t (SEE N-FMITABLE ATTIC SZPFLIFD d INSTALLED NOTE- AT UPPER LEFT] BY OTHERS- 12/12 c*1. -n ITRBLE" ATTICS' �m DETAIL ' "; FIELD. WORK- _ -CIXr CTIat:. DESIGN (EGRE55. NATURAL � 1 LIGHF- .945LLATICN. INTERIOR - FINTSM EL ICFt- PLUMBING, ETC. TO ..COMPLETE TM STALL BE. PROVIDED . DETAIL "F" � i _ FLOOR SHFATTIM AND INSTALLED TE BY BUILDER IN r5EE SHIT 3c ACCORDANCE TO ST OR LOCH. COIES: (2) 16d BY Sul DETAIL I Y 2009/12NIECCON-- STATES (6 NTS FNO A THII BARRIER' BY ML RIR- EOU R TFDI BARRIER' BY 112 ,J:l EOUO'PED T MANVIFACTLIRERR _(12/12 aHY1 SPRINYLER WITH 1FPA 9112 OR 12112 TRUSS CROSS SECTION SCALE, vz�r o 10d NAILS 3 4- O.C. BY SURDFR- ggr RSEra-r SHALL 2cc FASTENED TO TCP - yo CHORD WITH "0 ROWS .-I OF 0131- x- 3" NAILS L.w a Xmcr 1 w� EXCFPTI 7/1 DOES NOT RE R C2LAR-TI �W 24-W[CE. f2/ w REOUIRES:..A. TIE FASME (8) lad. NAR; ON SITE. ST NH NAILS IS I E 1-11w CONTENJOUs 5VIP50M L5TPIS: 209 STRAP . OR ECLKIL. s +Brat OVER RIDGE WITH (9. IDd NAILS EAU+. ENR. —GTR 12/12 SINGLE MODULE TRUSS SCALE: 1/2==1' -0 - DETAIL J IN 4'-O'- S - RTHING TO SPAN MW W TO TIE UNITS TOGETHER ON *CONT IELD. FAST QTNG CF SAERIMR,* adCOMMONOR AFa'Y-LAR. O: 5P1RP ' OC.. DIRECT EDGES :S 12" O.C. I STRAP sT 0 5. TRUSS2;2 LEDGER STRIP IOdO'R JOIST HAN"v'ER t,4 N BEARING 5LWPCE OVER BEARING WALL IS LESHYLY T 1 1/2' 112" -OR S/8'GTP. BO. .r WIDE OB STRIP DETAIL "G" SCALE:_ HINGE PLATE "Y- TRUSS 1-17 I21 DETAIL "J" 5CPLE L"=1'-0' BUILDER GISTS hRIL TE (21 lEd hYiILS TO RAFTER FF(FR 0- r!Td-EYJG IS I LOnE72ED. BY BJILD:tR. I I 2.4 1.6 ALUN:. Lt6 j ae COPYRESICN STREP COVERED FASCIA 1/rx6' 10d.(Nf�OE QCT TO STUD TCP ROW OF BY SIDING BY SITILDER n( r n=- nTi tion _ I n �nov (21 16d NAIL Q) -16d hRILS TO 2x6 AFTER AFTERROOF 15 LOWERED, RAFSED: BY BUILDER HI4GE PLATE (BY TRUSS MFR1 10d: NY' DIRECT TO 5' a �� By eun xle DETAIL "W FIELD WORK DETAIL ''K" 28' 31' WIDE SCALE: 1'=1'-O- SCALE: r=P-0' h6 QJ 16d NAILS TO RAFTER AFTER OVERHEM IS _- LOWERED, BY BUILDER 2id0 FASCIA 1.6 1/2`.8' OB LOd NRIL DIRECT To STUD BY am CER DETAIL I FI"TPATAVF QETAII T qL NOTES. L 0.�4EXCEE05 IR(C.L RPPLI �TIfpS�bOES.N�TS 2. LL11 STUDS, A 0&- WALL pETcOF PLATEI 15 REfi0. 3 S�� E Q"1 THISTShEETUSEE f�A5TENING 211fid N'RILS TO R!fTER fFTt3t OVERHANG IS LOf.cREO. B7 BUILOFI2 120 MPH 3 -SECOND GUST -30d NAIL OI!?£CT TO STUD BY BuacER -TOP -ROW MING BY 9UILCEN LT. TAI "H" FI RK 28' 31' WIDE SCALE: r--P-Cr �. 2d0 10d NAIL DII�CT To SAD. Or BuRDER bs Fcw 1v1-v1,r1s jl &r s ALL MODELS +�0 Qt Isd NPILS TO RAFTER ANTER OVERHANG'. 15�t��{{��hh LO'.ERED. BY BUILDERLf OPT. ROOF CROSS. SECTIONS QFYAL _5((f 31ArLWS'iiuRti ; �1 aG(tJlq. DETAIL J: MFRRrRGF WFU I SIDE .PR ROUTE. 442 _ ELIPEAVE OFTATI sau - r ra 2 BY bs Fcw MASTER SERIES ALL MODELS L,'e'r 00 OPT. ROOF CROSS. SECTIONS MUNCY HOMES, INC. DETAIL J: MFRRrRGF WFU I SIDE .PR ROUTE. 442 _ ELIPEAVE OFTATI sau - r ra (1UNCT. PR 17756 BY 1 DATE I SCALE I REV. HT, NO. CRN DAT. M.L 1 3-22-91 1 SHOWN 10-25-203 7g `wl- US 10d NAILS, 16" D.C. ON SITE RIDGE TO RIDGE FIELD WORK EFTA FIELD WORK DETAIL #1 FIE 5/12 PIT STA36, 20 STRAP OR 5/12 PITCH: SIMPSON LSTA36, 20 STRAP OR NAILS 3 EQUAL OVER RIDGE TION a 48`o.c. EQUAL OVER RIDGE 6 FLIP CONNECTION a 48"o.c. 16d a I/2' O.C. MAX WITH 0 lEld NAILS PER 5 (SITED.. CONT. RIDGE VENT, SEE NOTE -1 MAX WITH (5) 10d NAILS PER LEG INTO TRUSS (SITED. (3) LUd NAILS 16' O.C. ON SITE RIDGE TO RIDGE HORIL PLATE TO Y 7/12 PITCH: SIMPSON LSTA18, 22pppp STR 2x4 SPF x3 OR EOUAL 7/12 PITCFC SIMPSON LSTA18, 20 STRAPS OR EQUAL OVER RIDGE 6 FLIP CONNECTIONS a 48"— RIDGE BEAM CONT. RIDGE VENT, SEE NOTE •1 BETWEEN ECUAL OVER RIDGE 6 FLIP COZTIDN5 a 48"o.c. RIDGE BERM MAX WITH (5) IDd NAILS PER LEG (SITE). PRE-MANUFACTURED WOW TR MAX. WITH 0 10d NAILS PER LEG (SITED. 1x4 2x4 SPF -3 OR EO1AL 11Y OTHE RS) RT 16". O.C. ALTERNATE CONNECTION FOR 5/12 ROOFS: OF THE r4 S I ALTERNATE CONNECTION FOR 5/12 ROOFS: LP.O OF THE - SEE SPE PL 1x4 RIDGE STRAP, R 2x4 COLLAR TIE MAY BE INSTALLED W/ (4) IOd a 12" O.C. PLATE TO PLATE (SITE) RIDGE 5TRAP, A 2x4 COLLAR TIE MAY BE INSTALLED W/ (4) 10d NAILS EACH END JUST BELOW THE 2.4 CONTINUOUS PLATE WHERE SIGN DRAWINGS f—RIDGE NAILS EACH END JUST BELOW THE 2x4 CONTINUOUS PLATE WHERE111111111111111111111111111 THE FLIP AND TRUSS TOP CHORD MEET. 2x4 IS THE FRIND TRUSS TOP CHORD MEET. NEE WALL K l0d NR11 _ ALTERNATE CONNECTION FOR 7/12 ROOFS LP.O OF THE - - - CONTINUOUS G TO BE ALTERNATE CONNECTICN FOR 7/12 ROOFS: LRO OF THE RIDGE STRAP, R 2x4 COLLAR TIE MAY BE INSTALLED _ - - - (SITE) CONTINUOUS LATERAL BRACING TO BE RIDGE STRRP, A 2x4 COLLAR TIE MAY BE INSTALLED EOl1ALLY SPACED, ATTR NAILS W/ (4) 10d NAILS EACH END LIST BELOW THE RIDGE FIi05. EOUALLY SPACED, ATTACH WITH (2) Bd NAILS W/ (4) Wd NAILS EACH END JUST BELOW THE RIDGE BROS. AS R SUBSTITUTION FOR THE STRAP CONNECTING THE TRUSS HINGE, SEE DETAIL •6 TRUSS TOP CHORD TO THE FLIP RAFTER R 2x4 PRE-MRNUIFACTURED WOOD TRUSS AS A SUBSTITUTION FOR THE STRAP CONNECTING THE TOP CHORE) TO THE FLIP RAFTER, A 2x4 TRUSS HINGE, SEE DETRIL -6 COLLAR-TIE MAY BE INSTALLED W/ (4) 10d NAILS EACH END JL15T BELOW THE 2x4 FOR FASTENING, 2x3 BRACE IFRC70RY7 ®Y OTHERS) RT L6", 19.2" OR 24" O.C. SEE SPECIFICATIONS MANUAL FOR C BE INSTALLED W/ (4) 10d NAILS EACH OW SOLE PLATE FOR FASTENING, 2x3 BRACE SEE DETAIL -ll i2 SIMPSON FIB RAFTER W OR UAl- SEE DETAIL -ll CONT PLATE WHERE THE FLIP AND (Snp KING POST TRUSS TOP CHORD MEET. .. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ TRUSS DESIGN DRAWINGS 12 CONK PLATE WHERE TH TRUSS TOP C (�� KIt.G POST —� 5 OR 7 SPACE 4. O.C.(SITE) SPACED 48" . (SITE? OR 7 - !10�5 _ _ _ _ _ _ _ _ _ - - _ __-_ K EEWPol KING P05T KING POST KNELIJALL SIMPSON H8 - OPT. CATHEDRAL RO FOR 24' AND 26' WIDE 1/2' OR 5/8 GYPSUM BOARD CONT. PLATE ROOF INSULATION FOR 24' AND 2E' WIDE UNIT OVERHANG DETAILS. KIM ND EQURAFAL, TIE OR KING POST a 48" 1/7 OR 5/S" GYPSUM BOARD INSUIL.ATIDN /� UNIT OVERI-iNG OETFlTLS, INSULATION - OR 5/8"x2 L SEE DETAIL W. I5 PRESENT, 0.C. FIELD O-C, BHFFLE TYP. �-TYPICAL 2x4 2x6 SIDEWRLL CONT. PLATE SEE DETAIL -4, -BAFFLE TYP. COMPRESSION STRIP FOR 28' WIDE UNIT com FASTEN TWIST INSTALLED. �' TYPICAL 2x3 OR 2x4 MARRIAGE WPo1A illililliION STRIP FOR 28' WIDE UNIT OVERHANG DETAILS. TYPICAL 2x4 OR 2x6 SIDEWRLL OVERHANG OETRILS, IL -5. STRAP TO TRUSS BOTTOM CHORD) SEE DETAIL PPS. TYPICAL 2x3 OR 2x4 MARRIAGE WRLL KING POST WIT WIDTH UNIT WIDTH om ENDS of He 2•• ALT. KING POST 7/12 NAIL NAILS FIELD CONNECTION TYPTCRL ON SITF FRSTFNTNG DETAILS - S/12 OR 7/12 SCFlLE 3/e�i'-0" OPTIONRL OFFSET ROOF SITE FASTENING DETAILS - S/12 OR SCRLE: 31T-V-E" TYPICAL ON SITE FR_ _BOETRILS SCALE: NTS --Imftft DETAIL #3 DETAIL #4 OB iUIP TO PROVIDE ATR SPACE DETAIL #5 FIBERGLAS OR SELF SEALING SHINGLE, FIELD WORK DFTRTL #R FIELD WORK FOR THE GABLE OVERHANG BLOCK TO RAKE CONNECTION FOR C VENTILATION- FiBERGLA5 OR SELF SEINL.ING TYPE 15 FELT WITH 18" OVERLAP OR -55 SIMPLE( SHINGLE UPDERLAYMENT FIELD WORK GPBLE OVERHANG INSIDE RAKE TO TRUSS CONNECTION, 15 FELT WITH OVERLA SIMPLEX OR EQUAL 36" WIDE AN ICE EiPRRIER SPACE FOR 1" MIN. SEE FASTENING SCHEDULE. SEE SETTIP INSTRUCTIONS FOR EXTERIOR SOFFIT, 55P 5HD•1GLE8UNOE%.RT OR EQUAL 36. WIDE. AN ICE THAT CONSISTS OF RT LEAST tv LAYERS AATTICTVENTIDATIVIDEON 2• FASCIA, J-RAIL AND DRIP EDGE TO OVERHANGS SITE WORK THAT CON5I5T5 OF RT LER LAYERS W OFAUNDE]SELF-RD CEMENTED TOGETHER OR OFA SHEET. HERING POLYMER MODIFIED TRUSS I�Z'• OF UNOE rOGE,7ODE BITUMEN SHEET. S BE USED IM LIEU HIIw�GE STRAP O.C. Mqk ROOF SHEATHING (NY AND RD OVERHANG I5 LIMITED TO 12" MAX 9FI -ADENrT OR OF R SE1F-ROHERIING OF BITUMEN SHEET, SHALL THBR MWIFIED USED IN LIEU AYMPLL OF NORMAL AND SHALL 948' +' TN 110, 120 MPH - 35G LAND ZONES OF NORMAL UNDERLAY AND SHALL EXTEND FROM T IN. EDIT TOR M THE EVES E POINT AT LEAST 24 IN. INSIDE THE TRUSS AT ENOWRLL 2x4 SPF STUD GRADE OR EQURL ONLY AT SAVE END EXTERIOR SHEATHING IXTETND FROM THE '5 EDGE TDA POINT AT LEAST INSIDE 7D.{ EXTERIOR WALL OF THE BURRING. EXTERIOR WELL LINE O' THE BUILDING. CONT. 1/7 OR 5/8"x APPLICABLEAFrER ROOFAFTER ROOF PITCH, GO EWS BEEN RO BREL IN BR C AT H POINT o 1 1/2" OB STRIP (T'IP. AT BAG. SUPPORTS) ROOF, LIFT UP SHINGLES 6 IINSTALL (2) 15d NAILS INTO EACH TRUSS 1x6 INSIDE AND OUTSIDE �S DIMENSION VARIES m ALUMINUM 2x2 GRIP EDGE TRUSS HINGE FIELD WORK SCALE: 1"=1'-0" r B 1. RIDGE BOARDS RILE INSTALLED R MINIMUM OF 1" BELOW PEAK W ROOF TO ALLOW FOR ATTIC MINIMUM N CONI L2" OB STRIP "- (TTP. AT ERG. SUPPORTS! 1x6 FASCIA BOARD WITH RWM. COVERED FASCIA __6 ALUMINUM DRIP EDGE -�4 (2) 16d NAILS TO TRUSSNOTES --- AFTER OVERHANG IS LOWERED, BY BUILDER FfiVF ENO 1x6 SPF x21-1 OR EOUAL GABLE TYP. FLIP SECTION oVERif m BLOCKS RT 2V O.C. MAX. WHEN THE OESIGN LIVE LOAD EXCEEDS 60 f, ' THEN THE BLOCKS SHALL. BE AT 16" O.C. MAX. AT RIDGE TED SOFFIT lOd NAIL DIRECT TO STUD PERFORATED SOFFIT BY BUILDER ZTOPOW SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL O' SIDING INSTALLED BY BUILDER NOTE: ROOF SHEATHING IS CONTINUOUS FROM TRUSSES TO ENO OF OVERHANG. - TYPICRL FRONT OR RFRR CABLE OVERHANG OPTION DETRIL SCR-E: 314-1 lr FIXED OVERHANG FOLDING OVERHANG FIELD WORK SCALE: 1 1/2"=1'-0" SCALE: 1 1/2"=1'-0" DETAIL #7 # D TRI FIELD CONNECTION OF LOWER ROOF TO 51DEWALL: DETAIL #10 SITE CONSTRUCTED SECTION INSTALLED 16d NAILS a 9' 0.C, 2 ROWS STAGGERED UI"1�DTO FIELD WORK OVER ROOF SHEATHING RAFTERS FLASIINc cslro FIELD WORK FIELD WORK THROUGH RIDGE BOARD TO SIDEWALL APPROVAL FI ORK FACTORY BUILT POR RIIIGE BERM JUL -11 �I a • RIDGE VENT, SEE NOTE -1onlli II I I I II SIDING . 120 MPH 3-SECOND GUST ROOFING MATERIAL II II II II SECOND STORY SIDEWALL - . DRIP EDGE ALTERNATE 1x6 NAILER IN PLACE OF 2x4 ELOCKING 2x4 BLOCKING II II II II II u II II II TYPICAL TRUSSES I u II RIDGE VENT PER MFR'S ON INSTRUCTIONS, SEE s1 TT-NNG, UANOERLRYMENT, AND SHINGLES - s c atafli . )ALSI'Ai6p4 ''II I SHEATHING •. NYLON STRAP FOR FLIP SECTION II LATERAL BRACING OR I6" D.C. II D.1 I S7D]NG �W II II I PRE-MRNUFACTURED WOOD TRUSS TOP CHORD JOIST HANGER FLASHING ' ®T' OTHERS) AT l6", L92' OR 24" O.C. /GOOD hJ .S 5T-* �� 192 -0 70 II II I RIDGE VENT SEE SPECIFICATIONS MANUAL FOR TR1155 CESIGN DRAWINGS N unaxr, Ip/1p2i1Np1p1 II 11 I STRUCTURAL BEFN15 SHEHTH$JG TRUSS INEEWRLL 2x10 MIN. swmnn pmtlpr pr-?3T I II I ORYWRLL (SITE) RAILS FLOOR JOIST I 11 I I II FOR FIELD NAILING SEE DETAII. •1 lfid TB" _ •m..r-..e.ese,xa.smP.rmd I I II RGOFING IAL MODULE "R" MODULE FLOOR JOIST "C" OLC-_BY a 8" 0.WILI)U ����.���.•-w�.�..xsr II FIRST FOO fPPROX FIRST FONT II II I 1 II SITE INSTALLED DIAGONAL WEB � 2.4 . IIP I I D.1 _ OFFSET (ONE OR TWO STORY U RR b 2.4 MINOPTIONAL II II I I SCALE: 3/8"=1'-0" � J015T II II TRUSS BOTTOM CHORD SERIES II I I CEILING JOIST-/MASTER u u . SITE INSTALLED ALL MODELS ALTERNATE CONSTRUCTION DETAILS CEILING DRYWAYL MUNCY HOMES, INC. UNITS) eLiA. 1567 PR ROUTE 442 MUNCY, PR 17756 STORY UNIT DRN BY DATE SCALE REV. HT. N0. SINGLE BOX EXTENSION E�PS) QPTTONR( OFFSET (TWO STORY Tj' (TWO SCALE: 1/2"=1'-0" SCALE: 1/2"=1'-0" MJL 3-22-91 SHOWN 4-23-2010 71 DATABASE NAME DETAIL #1 DORMER ROOF FRAMING: 6' MAX WIDTH - 2x4 a 24"o.c. 8' MAX WIDTH - 2x4 a 16'o.c. IDE OOR I 80 6' I WIDE DORM 4' WIDE DORMER DORMER CLG. FRAMING 7' OR LESS WIDTH 2x3 a 24" .c. MAX MORE THAN 7'' WIDTl{: 2x4 8 24" o.c. MAX. DORMER WALL FRAMING 24 a 24"o.c MAX (2) 2x6 SPF -2 HEADER TTP. J/ TOP CHORDNWITH B (4� 16d y I � -DR TO FASTEN COLLAR -TIE v )J / TO TOP CHORD at DORMER AREA _ WITH (8) ifid NAILS. SEE DETAIL R-1 & R-2 BELOW BLOR TO FASTEN CDLLRR-TIE TO TOP CHORD OPPOSITE DORMER �— 15'45' ZOE MICROLLAM FIRER WITH (D) l6d NRILS. ATTACHED TO TOP CHORD HOUSE IN SHROED RRER SHOWN WITH MAX. DORMER 0131" x 3' NRILS AT 2.5"o.c. WIDTH STAGGERED (IN FACTORY). R.O. WIDTH (FT) SEE SCHEDULE BELOW FOR MUTLI- (2) ROWS 3"o.c. MEMBER GIRDER TRUSS FASTENING 8 REOD IN FACTORY. WALL PROVIDED BUILDER TO FASTEN DORMER WALL 6 INSTALLED BY PLATE TO MULTI -MEMBER GIRDER TRUSS OTHERS. WITH 16d NAILS 8 25"o.c. STAGGERED. FIELD INSTALLED DORMER ON A 12/12 ROOF 24 -WIDE SHOWN. 26 -31 -WIDE SIMILAR SCALE: 1/2"=1'-0" DORMER OPENING AND GIRDER TRUSS SCHEDULE HOUSE GROUND SNOW MAX. DORMER a OF GIRDER WIDTH (PSF) R.O. WIDTH (FT) TRUSS PLIES (2) ROWS 3"o.c. 35 8 (1) ROW 9"o.c. TOP CHORD 2x10 EIC 8 2 .24 60 \OaRMeR� 2 (1) ROW- 9"o.c. 6 (2) ROWS " 0 8 3 2xOffrROW 35 8 2 OWS 9"o.c. 90 6 2 26/28$ 2x4 WEB Dl ROW 9"o. . 2 60 4 2 26/28 4 3 60 8 3 35 6 2 8 SD 2 31 3 2 8 000000 90 6 3 "PRE -FRB" STYLE COLLRR-TIE ----, 115E ON THE MULTI -MEMBER GIRDER I TRUSS "OUTSIDE' THE DORMER R.O. I EXCEPTION -2+ WIDE HOUSES RECIEVE A 2X6 SPFA2 COLLAR TIE IN PLACE OF THE PRE -FAB COLLAR -TIE 1 I I I I "K -W B" STY1 F C01 LRR-TTF ----, USE ON INCREMENT TRUSSES WITHIN THE DORMER I I R.O. FIRER "AND" ON THE MULTI -MEMBER GIRDER 1 TRUSS "INSIDE" THE DORMER R.O. I I I I I 1 I I 2. RIDGE FLIP s OF PLIES / 1 I FRSTEN K -WEB COLLAR- TIES PER OETRIL 8 LEFT. TO TOP CHORD IN SHADED AREA SHOWN WITH 2.8 TC (2) ROWS 9"o.c. I I / I (2) ROWS 3"o.c. / I 2x TRU55 (1) ROW 9"o.c. TOP CHORD 2x10 EIC FASTEN K -WEB COLLAR - 3 TIES PER DETAIL N LEFT. I \OaRMeR� _ I e e e GIRDER TRUSS PLY FASTENING s OF PLIES MEMBER 10d NAILS TO TOP CHORD IN SHADED AREA SHOWN WITH 2.8 TC (2) ROWS 9"o.c. I I 2x6 TC (2) ROWS 3"o.c. GIRDER TRU55 FRSTENING REDD IN FACTORY. 2x4 TC (1) ROW 9"o.c. 2 -PLY 2x10 EIC (2) ROWS 9"o.c. 3 2.6 WEB (2)ROWS 9"o.c. 4 2x4 WEB (1) ROW- 9"o.c. 2x8 TC (2) ROWS " S—ft4TC (37 4"o.c. 3 2xOffrROW 9'o.c. -PLY 3 OWS 9"o.c. 90 WEB (2) " .c. 2x4 WEB Dl ROW 9"o. . FASTENING SHOWN IS WORST CASE. LESSER MODEL -SPECIFIC FASTENING MAY BE DONE PER THE APPROVED TRUSS ORRWING. 1-5'x7.25' 211E MICROLLAM LVL FASTEN 15'x1125" MICROLLAM HORIZ VERTICAL BEAM. BEAM MAY BE BEAM TO TOP PLATES IN FACTORY CHAMFERED TO 7" HIGH MIN. AT W/ 00) SD52541L 1/4^x4.5" SCREWS. FINAL. POINT OF BEARING IN FACTORY. IL t BUILDER TO FASTEN COLLAR -TIE TO TOP CHORD W/ (8) 16d NAILS. BUILDER TO FASTEN DORMER WALL i PLATE TO TOP CHORD WITH (3) SIMPSON LSTA18 STRAPS WITH (6) 1.5, 10d NAILS EA ENO, ER STRRR VERTICAL BERM TO UNDERSIDE OF DORMER WALL FASTENED IN FACTORY W/ (U SIMP50N LSTA18 STRAP W/ IS LS, 10d NAILS ER END. DETAIL R-1 FASTENING REQUIRED AT MULTI -MEMBER GIRDER TRUSS AT ENDS OF DORMER R.O. e L FASTEN PRE -FRB COLLRR- TIE WITH (2) ROWS OF LOd NAILS AT 3"o.c. 5.5' LVL SCAB MEMBER EXCEPTION - 21 WIDE HOUSES ON GIRDER TRUSS RECIEVE R 2x6 5PF=2 COLLAR TIE FASTENED W/ (8) 10D NAILS IN PLACE OF THE MULTIPLE MEMBER PRE -FAB COLLAR -TIE GIRDER TRUSS CO( LRR-TTF TYPE LOCATIONS FASTENING 6 INSTALLATION BY BUILDER I f — — — — -- r � BLILDER TO FASTEN COLLAR -TIE TC TOP CHORD W/ (8) 16d NRD_S. II BUILDER TO FASTEN COLLAR TIE TO HORIZONTAL BERM IN DORMER: 24 -28 -WIDE HOUSES: (17 SIMPSON LSTA18 STRAP W/ (El IS', 10d NAILS ER END. ✓ 31 -WIDE HOUSES: (1) SIMPSON LSTA30 STRRP .W/ (10) LS", 10d NAILS ER END. BUILDER TO FASTEN COLLAR TIE TO VFRTICRL BERM WITH 0, SIMPSON A35 ANGLE "EXCEPTION" - 31 -WIDE, 90 PSF SNOW MUST BE FASTENED WITH (0 SIMPSON HGR10 ANGLE DETAIL R-2 FASTENING REQUIRED AT INCREMENT TRUSSES INSIDE THE DORMER R.O. 9/12 P H.SHOWN (1 2 MAX.) 6'WIDE MER — S WIDE 0 — 4' WIDE DORM DORMER CLG._FRAMING 2x4 a 24" o.c. MAX DORMER WALL FRAMING 2x6 ® 24"o.c MRX. (2) 2.6 SPF -2 HERDER "P. 12 9 NOTES L RIDGE BOARDS ARE AI5TRLLED R MINIMUM OF E DORMER ROOF FARMING PERK OF ROOF TO RLLOW FOR ATTIC VENT N. 6' MAX WIDTH - 2x4 a 24"o.c. 2. DORMER CALC'S PROVIDED IN SECT -30.7 d OF FASTEN WEB TO TCP THE APPROVED MANUAL 1__________CHORD WITH (4) ifid NAILS. I /- BLOB TO FASTEN DORMER -TLE �- <� / TO TOP CHORD 8 DORMER AREA WITH (9) ifid NAILS. /SEE DETAIL B-1 COLLLLRR--- IE TO TDP CHORD OPPOSITE DORMER & 8-2 BELOWAREA WITH (12) lsd NAILS. I -r i .......I ----, 1.5"x&S' 2(E MICROLLRM ATTACHED USE ON THE MU -MEMBER GIRDER 1 TR153 "OUTSID E DORMER R.O. 1 TO TOP CHORD IN SHADED AREA SHOWN WITH _ 0.131" x 3" NAILS AT 2.5"o.c. STAGGERED. I I SEE SCHEDULE BELOW FOR MUTLI-MEMBER I GIRDER TRU55 FRSTENING REDD IN FACTORY. I BUILDER TO FASTEN DORMER WALL PLATE TO MULTI- i Z. MEMBER GIRDER TRUSS WITH ifid NAILS B 3'o.c. STRGGERED. I 24 -WIDE SHOWN. 26 -28 -WIDE DORMER OPENING AND GIRDER TRUSS SCHEDULE HOUSE GROUND SNOW MRX. DORMER n OF GIRDER WIDTH )PSF) R.O. WIDTH (FT) TRUSS PLIES (2) ROWS 4"o.c. 35 4 2 2 -PLY 2x10 BC 6 3 2x6 WEB 50 4 2 24 6 3 60 4 2 2x4 TC (1) "o.c. 6 3 (2) S 'o.c. 90 6 3 35 6 2 50 4 2 26/28 6 3 60 6 3 90 4 3 SCALE: 1/2"=1'-0" GIRDER TX55 PLY FASTENING xOF PLIES M ER 10d NAILS TIE WITH (2) ROWS OF 2"O(2) ROWS 9"o.c. 2.1 TC (2) ROWS 4"o.c. GIRDER TRUSS 2x4 TC (1) ROW 9"o.c. 2 -PLY 2x10 BC 2) ROWS 9"o.c 2x6 WEB I& ROWS 9"o . 2x4 WEB ( OW 9" 2x10 TC (2l S o.c. 2x6 TC (3) RW 3 -PLY 2x4 TC (1) "o.c. 2x10 BC f;21.1 (2) S 'o.c. 2x6 WE 2 OWS 9 WEBM ROW 9"0. FASTENING SHOWN IS 5T CR5E. MODEL -SPECIFIC FAST IND MRY BE PER THE APPROVED SS DRAWING I FASTEN 1-5"x1125" MICROLLRM HORIZ —( VERTI x729' 2.0E MICRORLRM LVL RL BERM. BERM MAY CHAMF BERM TO TOP PLATES IN FACTORY CHITiMFEREO TO 7" HIGHMINPT W/ 00) 50925412 1/4'x4S' SCREWS. FINAL POINT OF BERRING jF FACTORY. DETAIL B-1 FASTENING REQUIRED AT TI -MEMBER GIRDER TRUSS AT ENDS DORMER R.O. FASTEN COLLAR -TIE !D W/ (9) 16d NAILS. RSTEN DORMER WALL CHORD WITH 5TR18 STRAPS WITH TILS ER ENO, ER STRAP. W/ - B II CO R11 ----, INCREMENT TRUSSES WITHIN THE DORMER 1 I EA 'FYJD" ON THE MULTI -MEMBER GIRDER 1 I 5 "INSIDE' THE DORMER R0. � I I I IT I _ I 1 2x RIDGE FLIP / 1 I F N K -WEB COLLAR- TIE ER DETRIL a LEFT. / I / I 2x TR TOP CHORD I STEN K -WEB COLLAR- I PER DETRIL 8 LEFT. 1 I I JUL 1 I zfQ' o BUILDER TO FASTEN COLLAR -TIE I I / TO TOP CHORD W/ (91 16d NAILS. 4,81JILIXT, BUILDER TO FASTEN COLLAR TIE TO HORIZONTAL BERMIN DORMER: 50 PSF OR LESS GSL: (1) SIMPSON LSTR18 STRAP W/ (7) LS', 10d NAILS ER END. GREATER THAN 50 PSF G5L: O) SLMPSON L5TA30 STRAP W/ OD LS', 10d NRILS ER ENO. TO FASTEN COLLAR TIE TO VERTICAL BERM WITH (D SIMPSON REIS ANGLE DETAIL B-2 FASTENING REQUIRED AT INCREMENT TRUSSES INSIDE THE DORMER R0. DATABASE NAME 08\8e \\0 'P4 FRSTEN PRE -FRB COLLRR- TIE WITH (2) ROWS OF 10d NAILS AT 3'o.c. MULTIPLE MEMBER GIRDER TRUSS COLLRR-TIE TYPE LOCATIONS FASTENING G INSTALLATION BY BUILDER SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL 120 MPN 3 -SECOND GUST 4e:,-roSY37Gvt 11/395-a-2 WM"AEl/T N STATE CIMS gwsxw AIBRMY.M l223l- 07 a�xw..�.,r A�xan.r. meaxrra �wx:r'�rr�r:.w:�.rarrr MASTER SERIES ALL MODELS DORMER FRAMING DETAILS MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 DRN BY DATE I SCALE I REV. SHT. N0. RWE3 1 3-01-10 1 SHOWN 4-23-2010 8e