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Home My WebLink About37218-ZTown of Southold Annex P.O. Box 1179 54375 Main Road Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 37344 Date: THIS CERTIFIES that the building ACCESSORY GARAGE Location of Property: 817 Jennings Road, Southold, 12/29/2014 12/24/2014 SCTM #: 473889 Sec/Block/Lot: 54.-648 _Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated .4/30/2009 pursuant to which Building Permit No. 37218 dated 5/15/2012 . 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: two car garage and workshop addition with unheated unfinished attic space to an existing one family dwelling as applied for. The certificate is issued to Richard & Ann Romeo (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED 37218 f i Aut ed S' atur 5/6/14 Town of Southold Annex P.O. Box 1179 54375 Main Road Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 37345 Date: THIS CERTIFIES that the building SHED Location of Property: SCTM #: 473889 Subdivision: 817 Jennings Road, Southold, Sec/Block/Lot: 54. -6-18 Filed Map No. 12/29/2014 12/29/2014 Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 4/30/2009 pursuant to which Building Permit No. 37218 dated 5/15/2012 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: "as built" accessory shed as applied for. The certificate is issued to Richard & Ann Romeo (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED a Aut ed ignatur TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit #: 37218 Permission is hereby granted to: RICHARD & ANN O ROMEO PO BOX 386 SOUTHOL, NY 11971 Date: 5/15/2012 To: 2 CAR GARAGE ADDITION WITH STORAGE ONLY ABOVE TO EXISTING SFD PER APPROVED PLANS AS APPLIED FOR. REPLACES EXPIRED B.P. # 34735 At premises located at: 817 JENNINGS RD SOUTHOLD SCTM # 473889 Sec/Block/Lot # 54.-6-18 Pursuant to application dated 4/30/2009 and approved by the Building Inspector. To expire on 11/15/2013. Fees: PERMIT RENEWAL $518.00 Total: $518.00 zz Building Inspector Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage -disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non -conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $50.00, Additions to dwelling $50.00, Alterations to dwelling $50.00, Swimming pool $50.00, Accessory building $50.00, Additions to accessory building $50.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15.00 I Date. ( 2.1,,E New Construction: ✓ Old or Pre-existing Building: (check one) Location of Property: _Kk 5c) House No. rr Street Hamlet Owner or Owners of Property: RAywp� Suffolk County Tax Map No 1000, Section Block Lot Subdivision Filed Map. Lot: Permit No. 7 Z f R Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ 100 — Applicant Signature Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD Telephone (631) 765-1802 Fax (631) 765-9502 roper. richert(aD-town.southold.ny.us CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Romeo Address: 817 Jennings Rd City: Southold St: NY Zip: 11971 Building Permit #: 37218 Section: .54 Block: 6 Lot: 18 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Jim Shaw Elec Elec License No: 33381 -me SITE DETAILS Office Use Only Residential X Indoor X Basement Commerical Outdoor X 1st Floor New Renovation 2nd Floor Addition IX I Survey Attic INVENTORY Service Only X Pool X Hot Tub Garage X Service 1 ph Heat Duplec Recpt 63 Ceiling Fixtures 2 HID Fixtures Service 3 ph Hot Water GFCI Recpt 3 Wall Fixtures 5 Smoke Detectors 1 Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel 1-15 A/C Blower Range Recpt Fluorescent Fixture 7 Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect Switches 19 Twist Lock Exit Fixtures TVSS Other Equipment: 24 ft lighting track, 3 -paddle fans Notes: Inspector Signature: Date: May 6 2013 Electrical Certificate.xls oso cou TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION FOUNDATION IST [ ]ROUGH PL13G. ]FOUNDATION 2ND [ ]INSULATION FRAMING I STRAPPING FINAL FIREPLACE& CHIMNEY FIRE SAFETY INSPECTION FIRE RESISTANT CONSTRUCTION ]FIRE RESISTANT PENETRATION MIMAMAIMWan . 7- ?-o? DATE -INSPECTOR _ OF SOUTyo<o cm TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDAT IST [ ]ROUGH PLBG, [ ] FO DATION 2ND [ ] INSULATION [ FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION REMARKS. -J�,X�r DATElylylog INSPECTOR fjE SO(/l�o� �yCmnm 0�� TOWN OF SOUTFIOLD BUILDING DEPT. 765.1802 INSPECTION'. [ ]FOUNDATION IST [ ]ROUGH PLBG. [ ]FOUNDATION 2ND [ ] IN CATION [ FRAMING /STRAPPING [ INAL [ ]FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ]ELECTRICAL (ROUGH) [ ]ELECTRICAL (FINAL) DATE INSPECTOR SO(/Tyo� nw� NVI "J 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: r-(�4're- - 64�� DATE � I �J" INSPECTOR '� ` FIELD INSPECTION REPORT DATE COMMENTS �) FOUNDATION (IST) �® ------------------------------- ----------------- ---------- FOUNDATION (2ND) A, z ROUGH FRAMING & PLUMBING y . INSULATION PER N. Y. STATE ENERGY CODE �x FINAL d y CIO zz ADDITIONAL COMMENTS add') dy-�,—Bl, f O z x Pv1W TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, NY 11971 TEL: (631) 765-1802 FAX: (631) 765-9502 SoutholdTown.NorthFork.net i Examined 120 O J Approved 20 Disapproved a/c Expiration Z 120 10 PERMIT NO. c� BUILDING PERMIT APPLICATION CHECKLIST Do you have or need the following, before applying? Board of Health Nil 4 sets of Building Plans Planning Board approval IVIf Survey V, Check Septic Form /V1+ N.Y.S.D.E.C. Al Trustees &A Flood Permit Storm-Water•Assessment Form Contact: Mail to: Phone: 7 �? ( —7� -7 U 1T D C E 0 U E Building Inspector APR 3 0. 2009 APPLICATION FOR BUILDING PERMIT Date 72005 BLDG. DEPT. INSTRUCTIONS tOWN OF SOUTHOLO a. This application MUST be completely filled in by typewriter. or in ink and submitted to the Building Inspector with 4 sets of plans, accurate plot plan to scale. Fee according to schedule. b. Plot plan showing location of lot and of buildings on premises, relationship to adjoining premises or public streets or areas, and waterways. c. The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application, the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date. If no zoning amendments or other regulations affecting the property have been.enacted in the interim, the Building Inspector may authorize, in writing,.the extension of the permit for an addition six months. Thereafter, a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold, Suffolk County, New York, and other applicable Laws, Ordinances or Regulations, for the construction of buildings, additions, or alterations or for removal or demolition as herein described. The applicant agrees to comply with all applicable laws, ordinances, building code, housing code, and regulations, and to admit authorized inspectors on premises and in building for necessary inspections. C" -Izzyv� e o V z� (Signature of applicant or name, if a corporation) 396 SE) « nr:Y (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder MR Name of owner of premises n v�- Ro ok eD (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. _ Electricians License No. Other Trade's License No. 3053 - 1. Location of land on which proposed work will be done: -V/ 7-( Lv�.v� � s l2.L so o f House Number treet County Tax Map No. 1000 Section S Subdivision Hamlet Block .le•a.OR:140 Lot / Wei Fvilii�:D : � fto a i�l� f�k iixi?8�°�LI� 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy 3. b. Intended use and occupancy Owen Nature of work (check which applicable): New Building Addition Repair Removal Demolition Other Work 4. Estimated Cost -) 5.00v 5. If dwelling, number of dwelling units o If garage, number of cars I Fee ✓ Alteration (Description) (To be paid on filing this application) Number of dwelling units on each floor O 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. 7. Dimensions of existing structures, if any: Front $JRear y 5 Depth r 5/ Height Zq Number of Stories Z Dimensions of same structure with alterations or additions: Front 8 `t r! 1 i ; o Rear $ }� �.�• Depth Height g Number of Stories! f ____. 8. Dimensions of entire new construction: Front re Rear -go I i Depth � I Height 1 Z Number of Stories 2-� � .�� t•: 9. Size of lot: Front l 4-D Rear (C-) Depth 3 10. Date of Purchase "'YqT5 Name of Former Owner Ke,«or 11. Zone or use district in which premises are situated NEW.- 12. EW 13 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re -graded? YES , NO Will excess fill be removed from premises? YES NO 14. Names of Owner of premises Kowve,) Address P 9 o w 3,96 Phone No Name of Architect Address Phone No_ Name of Contractor Address Phone No. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO * 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 * IF YES, D.E.C. PERMITS MAY BE REQUIRED. 16. Provide survey, to scale, with accurate foundation plan and distances to property lines. *76S- 1675' 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO ✓ * IF YES, PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF 'Lj'aurK 1Rovo-e.J being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above named, (J)He is the ou—)"e4- - C.ow�'`ae-'of (Contractor, Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief; and that the work will be performed in the manner set forth in the application filed therewith. Sworn to before me this 30 day of 20 ©� o Publg=ARYPUSLIC • STATE OF NEA/VM Signature of Applicant NO.01HYS1SMM9S QUALIFIED IN SUFFOLK COUNTY COMMISSION EXPIRESflMffl2e � a Town of Southold Erosion, Sedimentation & Storm -Water Run-off ASSESSMENT FORM PROPERTY LOCATION: S.c.T.M.#: THE FOLLOWING ACTIONS MAY REQUIRE THE SUBMISSION OFA I000 SCr 6 1V STORM -WATER, GRADING, DRAINAGE AND EROSION CONTROL PLA District Section Block Lot CERTIFIED BY A DESIGN PROFESSIONAL IN THE STATE OF NEW Y01 Item Number: (NOTE: A Check Mark (4 ) for each Question is Required for a Complete Application) Yes No ---------------------------------------------------- Will this Project Retain All Storm -Water Run -Off Generated by a Two (2") Inch Rainfall on Site? V/ ❑ (This item will include all run-off created by site clearing and/or construction activities as well as all Site — Improvements and the permanent creation of impervious surfaces.) 2 Does the Site Plan and/or Survey Show All Proposed Drainage Structures Indicating Size & Location? F� This Item shall include all Proposed Grade Changes and Slopes Controlling Surface WaterFlowl — 3 Will this Project Require any Land Filling, Grading or Excavation where there is a change to the Natural ® Existing Grade Involving more than 200 Cubic Yards of Material within any Parcel? — 4 Will this Application Require Land Disturbing Activities Encompassing an Area in Excess of F-1 Five Thousand (5,000) Square Feet of Ground Surface?— 5 Is there a Natural Water Course Running through the Site? ® Is this Project within the Trustees jurisdiction or within One Hundred (100') feet of a Wetland or Beach? — 6 Will there be Site preparation on Existing Grade Slopes which Exceed Fifteen (15) feet of Vertical Rise to ® One Hundred (100') of Horizontal Distance? — 7 Will Driveways, Parking Areas or other Impervious Surfaces be Sloped to Direct Storm -Water Run -Off ® ✓ into and/or in the direction of a Town right-of-way? — 8 Will this Project Require the Placement of Material, Removal of Vegetation and/or the Construction of ® any Item Within the Town Right -of -Way or Road Shoulder Area? — (This item will NOT include the Installation of Driveway Aprons.) 9 Will this Project Require Site Preparation within the One Hundred (100) Year Floodplain of any Watercourse? F -1 I,/ NOTE: If Any Answer to Questions One through Nine is Answered with a Check Mark in the Box, a Storm -Water, Grading, Drainage & Erosion Control Plan is Required and Must be Submitted for Review Prior to Issuance of Any Building Permit! ---------------------------------------------------- EXEMPTION: Yes No Does this project meet the minimum standards for classification as an Agricultural Project? ✓ Note: If You Answered Yes to this Question, a Storm -Water, Grading, Drainage & Erosion Control Plan is NOT Required! STATE OF NEW YORK, COUNTY OF ........................................... SS That I, ......................................................................... being duly sworn, deposes mid says that he/she is the applicant for Permit, (Name of individual signing Document) And that lie/she is the ......;...Cor-"f'ra ^Dr............................................................................................................... (Owner, Contractor, Agent, Corporate Officer, etc.) Owner and/or representative of the Owner of Owner's, and is duly authorized to perform or have performed die said work and to make and file dais 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 die application filed herewith. Sworn to before ire this; T n .......3 ................................... da 1 of ................ .......................... , 20 Notary Public:. BAR 1iYOt........... ..................... ..............................(...............Pp.................................. NOTARY PUBLIC STATE OF KW YORK (Signature of Applicant) NO.OIHY6189698 QUALIFIED IN SUFFOLK COUNTY, r V RIYI - V o V i COMMISSION EXPIRES 06/30120! / p 1--tv 122 3 � :. 4F SO(/r�ol . o. Town Hall Annex 54375 Main Road P.O. sox 1179 Southold, NY -11971-0959 Telephone (631) 765-1802 pax (631) 765 g5 roger.rlChP.itLOWn.S011tllol�.nV US BURDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Date: , Company Name: cM`C� Name: l Sji� License No.: 33310- Me- Address: 33 - Address: r o Phone No.: JOBSITE INFORMATION` (1nd:icates required information) *Name: o *Address: Sid L) *Cross Street:/JI Phone No.: Permit No.: i �'• Tax -Map District: 1000 Section: rj Block: Lot: BRIEF DESCRIPTION OF WORK (Please Print Clearly) 2 CAS (Please Circle All That Apply) *Is job ready for inspection: �1 NO Rough In ina1) *Do -you need a Temp Certificate: YESeo 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 OverhenAr Additional Information: PAYMENT DUE WITH APPLICATION 9 /D1 82=Request for inspection Form O�hrt <Noine Mail Werda� � Atldress Baok rOptiors Help Ej Naw Messeao Ea d bW https://uw c.webmail. optimumnet/msg_fs_Ir.html?&security=false&l... web lnrel Mise N pvwaed q' Google`.• Hello, dnaromm ft—) .�cnskvd<�i o Thank you for taking the time and trouble to call me today. Attached are some SIP articles you may find of use and a statement of our services. Also, the strapping calm sample. Respectfully, `OW ` a1 Bill Chaleff. A.I.A., LEED A.P. Chaleff ti Rogers, Architects 1514 Montauk Nghway - P.O.Box 990 Water Mill, New York 11976 phone: 631-726-4477 fax: 631-726-4478 bcarchtx@a Dton I i ne.net www.chaleffandroaers.com 1 of 1 9/23/2009 7:38 AM P—W. I Message 10 of 711 Nu ._. Delete '� Spam Reply nepty All ;�FornI'd Fornardlnlll dd Addresses Close � Move message to folder: 4 d�mmmoo�apeanrno.re _; Q. Neox Sbpct SIP. -Mn9Sto8 From Ba Dhabn �trsn:hk�apNMim.reO ' d Bulk Mao loewacl Dralm Da[e Friday, September 18, 2009 111:38 am -rjE qle Scad To M,remeo&,Wnf--t d hLnhael SW LEAD Response 2009-0 27.dx 415K S8h 101.dm M9K Pipbwas Sant A—hmenb SIP eo 14 WALL aONSTItUDT"J 3SK S-pk Wlnd Upfldtealn 20 a40318.d. 107K @Tresh p—M Dear Mr. Romeo Manama FoNars � Thank you for taking the time and trouble to call me today. Attached are some SIP articles you may find of use and a statement of our services. Also, the strapping calm sample. Respectfully, `OW ` a1 Bill Chaleff. A.I.A., LEED A.P. Chaleff ti Rogers, Architects 1514 Montauk Nghway - P.O.Box 990 Water Mill, New York 11976 phone: 631-726-4477 fax: 631-726-4478 bcarchtx@a Dton I i ne.net www.chaleffandroaers.com 1 of 1 9/23/2009 7:38 AM COTE: IN COMPLIANCE WITH THE BUILDING CODE OF NEW YORK STATE REQUIREMENTS FOR WIND UPLIFT RESISTANCE AS SHOWN ON THIS SHEET: 1. ALL ANCHOR BOLTS ARE TO BE 518"x 10" Miff. WITH MINIMUM TENSILE RATING 3750 LBS. 4'-0" O.O. MIN, 12" MAX. FROM EACH CORNER. 2. ALL PANEL SCREWS With WASHER SHALL BE 12" O.0 MAX AND RATED FOR 1,500 LBS WITHDRAWAL FROM DOUGLAS FIR. 3. ALL OTHER PANEL SKIN BLOCKING FASTENERS SHALL BE MINIMUM OF #8 X 15/8" STAINLESS STEEL SCREWS 4" O.C. EACH SIDE 4. ALL 'EXTERIOR WINDOWS AND DOORS ARE TO BE PROVIDED WITH 7115" OSB STORM PANELS AS PER CODE. FROM TABLE R301.2(2): 120 MPH ZONE AND ROOF PITCHES 30 TO 45 'LEG, FOR ALL EFFECTIVE ,AREAS- WORST CASE AS FOLLOWS: ROOF: -30.3 psf (CASE 3 USED THROUGHOUT) EXPOSURE C FACTOR = 1.45 USE 44 psf ROOF AREA: 3127 sq. ft. 3127 SQ FT X 44 =137588 LBS 137538 LBS / 184 FT = 748 PLF TRU-FAST PANEL SCREWS vAth WASHERS RATED FOR 1500 LBS. - SPECIFY 1 SCREW PER 12". AT WALL TO FLOOR CONNECTION, UTILIZE #8 15/8" WOOD SCREWS IN DOUGLAS FIR RATED FOR 142 LBS LATERAL RESISTANCE. 748 PLF UPLIFT/ 142 LBS = 5.3 SCREWS PER FOOT - SPECIFY 1 SCREW 4" O.C. EACH SIDE. 748 PLF UPLIFT/ 3750.LBS (518" ANCHOR BOLTS) = .20 BOLTS PER FT. -SPECIFY 1 ANCHOR ;BOLT 4'-0" O.C. MIN, Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 May 21, 2012 �pF SO!/r�O� COUNT`I BUILDING DEPARTMENT. TOWN OF SOUTHOLD Richard & Ann Romeo PO Box 386 Southold, NY 11971 Re: 817 Jennings Rd., Southold Telephone (631) 765-1802 Fax (631) 765-9502 TO WHOM IT MAY CONCERN: The Fo llowing Items Are Needed To Complete Your Certificate of Occupancy: Application for Certificate of Occupancy. (Enclosed) .Electrical Underwriters Certificate. -(contact your electrician) v A fee of $100.00. (2 Certificates of Occupancy) Final Health Department Approval. . Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees # 765-1892) . Final Planning Board,Approval. (Planning # 765-1938) Final Fire Inspection from Fire Marshall. Final Landmark Preservation approval. BUILDING PERMIT: 37218 — 2 Car Garage and Shed 1\ Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 December 18, 2014 Richard & Ann Romeo PO Box 386 Southold NY 11971 BUILDING DEPARTMENT TOWN OF SOUTHOLD Re: 817 Jennings Rd, Southold TO WHOM IT MAY CONCERN: Telephone (631) 765-1802 Fax (631) 765-9502 The Following Items (if Checked) Are Needed To Complete Your Certificate of Occupancy: Application for Certificate of Occupancy. (Enclosed) /Electrical Underwriters Certificate. A fee of $100.00. (2 Certificates of Occupancy) Final Health Department Approval. Plumbers Solder Certificate. (Al permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees # 765-1892) 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 — 37218 — 2 Car Garage and Shed .rYA 3'1�ok 1\ /Lpo- TOWN OF.SOUTHOLD PROPERTY RECORD CARD OWNER STREET VILLAGE DIST. SUB. LOT �oyll,' _ rv\ `- 5 a� ACR. TYPE OF BLD. REARK e U 7727- L 009 zp -L)a ro �ewcs �b ko� ooe) 2- -- r17Z31- :r o - PROP. CLASS kt.l ler 6 LAND IMP. TOTAL DATE i cj-,w �3�3, 6 -7b, -7 x, z- __ ---- r 700 (P :00 -7 p - - -- — (2 9 7 O -D tI o 3 Qom.. _ FRONTAGE ON WATER L� TILLABLE ID 9 S©6 SU FRONTAGE ON ROAD WOODLAND DEPTH _ �� MEADOWLAND — BULKHEAD HOUSE/LOT 65(' _44 TOTAL � Ty 73 _s X'�fi 9 LOT #1 N 46'26'20"E u N L7 N 50 PIPE F0. GUARANTEES INDICATED HERE ON SHALL RUN ONLY TO THE PERSON FOR WHOM 774E SURVEY IS PREPARED, AND ON HIS BEHALF TO THE 777LE COMPANY, GOVERNMENTAL AGENCY, LENDING INS77TUTION, IF LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INS77TURON. GUARANTEES ARE NOT TRANSFERABLE TO ADD177ONAL INS77TU77ONS OR SUBSEQUENT OWNERS UNAUTHORIZED ALTERA77ON OR ADDITION TO THIS SURVEY IS A VIOLATION OF SEC77ON 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYORS EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. 167.89' —F� CM 9, ICA cq -IP N well l."A 01 9.4' GARAGE (U. C. jj —50.7' f .5 pp,, WAIEN UN SNVC. 3.3' 1 STONE DRIVEWAY WITH STONE WALLS BORDER N_ SEP= CA TANK V � � O D CE U77L. it \ POLE % PIPE 2;> FD. S 48°25'00 'W TIE=305.0' 64.55' JENNINGS ROAD J 17 DEC 02 FINAL SURVEY 2. 02 APR 01 CORRECT TAX MAP NUMBER 1. 16 MAR 01 LOCATE POURED CONC. FOUNDATION FOR SCDHS USE ONLY SURVEY OF LOT4 IN MINOR SUBDIVISION MADE FOR Dr. HERODOTOS DAMIANOS SITUATE. SOUTHOLD, TOWN OF SOUTHOLD SUFFOLK COUNTY, N.Y. SURVEYED FOR: RICHARD ROMEO GUARANTEED TO: RICHARD ROMEO TM# 1000-054-06-18 NOTE.- WELL AND SANITARY LOCATION PROVIDED BY OTHERS SURVEYED: .2 NOVEMBER 2000 SCALE 1'= 50' AREA =61a= OR 1.106 ACRES SURVEYED BY STANLEY J. ISAKSEN,, JR. P.O. BOX -294 NEW SUFFOLK. N.Y. 11956 631-73 -5835 I. ENSED D SURVE NYS Lic. o. 49273 nn( v FD CM m N Z N CD W 5.0 rn 11.7 .5.8' Ul 5.3' r TWO STORY RESIDENCE c0 W 0 26.2 a N � N 50 PIPE F0. GUARANTEES INDICATED HERE ON SHALL RUN ONLY TO THE PERSON FOR WHOM 774E SURVEY IS PREPARED, AND ON HIS BEHALF TO THE 777LE COMPANY, GOVERNMENTAL AGENCY, LENDING INS77TUTION, IF LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INS77TURON. GUARANTEES ARE NOT TRANSFERABLE TO ADD177ONAL INS77TU77ONS OR SUBSEQUENT OWNERS UNAUTHORIZED ALTERA77ON OR ADDITION TO THIS SURVEY IS A VIOLATION OF SEC77ON 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYORS EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. 167.89' —F� CM 9, ICA cq -IP N well l."A 01 9.4' GARAGE (U. C. jj —50.7' f .5 pp,, WAIEN UN SNVC. 3.3' 1 STONE DRIVEWAY WITH STONE WALLS BORDER N_ SEP= CA TANK V � � O D CE U77L. it \ POLE % PIPE 2;> FD. S 48°25'00 'W TIE=305.0' 64.55' JENNINGS ROAD J 17 DEC 02 FINAL SURVEY 2. 02 APR 01 CORRECT TAX MAP NUMBER 1. 16 MAR 01 LOCATE POURED CONC. FOUNDATION FOR SCDHS USE ONLY SURVEY OF LOT4 IN MINOR SUBDIVISION MADE FOR Dr. HERODOTOS DAMIANOS SITUATE. SOUTHOLD, TOWN OF SOUTHOLD SUFFOLK COUNTY, N.Y. SURVEYED FOR: RICHARD ROMEO GUARANTEED TO: RICHARD ROMEO TM# 1000-054-06-18 NOTE.- WELL AND SANITARY LOCATION PROVIDED BY OTHERS SURVEYED: .2 NOVEMBER 2000 SCALE 1'= 50' AREA =61a= OR 1.106 ACRES SURVEYED BY STANLEY J. ISAKSEN,, JR. P.O. BOX -294 NEW SUFFOLK. N.Y. 11956 631-73 -5835 I. ENSED D SURVE NYS Lic. o. 49273 nn( Wind Uplift Calcs From: 'Bill Chaleff" <bcarchtx@optonline.net> To: dnaromeo@optonline.net Date: 11/25/2009 02:43:44 EST Subject: Wind Uplift Calcs Attachments: fiimage001.ipg (4KB), Wind Up] Dear Richard N NOU 3 0 2009 BLDG. DEPT. N OF SOUTH Page 1 of 2 Please find attached my Final report for submission to the Building Department. Note that the staples should be at 2 2 " centers. This is for extremely conservative roof loading - entire roof at condition 3 (corner) but is a good idea to adhere to. Respectfully, Lt I Bill Chaleff, A.I.A., LEEU A.P. Chaleff & Rogers, Architects 1514 Montauk Highway - P.o.Box 990 Water Mill, New York 11976 phone: 631-726-4477 fax: 631-726-4478 https:llwebtop.webmail. optimum.net/cerulean/viewmessage?r=%3Crequest%3E%3Cmail... 11/30/2009 23 November 2009 WIND UPLIFT CODE COMPLIANCE CALCULATIONS Project: Romeo Garage DE51GN LOAD CALCULATIONS MINIMUM UNIFORMLY D•STRIBUTED LIVE LOADS (Ibsf) EXTERIOR BALCON ES GO DECKS 40 ATTICS WTHOUT STORAGE 30 ATTICS WTH STORAGE 40 ROOMS (OTHER THAN SLEEPING ROOMS) 40 5! EEPING ROOMS 30 (' CRI TERIA FOR CALCULATION OF DEAD LOAD ARCHITECTURAL GRAPHIC STANDARDS SNOW GiZOUND SNOW LOAD 45 IbS. LI...... ...... -.-.-.1.-.-.-.=.-.-.-.i.-.-.-._:-._._._4._._._.�._._.-IJ SEISMIC DESIGN CAFEGORY B WIND JWND SPEED 1120 mph EXPOSURE CATEGORY JB Plan 4/12 ROOF 703.32 Sq. Ft. 6/12 ROOF 689.39 Sq. Ft. 10.5/12 Roof 852.72 Sq. Ft. Total Roof Area = 2,250.43 Sq. Ft ------------------------------------------, 1 — LINE OF FIRST FLOOR BELOW 4 PITCH �. N 47'-4" 49„4.. 001 BOX 990 " 1514 MONTAUK HWY " WATER MILL " NY 11976 6317264477 " FAX 726-4478 www.chaleffandrogers.com ..i ' 6 PITCH i--------•—----T----------------f �+10J1/2 PITCH (' L- 1 LI...... ...... -.-.-.1.-.-.-.=.-.-.-.i.-.-.-._:-._._._4._._._.�._._.-IJ 49„4.. 001 BOX 990 " 1514 MONTAUK HWY " WATER MILL " NY 11976 6317264477 " FAX 726-4478 www.chaleffandrogers.com - 11 . Building Section Y ;61rIT m. P 5n'.IIC.LC nm, 1-� I;a Prlt ortr 3'r.?a r1,umCX, ol I] P•. --%G YCk'.VCIC'f9R Vlu!f�: STfL•' \\ T A56V &L 5F-00 i:DC 10!!\• �� I•_I �v✓IHDSrv51C?li•�i Ir, F¢; M2012'7i'4501;•_i111 IS", f,� ATfIG SPAGC UIJn[ATE:) 11.4f1'.1`r1t"" f 2' Y 12' AC(I IEU3'_P. Cf] Yi;N.: WI'Irl ; 7P. ( nNv'G Sr+CJ 'u".5 u 1v17n 31MfEGx ".29 G'il a ? VIMOOD SUEFId.X (I s`I 'Rav UC a l Y.'.f.+ —1 t_::.191,ISl,IF-R''W D41A ILC L'.,_hG, ..--Y2 fi� G'O G�•.� t----: WAUF 1?F'YtX (Jt! �vn 2016'C..1. `•�/`�/ 1'JT.1 OP Cd'4 ::!' JIG n.L'.D' 11 I A90VF. Altlt'pL�A 3 /'�I UOOI.`r (Uhl[i9 (�111CSVA,A' GARAGE 171eD nu PLJwS; :vrrn I� CI!JIEr,7Ci1, UY?Iy1:N`C? 0520 12, 5NIlly., 51"111!15 {. u� 1 M., IM FILL CNI L FTff115lAH IC Y'utGS COM^TLP'D i I'J. VAilt + .Oa Gi P'l PC '1.0..M. fi): i.110Y 10 IUNC4CAVATF.D UNIXCAVAT.1 I \ Uplift Values from Building Code: TABLE R301.2(2) COMPONENT AND CLADDING LOADS FOR A BUILDING WITH A MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (psf) Assume Worst Case — zone 3 for 10-30degree pitch for all surfaces = -50.1 psf. Uplift calculation: Total true roof area including overhangs = 2,250 sq.ft. x 50.1 psf =112,725 psf uplift 112,725 lbs / perimeter (including center E / W wall) 222 ft. = 507 plf. Shear resistance of 16 ga. Staples = 310 plf @ 2 1/2" spacing, therefore both sides = 620 plf ( from table 4 on page 8 of attached report ESR -1539 ) > 507 therefore O.K. Uplift from SIP screws =1,000 lbs with washer. At 12" O.C. > 507 therefore O.K. Sill Plate 5/8" dia. anchor bolts @ 4' O.C. with 3" sq. washers exceeds 6,000 lbs pull- out. Ultimate / 2 = 3,000 lbs safe working load. 507 x 4 feet (max.spacing) = 2,028. 2,028 < 3,000 lbs therefore O.K. BOX 990 • 1514 MONTAUK HWY • WATER MILL - NY 11976 631726-4477 • FAX 726-4478 www.chaleffandrogers.com LOAD PATH REVIEW: 1. Roof to Wall Plate connection — SIP screws @ 1,000 lbs > 507 lbs; ........... O.K. 2. Top Plate to wall SIP skins —16 Gage Staples @ 620 pif > 507 plf............ O.K. 3. Wall Sip to Sill Plate —16 Gage Staples @ 620 pif > 507 plf....................O.K. 4. Sill Plate to Foundation — 5/8" Anchor Bolt @ 3,000 lbs > 2,028 lbs........... O.K. therefore certify that, to the best of my knowledge and belief, the above referenced Project is in full compliance with the Wind Uplift Resistance Requirements of the New York State Uniform Fire Prevention and Building Code. Bill Chaleff, R.A, A.I.A., LEED A.P. Registered Architect New York State Number 013888 Attached Appendix: 1. ESR —1539 2. SIP screw testing for withdrawal 3. Anchor Bolt Withdrawal data BOX 990 • 1514 MONTAUK HWY . WATER MILL . NY 11976 631726-4477 . FAX 726-4478 www.chaleffandrogers.com IMES Evaluation Report ESR -1 639* Reissued July 1, 2009 This report is subject to re-examination in two years. www.icc-es.or4 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the /ntemational Code Council® DIVISION: 06—WOOD AND PLASTICS Section: 06095—Nails REPORT HOLDER: INTERNATIONAL STAPLE, NAIL AND TOOL ASSOCIATION 512 WEST BURLINGTON AVENUE, SUITE 203 LA GRANGE, ILLINOIS 60525-2245 (708) 482-8138 www.isanta.ora isantaft-ameritech.net EVALUATION SUBJECT: POWER -DRIVEN STAPLES AND NAILS ADDITIONAL LISTEES: "DEWALT," "PORTER-CABLE"—BRAND NAMES BLACK & DECKER INDUSTRIAL PRODUCTS GROUP 701 EAST JOPPA ROAD TOWSON, MARYLAND 21286 BLUELINX CORPORATION 4300 WILDWOOD PARKWAY ATLANTA, GEORGIA 30339 CALIFORNIA NAIL & SUPPLY CO., INC. 415 MOUNTAIN VISTA PARKWAY LIVERMORE, CALIFORNIA 94551 "DUBAI WIRE"—BRAND NAME DUBAI WIRE FZE POST OFFICE BOX 11871 JEBEL ALI DUBAI, UNITED ARAB EMIRATES "FALCON"—BRAND NAME FALCON FASTENERS REG'D 251 NANTUCKET BOULEVARD TORONTO, ONTARIO M1 P 2P2 CANADA "FASCO" AND "FASCOlBECK"—BRAND NAMES FASCO AMERICA, INC. 105 INDUSTRIAL PARK DRIVE MUSCLE SHOALS, ALABAMA 35661 "HITACHI"—BRAND NAME HITACHI KOKI U.S.A., LTD. 3950 STEVE REYNOLDS BOULEVARD NORCROSS, GEORGIA 30093 "NAILPRO"—BRAND NAME JAACO CORPORATION 18080 NE 68TH STREET, SUITE C130 REDMOND, WASHINGTON 98052 "MASTER FASTENERS"—BRAND NAME MASTER FASTENERS INTERNATIONAL, LLC 724 WEST COWLES STREET LONG BEACH, CALIFORNIA 90813 "MAX"—BRAND NAME MAX USA CORP. 257 EAST 2ND STREET MINEOLA, NEW YORK 11501 "MILWAUKEE"—BRAND NAME MILWAUKEE ELECTRIC TOOL CORPORATION 13135 WEST LISBON ROAD BROOKFIELD, WISCONSIN 53005 "MILLENNIUM STEEL" AND "PRECISION FASTENERS" —BRAND NAMES MILLENNIUM STEEL & WIRE, L.L.C. POST OFFICE BOX 119373 DUBAI INVESTMENTS PARK DUBAI, UNITED ARAB EMIRATES "PASLODE"AND "DUO-FAST'—BRAND NAMES PASLODE, AN ILLINOIS TOOL WORKS COMPANY 888 FOREST EDGE DRIVE VERNON HILLS, ILLINOIS 60061 "PREBENA"—BRAND NAME PREBENA AMERICAINORTH AMERICAN FASTENER CORP. ROUTE 1, BOX 47A BRIDGEPORT, WEST VIRGINIA 26330 "GRIP -RITE," "PRIMEAIR," "FAS'NERS UNLIMITED" AND "FITS RITE"—BRAND NAMES PRIMESOURCE BUILDING PRODUCTS 2115 EAST BELTLINE ROAD CARROLLTON, TEXAS 75006 "SENCO," "GLOBAL PRODUCT SUPPLY" AND "GPS"— BRAND NAMES SENCO PRODUCTS, INC. 8450 BROADWELL ROAD CINCINNATI, OHIO 45244 "Corrected October 2009 ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implieci; as ' to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2009 Page I of 46 ESR -1539 1 Most Widely Accepted and Trusted Page 2 of 45 "SPECIALTY FASTENERS"—BRAND NAME SPECIALTY FASTENING SYSTEMS, INC. 424 SOUTH BAGGETT PRAIRIE GROVE, ARKANSAS 72753 "STANLEY-ALLSPECS," "STANLEY-BOSTITCH" AND "STAN-TECH"—BRAND NAMES STANLEY FASTENING SYSTEMS ROUTE 2, BRIGGS DRIVE EAST GREENWICH, RHODE ISLAND 02818 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 International Building Code® (IBC) ■ 2006 International Residential Code® (IRC) ■ 2003 International Building Code® (2003 IBC) in 2003 International Residential Code® (20031 RC) ■ 2000 International Building Code® (2000 IBC) ■ 2000 International Residential Code® (20001 RC) in BOCO National Building Code/1999 (13N BC) ■ 1999 Standard Building Code® (SBC) ■ 1997 Uniform Building CodeTM (UBC) ■ 1998 International One and Two Family Dwelling Code® (IOTFDC) Property evaluated: Structural connections 2.0 USES The nails and staples described in this report are used for engineered and nonengineered connections. 3.0 DESCRIPTION 3.1 General: The fasteners described in this report are manufactured by the member companies of the International Staple, Nail and Tool Association listed in this report. Appendix B of this report lists the fasteners recognized for each listee. 3.2 Staples: 3.2.1 General: The staples are manufactured from No. 18 [0.0475 inch (1.21 mm)], No. 16 [0.0625 inch (1.59 mm)], No. 15 [0.072 inch (1.83 mm)] and No. 14 [0.080 inch (2.03 mm)] gage, round, semi -flattened or flattened, plain or zinc -coated steel wire, and are driven with power tools. The staples are available with outside crown widths varying from /15 inch to 1 inch (4.8 mm to 25 mm). Leg lengths vary from 5/8 inch to 31/2 inches (15.9 mm to 89 mm).The staples are collated into strips and cohered with polymer coatings. Staples manufactured from aluminum and copper wire are permitted in nonstructural applications only when specifically recognized in the attachments as set forth in Tables 45, 46 and 47 of this report. Staple crown widths and leg lengths specified in this report are overall dimensions. 3.2.2 Staple Bending Moments (M): For engineered and structural construction, steel staples with the minimum bending moment are required. No. 16 gage staples must have a minimum average bending moment of 3.6 inAbs. (0.41 N -m); No. 15 gage staples must have a minimum average bending moment of 4.0 in -lbs. (0.45 N -m); and No. 14 gage staples must have a minimum average bending moment of 4.3 in. tbs. (0,.49 N -m). Staples meeting these requirements are identified in Appendix B. 3.3 Nails: 3.3.1 General: Nails are manufactured from plain steel wire, galvanized steel wire, aluminum wire, copper wire or stainless steel wire. Aluminum and copper nails are permitted in nonstructural applications only when specifically recognized in Table 46 of this report. Nail heads include full round heads or modified round heads such as clipped heads, "D° heads, notched heads, oval heads or T-shaped heads. Nails are supplied with smooth or deformed (threaded) shanks. Deformed shanks may be annularly threaded (ring shank) or helically threaded (screw shank). Nails are collated and cohered into strips, clips or coils for loading into a power driving tool. Nails with T-shaped heads are permitted in nonstructural connections only when specifically recognized in the tables of this report. Examples of common nail head and shank styles, and other fastener designs, are illustrated in Figure 1. Minimum dimensions govern fastener recommendations. The pennyweight and style of commonly used nails are described in the accompanying tables. Table 1 lists shank lengths and diameters for the nails. 3.3.2 Nail Bending Yield Strength (Fyb): For engineered and structural construction, steel nails meeting the minimum bending yield strength are required. Nails formed from steel wire having a nominal diameter of 0.135 inch (3.4 mm) or less must have a minimum average bending yield strength of 100 ksi (689 MPa), and nails with diameters greater than 0.135 inch (3.4 mm) must have a minimum average bending yield strength of 90 ksi (620 MPa).The 20d common nails described in Tables 25 and 26 must have a minimum average bending yield strength of 80 ksi (55 MPa). Nails meeting these requirements are identified in Appendix B. 3.4 Coatings: The coatings on fasteners are thermoplastic plastics, unless otherwise noted. Coated fasteners meet or exceed the holding power of uncoated fasteners, and therefore are alternatives to any uncoated fastener listed in this report. For construction in accordance with ICC's SBCCI SSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the code official, must be stainless steel or hot dip galvanized after fabrication to 1 ounce per square foot (305 g/m2). For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1.5 ounces of zinc per square foot (458 g/m2) of surface area. 3.5 Conformance to the ANSI/AFBPA NDS (National Design Specification: The fastening schedules in this report,have lateral strength equal to or exceeding the lateral strength of connections found in the model codes. Tabulated fastener nominal design values are based on the yield mode equations shown in Appendix A of this report. The version of the NDS is referenced in the applicable code section. 3.6 Fastener Tolerances: The staples and nails recognized in Appendix B of this report conform to the tolerances specified in ASTM F 1667, "Standard Specification for Driven Fasteners: Nails, Spikes, and Staples." ESR -1539 1 Most Widely Accepted and Trusted Page 3 of 45 4.0 INSTALLATION 4.1 General: Nail and staple installation must comply with the tables in this report. Nail installation must comply with the applicable requirements of the model codes. 4.2 Hardened Screw -shank Steel Nails: For attaching subflooring to 0.047 -inch [No. 14 gage (1.19 mm)] steel floor joists, collated hardened screw shank nails must have a minimum shank diameter of 0.120 inch (3.05 mm) with diamond points. The screw shank flutes of the nail must begin a maximum distance of /2 inch (12.7 mm) from the underside of the nail head and continue to the top of the nail point. Interruptions in shank deformation are permitted to improve/allow adherence to shank of the medium cohering nails into a strip, clip or coil. The nails must be driven with a power tool for the attachment of subflooring directly to 0.047 -inch [No. 14 gage (1.19 mm)] steel floor joists, providing a minimum penetration through the steel floor joist of 1/2 inch (12.7 mm). Nail spacing for plywood is 6 inches (152 mm) on center at intermediate supports. Two nails per board rare required for tongue -and - groove sheathing. 5.0 CONDITIONS OF USE The nails and staples described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The crown width, leg length and gage of staples, and the shank length and diameter of nails, specified in this report, are minimum nominal dimensions. When fasteners larger than those specified are used for any application, consideration must be given to restrictions on edge distance and close spacing of large -diameter nails described in the diaphragm tables. 5.2 Diaphragm and other construction noted in this report must conform to all applicable provisions of the applicable code. 5.3 All staples attaching diaphragm and nondiaphragm structural -use panels or 1 -inch (25.4 mm) nominal sheathing must be installed with the crowns of the staple parallel to the long dimension of the framing members, and be driven flush with the surface of the sheathing. The spacing, wire gage and leg lengths of the fasteners must be as set forth in this report. 5.4 Steel nails with T-shaped heads, all aluminum and copper nails, and staples with crowns less than 7/16 inch (11.1 mm) wide are permitted in nonstructural connections only when specifically recognized in Tables 46, 47 and 48 of this report. 5.5 For construction to ICC's SBCCI SSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, must be stainless steel or hot dip galvanized after fabrication to 1 ounce per square foot (305 g/m2). 5.6 For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1.5 ounces of zinc per square foot (458 g/m2) of surface area. 5.7 Use of fasteners in chemically treated wood, such as preservative -treated or fire -retardant -treated wood, must comply with Section 2304.9.5 of the IBC, Section R319.3 of the IRC, Section 2311.3.3 of the BNBC, Section 2306.3 of the SBC, and Section 2304.3 of the UBC. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Nails and Spikes (AC116), dated October 2006. 6.2 Data in accordance with the ICC -ES Acceptance Criteria for Staples (AC201), dated July 2005. 6.3 Quality control manuals for each manufacturing facility. 7.0 IDENTIFICATION Containers of nails and staples must be identified with the name of one of the listees identified in this report, part identification, nail size, and the evaluation report number (ESR -1539). Coated fasteners are identified on the fastener carton or other packaging material by the word "coated," or by a trade name implying a coating. Fasteners recognized in Appendix B, with a zinc coating provided for corrosion resistance, must be labeled "ASTM A 153" or "ASTM A 641, Class 1", or be marked with the coating weight. ESR -1539 I Most IidelyAccepted and Trusted Page 4 of 45 CONTENTS Table No. Page BasicFastener Style Guide................................................................................................................................................................5 1 Nominal Dimensions of Nails Frequently Listed in Model Building Codes............................................................................................6 "Design" Values and Allowable Load Tables Staple & Nail Values for Structural Design 2 Withdrawal Design Values.....................................................................................................................................................................7 3 Normal Design Lateral Strength of Face -Nailed Connections of "2 -by' Members to other Members of the Same Species .................8 Horizontal Diaphragms Allowable Shear for Wind or Seismic Loading for Structural Panel Horizontal Diaphragms 4 5/16' Thick Structural I Sheathing............................................................................................................................................................ 8 5 3/8' Thick Structural I Sheathing.............................................................................................................................................................9 6 75132' Thick Structural I Sheathing.........................................................................................................................................................9 7 5/16' Thick Rated Sheathing.................................................................................................................................................................10 8 3/g' Thick Rated Sheathing...................................................................................................................................................................10 9 7/18' Thick Rated Sheathing.................................................................................................................................................................11 10 15/32' Thick Rated Sheathing................................................................................................................................................................11 11 19/32' Thick Rated Sheathing................................................................................................................................................................12 Shear Walls Allowable Shear for Wind or Seismic Loading for Structural Panel Shear Walls 12 5/16' Thick Structural I Sheathing..........................................................................................................................................................14 13 3/8' Thick Structural I Sheathing...........................................................................................................................................................14 14 7/16' Thick Structural I Sheathing..........................................................................................................................................................15 15 75/32' Thick Structural I Sheathing........................................................................................................................................................15 16 5116' Thick Rated Sheathing.................................................................................................................................................................16 17 3/e' Thick Rated Sheathing...................................................................................................................................................................16 18 7/16' Thick Rated Sheathing.................................................................................................................................................................17 19 16/32' Thick Rated Sheathing................................................................................................................................................................17 20 19/32' Thick Rated Sheathing................................................................................................................................................................18 Vertical Diaphragms of Wall Sheathing Allowable Shear for Wind or Seismic Loading for Vertical Diaphragms of Wall Sheathing of 21 5/18' and 3/8' Plywood Panel Siding......................................................................................................................................................20 22 Gypsum Lath -Plaster, Wallboard and Exterior Plaster Attached to Wood -Framed Wall Assemblies..................................................21 Prescriptive Minimum Fastening Schedule Tables Framing 23 Wall......................................................................................................................................................................................................22 24 Ceiling and Roof..................................................................................................................................................................................23 25 Floor.....................................................................................................................................................................................................24 26 Summary of Fasteners for Framing.....................................................................................................................................................25 Prescriptive Sheathing Tables 27 Combination Subfloor/Underlayment to Wood Framing Members......................................................................................................26 How to Use the Prescriptive Sheathing Tables...............................................................................................:...................................27 Model Code Requirements for Roof Sheathing 28 BOCA National Building Code, Nailing................................................................................................................................................28 29 BOCA National Building Code, Stapling..............................................................................................................................................28 30 International Building Code..................................................................................................................................................................29 31 International Residential Code & International One &Two Family Dwelling Code...............................................................................29 32 Standard Building Code.......................................................................................................................................................................29 33 SBCCI Standard for Hurricane Resistant Residential Construction....................................................................................................30 34 Uniform Building Code..........................................................................................................................................................................30 35 Model Code Requirements for Wall Sheathing..................................................................................................................................... 31 Model Code Requirements for Subfloor Sheathing 36 BOCA National, Standard and Uniform Codes....................................................................................................................................32 37 International Codes..............................................................................................................................................................................32 Alternate Sheathing Fastenings to the Use of 38 6d Box Nails for %i' and Thinner Wall Sheathing.................................................................................................................................33 39 6d Common Nails for YT and Thinner Sheathing...................................................................................................:............................33 40 8d Common Nails for %2' and Thinner Sheathing................................................................................................................................34 41 8d Deformed Shank Nails for %' and Thinner Sheathing....................................................................................................................34 42 8d Box Nails for 19/32" 5/8'. 23132' and 314' Sheathing.............................................................................................................................35 43 8d Common Nails for19/32, 5/8' 23/32' and 3/4' Sheathing.....................................................................................................................35 44 8d Deformed Shank Nails for'/32' 5/5', 23/32" and 3/4' Sheathing........................................................................................................36 Other General Attachments 45 Wall Sheathing, Panel Siding and Floor Underlayment........................................................................................................................37 46 Wall and Roof Coverings..................................................................................................................................................................... 38 47 Wall, Ceiling and Soffit Covering Materials Attached to Wood Receiving Members...........................................................................39 48 Wall, Ceiling and Soffit Covering Materials Attached to Metal Receiving Members.............................................................................39 AppendixA........................................................................................................................................................................................... 40 AppendixB...........................................................................................................................................................................................44 ESR -1539 1 Most Widely Accepted and Trusted Page 5 of 45 Smooth Shank Nail Ring Shank Nail Scm—i Shank Nail Staple Nail Head Styles Round offset \`moi ♦.� i Clipped Notched 1 1 1 r FIGURE 1—BASIC FASTENER STYLES Oval r r ESR -1539 I Most Widely Accepted and Trusted Page 6 of 45 TABLE 1 -NOMINAL DIMENSIONS OF NAILS FREQUENTLY LISTED IN MODEL BUILDING CODES AND THIS REPORT For SI: 1 inch = 25.4 mm. 'A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. NAILS DESCRIBED BY PENNYWEIGHT SYSTEM PENNYWEIGHT LENGTH, in inches SHANK DIAMETER, In Inches Box 6d 2 0.099 8d 2'Y2 0.113 10d 3 0.128 Casing 6d 2% 0.099 8d 2'h 0.113 10d 3 0.128 Common 6d 2 0.113 8d 2Y2 0.131 10d 3 0.148 16d 3'% 0.162 20d 4 0.192 Cooler 5d 15/3 0.086 6d 17/3 0.092 8d 23/3 0.113 Deformed' 3d 1 Y4 0.099 4d 1 Y2 0.099 6d 2 0.120 8d 2% 0.120 Finish 8d 2% 0.099 10d 3 0.113 Siding 6d 17/3 0.106 8d 23/3 0.128 Additional Recognized Nails Smooth Shank Nails 2% 0.092 2% 0.105 3 0.120 3% 1'/ 0.131 3 3% 1 Y2 0.148 2 Y2 0.162 Deformed Shank Nails' 2'% 0.099 0.113 22 2%2 0.131 For SI: 1 inch = 25.4 mm. 'A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. TABLE 2—NAILS AND STAPLE REFERENCE WITHDRAWAL DESIGN VALUES 1.2.3.4 POUNDS PER INCH OF PENETRATION SPECIFIC SMOOTH SHANK NAILS, DIAMETER IN INCHES DEFORMED SHANK6 NAILS, DIAMETER IN INCHES STAPLE GAGE AND DIAMETER, in inches GRAVITY 0.091 0.094 0.097 0.099 0.105 0.113 0.120 0.131 0.148 0.162 0.091 0.094 0.097 0.099 0.713 0.120 0.128 0.135 0.148 16 gage 0.063 15 gage 0.072 14 e 0.080 0.31 7 7 7 8 8 9 10 11 12 7 8 8 9 10 10 11 12 9 11 12 0.35 1 9 9 10 11 11 12 13 15 16 10 10 11 12 13 14 15 16 1 13 14 16 0.36 10 10 10 11 12 13 14 16 17 11 11 1 11 13 1 14 15 16 17 13 15 17 0.37 10 11 11 12 13 14 15 17 19 12 12 12 14 15 16 17 19 14 17 18 0.38 11 12 12 13 14 15 16 18 20 12 13 13 15 16 17 18 20 15 18 20 0.39 12 12 13 14 15 16 17 19 21 13 14 14 16 17 18 19 21 16 19 21 0.40 13 13 14 15 16 17 18 21 23 14 14 15 17 18 20 21 23 17 20 22 0.41 14 14 14 16 17 18 19 22 24 15 15 16 18 20 21 22 24 19 21 24 0.42 14 15 15 17 18 19 21 23 26 16 16 17 20 21 22 1 23 26 20 23 25 0.43 15 16 16 18 19 20 22 25 27 17 17 18 21 22 24 25 27 21 24 27 0.44 16 17 17 19 20 21 23 26 29 18 18 19 22 23 25 26 29 22 26 28 0.46 18 19 19 21 22 24 26 29 32 20 20 21 25 26 28 29 32 25 29 32 0.47 19 20 20 22 24 25 27 31 34 21 22 22 26 28 29 31 34 26 30 33 0.49 21 22 22 24 26 28 30 34 38 23 24 25 29 31 33 34 38 29 33 37 0.50 22 23 24 26 1 28 29 32 36 40 24 11 25 26 1 30 32 34 1 36 40 30 35 39 0.51 23 24 25 27 29 31 34 38 42 26 27 27 32 34 36 38 42 32 37 41 0.55 28 29 30 33 35 37 41 46 50 31 32 33 38 41 44 46 50 39 45 50 0.58 32 33 34 37 40 42 46 52 57 35 37 38 44 47 50 53 58 44 51 57 0.67 46 48 49 53 57 61 66 75 82 51 52 54 63 67 71 75 83 63 73 81 0.68 48 49 51 55 59 63 69 78 85 53 54 56 65 69 74 78 1 86 66 76 84 0.71 53 55 57 62 66 70 77 87 95 59 1 61 63 73 77 83 87 95P793 84 94 0.73 57 59 61 66 71 75 82 93 102 63 65 67 78 83 88 93 102 90 101 For SI: 1 inch = 25.4 mm, 1 pound per inch = 0.18 N/mm. 'Design values are based on a normal (10 year) duration of load. 2Table values must be multiplied by applicable adjustment factors such as for load duration, wet service, temperature, and toe -nailing. 3Withdrawal strengths are for fasteners driven perpendicular to the grain. 4For connections between solid lumber members, the permitted withdrawal strength of fasteners must be limited to two times the tabulated values, regardless of increased penetrations. For connections between wood structural panel and solid lumber with a specific gravity up to 0.51, the permitted withdrawal strength must be limited to 1.34 times the tabulated values regardless of penetration. For connections between wood structural panels and solid lumber with specific gravity of 0.55 or greater, permitted withdrawal strength is limited to 1.17 times the tabulated values at 0.55 specific gravity, regardless of increased penetration or greater specific gravity. 6A deformed shank (threaded) nail must have either a helical (screw) shank or an annular (ring) shank. 6Specific Gravity (G) values for common species are listed in Appendix A of this report. 0 A Cn ESR -1539 1 Most Widely Accepted and Trusted Page 8 of 45 TABLE 3—REFERENCE1 LATERAL DESIGNA STRENGTH OF FACE NAILED SINGLE SHEAR CONNECTIONS OF "2 -BY" MEMBERS' TO OTHER MEMBERS° OF SAME SPECIES' FASTENERS CONNECTION LATERAL STRENGTH; IN POUNDS, WHERE BOTH FRAMING MEMBERS HAVE THE SAME SPECIFIC GRAVITY Length (inches) Nail Shank Diameter' (inches) 0.42 (e.g., Spruce- pine fir) 0.43 (e.g., Hem -fir) 0.50 (e.g., Douglas Fir -larch) 0.55 (e.g., Southern Pine) 3'/2 0.162 92 94 109 119 3 0.148 84 86 99 109 31/4 0.131 79 80 93 101 3 0.131 79 80 93 101 21/2 0.131 52 54 62 67 31/4 0.120 69 71 81 89 3 0.120 69 71 81 89 23/8 0.113 40 40 47 51 21/4 0.105 30 31 37 41 21/4 0.099 30 30 35 38 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45N. 'Design values are based on a 10 -year normal load duration. 'Table values must be multiplied by applicable adjustment factors such as for load duration wet service, temperature, and toe -nailing. 3Table is based upon a 1'/2 inch actual thickness of both attached member and receiving ("main") member. DDesigned values are for connections in which the nail shank is driven in side grain with shank axis perpendicular to wood fibers. Tabulated values for nailed connections require that the nail has a minimum fastener bending yield strength (FYb) as that listed in Section 3.3.2 of this report. 'Calculations are based on a connection in which both members have the same specific gravity. The European Yield Model formulas in Appendix A permit calculation of the design later strength for connections consisting of different wood species. Nails must have a smooth shank or deformed shank - with helical (screw) or annular (ring) threads. TABLE 4—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE2'/l8-INCH THICK STRUCTURAL I PANEL GRADE".72 0.120 smooth or deformed 3 2 3 BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Fastener spacing (in) at 420 475 165 185 125 140 0.113 smooth or deformed 15/8, 2 or 23/8 0.099 smooth or deformed 21/4 diaphragm boundaries (all cases) 145 195 295 at continuous panel edges Fasteners spaced 6 Inches maximum MINIMUM NOMINAL MINIMUM parallel to load (Cases 3, 4), and at supported edges NOMINAL NAIL° DIAMETER' FASTENERS WIDTH OF at all panel edges (cases 5 and 145 (In Inches) or STAPLE' GAGE LENGTH' FRAMING 6)7 130 (In inches) ER uninches) 6 4 1 2'/28 1 2' Case 1 (No 85 3 unblocked edges or continuous All other configurations Nail spacing at other panel edges 330 125 (Cases 1, 2, 3 and 4f Joints parallel to (Cases 2, 3, 4, 5 6 6 4 3 165 185 125 140 load) and 6) 0.120 smooth or deformed 3 2 3 185 210 250 280 375 420 420 475 165 185 125 140 0.113 smooth or deformed 15/8, 2 or 23/8 0.099 smooth or deformed 21/4 2 145 195 295 335 130 100 155 3 165 220 330 375 145 110 0.092 smooth 2 /< 2 130 170 260 290 115 85 3 145 195 290 330 125 95 14 Gage 2, 2'/4, 2'/2 or 3 2 3 185 210 250 280 375 420 420 475 165 185 125 140 15 Gage 1%, 2, 2%, or 2%2 For SI: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See page 13 for footnote explanations and load diagrams. 16 Gage 02,13/4 or 2 2 155 1 205 11– 350 135 105 3 175 230 1 345 390 155 115 For SI: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See page 13 for footnote explanations and load diagrams. ESR -1539 1 Most Widely Accepted and Trusted Page 9 of 45 TABLE 5—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 9/a4NCH-THICK STRUCTURAL I PANEL GRADE" .12 For SI: 1 inch = 25.4 mm, 1 plf = 4.6 N/m. See page 13 for footnote explanations and load diagrams. TABLE 6—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE2161a2-INCH-THICK STRUCTURAL I PANEL GRADE 1O" '72 BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING (IN.) AT FASTENER SPACING (IN.) AT DIAPHRAGM BOUNDARIES (ALL MINIMUM MINIMUM CASES), AT CONTINUOUS FASTENERS SPACED 6" MAX. AT NOMINAL NAIL° DIAMETER6 NOMINAL WIDTH OF PANEL EDGES PARALLEL TO SUPPORTED EDGES' 6 Inches) OR STAPLE GAGE FASTENER FRAMING LOAD (CASES 3, 4), AND AT ALL (in LENGTHa MEMBER PANEL EDGES (CASES 5 & 6)' 4 1 21/26 aninches) (in Inches) 6 1 4 1 212 1 2" Case 1 (No All other Nail spacing at other panel edges unblocked edges configurations unblocked edges (Cases 1, 2,3 & 41 or contlnuous (Cases 2, 3, 4, or continuous joints parallel to joints parallel to 5& 6) 6 6 4 3 6 6 4 3 9 0.148 smooth , 2 /e or 3 2 3 load) 425 480 0.131 smooth or deformed , 17/, or 2% 2 3 270 1 300 360 400 530 600 600 675 240 265 180 200 540 605 610 685 2 230 305 455 515 200 150 0.120 smooth or deformed 3 3 255 340 510 580 225 170 0.113 smooth or deformed 3 2 or 2 /a 2 3 205 230 275 305 410 460 465 520 180 205 135 155 0.099 smooth or deformed 2114 2 165 185 215 245 325 365 370 415 145 160 1103 120 0.092 smooth 2 /< 2 3 145 160 190 215 290 325 325 365 130 145 95 110 14 Gage 2, 2 /°, 2 !z or 3 2 3 255 285 340 380 51057 5 580 645 225 255 170 190 15 Gage s , , 1 /°, 2, 2 !° or 2 /z 2 3 220 245 290 325 435 490 495 555 195 215 145 165 570 650 2 175 235 350 400 155 115 16 Gage 1%, I% or2 3 200 265 395 1 450 175 130 For SI: 1 inch = 25.4 mm, 1 plf = 4.6 N/m. See page 13 for footnote explanations and load diagrams. TABLE 6—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE2161a2-INCH-THICK STRUCTURAL I PANEL GRADE 1O" '72 For SI: 1 inch = 25.4 mm, 1 pif = 14.6 Wm. See page 13 for footnote explanations and load diagrams, BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING (IN.) AT DIAPHRAGM BOUNDARIES (ALL MINIMUM MINIMUM CASES), AT CONTINUOUS PANEL EDGES PARALLEL TO FASTENERS SPACED 6" MAX. AT SUPPORTED EDGES NOMINAL NAIL° DIAMETER6 NOMINAL WIDTH OF LOAD (CASES 3, AND AT �L (In Inches) OR STAPLE6 FASTENER FRAMING PANEL EDGES (CASES S & 6 6) GAGE LENGTH6 MEMBER 6 4 1 21/26 2a Case 1 (No All other (in Inches) (In Inches) unblocked edges configurations Nail spacing at other panel edges (Cases 1, 2, 3 & 4 or continuous joints parallel to (Cases 2, 3, 4, load) 5&6) 6 6 4 3 9 0.148 smooth , 2 /e or 3 2 3 320 360 425 480 640 720 730 820 285 320 215 240 0.131 smooth or deformed 21/2 2 270 305 360 405 540 605 610 685 240 270 1803 200 2 230 310 465 525 205 155 0.120 smooth or deformed 3 3 260 350 520 590 230 175 0.113 smooth or deformed a 2 or 2 /a 2 3 210 235 280 315 420 470 475 535 185 210 140 155 0.099 smooth or deformed 21/4 2 3 170 190 225 255 340 380 385 435 150 170 115 125 0.092 smooth 2 !° 2 3 150 170 205 230 305 340 345 390 135 150 100 115 2 255 340 510 575 225 170 14 Gage 2, 2'/4, 2% or 3 3 285 380 570 650 255 190 15 Gage a , 1 /°, 2, 21/4 or 2 /z 2 3 215 245 290 325 435 490 495 555 195 215 145 165 16 Gage a 1 /zi 1 /° or 2 2 3 175 200 235 265 350 395 400 450 155 175 120 130 For SI: 1 inch = 25.4 mm, 1 pif = 14.6 Wm. See page 13 for footnote explanations and load diagrams, ESR -1539 1 Most Widely Accepted and Trusted Page 10 of 45 TABLE 7—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINe aIle -INCH -THICK RATED SHEATHING"11n2 For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m. See page 13 for footnote explanations and load diagrams. TABLE 8—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 31,3 -INCH -THICK RATED SHEATHINGW1.72 BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING (IN.) AT MINIMUM MINIMUM DIAPHRAGM BOUNDARIES (ALL CASES), AT CONTINUOUS PANEL FASTENERS SPACED 6" MAX. AT SUPPORTED EDGES r NOMINAL NAIL°DIAMETER" NOMINAL WIDTH OF EDGES PARALLEL TO LOAD (IN INCHES) OR STAPLE" FASTENER FRAMING (CASES 3, 4), AND AT ALL PANEL GAGE LENGTH" MEMBER EDGES (CASES 5 & 6f (IN INCHES) (IN INCHES) 6 1 4 2'/Z 1 2' Case 1 (No unblocked edges All other configurations Nail spacing at other panel edges (Cases 1, 2, 3 & 4)' or conflnuous (Cases 2, 3, 4, joints parallel to 5 & 6) 6 6 4 3 load) 0.131 smooth or deformed 2'/2 2 170 225 335 380 150 110 0.120 smooth or deformed 3 2 3 210 235 3 190 250 380 430 170 125 0.113 smooth or deformed 15/g, 2 or 23/g 250 280 21/4 2 130 175 265 300 120 90 0.099 smooth or deformed 295 3 150 200. 295 335 130 100 220 21/4 2 115 155 230 265 105 75 0.092 smooth 260 3 130 175 260 295 115 85 14 Gage 2, 2'/4i 2'/2 or 3 3 170 190 225 250 335 380 380 430 150 170 110 125 305 ' 2 15 Gage 13/a, 2, 2'/a or 2/z 3 260 345 515 580 16 Gage a 1'/2, 1/, or 2 2 140 185 275 315 1 125 90 175 130 3 155 1 205 310 350 140 105 For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m. See page 13 for footnote explanations and load diagrams. TABLE 8—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 31,3 -INCH -THICK RATED SHEATHINGW1.72 For SI: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See page 13 for footnote explanations and load diagrams. BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING (IN.) AT MINIMUM MINIMUM DIAPHRAGM BOUNDARIES (ALL CASES), AT CONTINUOUS FASTENERS SPACED 6" MAX. AT SUPPORTED EDGES a e NOMINAL NAIL DIAMETER NOMINAL WIDTH OF PANEL EDGES PARALLEL TO (IN INCHES) OR STAPLE" FASTENER FRAMING LOAD (CASES 3, 4), AND AT ALL GAGE LENGTH' MEMBER PANEL EDGES (CASES 5 & Of (IN INCHES) (IN INCHES) 6 1 4 1 2'12 2' Case 1 (No unblocked edges All other configurations Nail spacing at other panel edges (Cases 1, 2,3 & 4)r or conflnuous (Cases 2, 3, 4, joints parallel to 5 & 6) 6 6 4 3 load) 0.131 smooth or deformed , 17/, or 2% 2 3 240 270 320 360 480 540 545 610 215 240 160 180 0.120 smooth or deformed 3 2 3 210 235 280 315 420 470 475 530 185 210 140 155 0.113 smooth or deformed 3 1-51,, 2 or 23/, 2 185 210 250 280 375 420 425 475 165 185 1253 140 0.099 smooth or deformed 21/4 2 145 195 295 335 130 1003 165 220 330 375 145 110 0.092 smooth 21/4 2 130 170 260 290 115 85 3 145 195 290 330 125 95 14 Gage 2, 2'/,, 21/2 or 3 2 230 305 460 520 205 1553 260 345 515 580 230 170 15 Gage , , 1-3/4, 2, 214 or 2 /2 2 195 260 390 445 175 130 3 220 295 440 495 195 145 16 Gage 02,13/4 or 2 2 160 210 315 360 140 105 3 1 180 235 355 400 160 120 For SI: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See page 13 for footnote explanations and load diagrams. ESR -1539 1 Most Widely Accepted and Trusted Page 11 of 45 TABLE 9—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE2 7/,s -INCH -THICK RATED SHEATHING 3,11.12 For SI: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See page 13 for footnote explanations and load diagrams. TABLE 10—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 278/, -INCH -THICK RATED SHEATHING3,11,12 BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING (IN.) AT MINIMUM MINIMUM DIAPHRAGM BOUNDARIES (ALL CASES), AT CONTINUOUS PANEL FASTENERS SPACED 6" MAX. AT SUPPORTED EDGES7 a S NOMINAL NAIL DIAMETER NOMINAL WIDTH OF EDGES PARALLEL TO LOAD FASTENERS SPACED 6" MAX. AT (IN INCHES) OR STAPLES FASTENER FRAMING (CASES 3, 4), AND AT ALL PANEL SUPPORTED EDGES7 GAGE LENGTHS MEMBER EDGES (CASES 5 & 6)7 GAGE (IN INCHES) (IN INCHES) 6 1 4 1 2'1," 2S Case 1 (No All other Nall spacing at other panel edges (IN INCHES) EDGES (CASES 5 & 6)7 unblocked edges configurations All other (Cases 1, 2, 3 & 4)7or continuous (Cases 2, 3, 4, unblocked edges Joints parallel to 5& 6) 6 6 4 3 (Cases 2, 3, 4, )olnts parallel to 5& 6) 6 load) 4 0.131 smooth or deformed 2 or 2 /z 2 3 255 285 340 380 505 570 575 645 230 1 255 170 190 0.148 smooth S 2 215 290 435 490 190 145 0.120 smooth or deformed 3 3 245 325 485 550 215 160 0.113 smooth or deformed 3 2 or 2% 2 3 195 220 260 290 390 435 440 490 175 195 130 145 0.099 smooth or deformed 2 /4 2 3 155 170 205 230 310 345 350 395 135 155 105 115 0.092 smooth 2 /, 2 3 135 155 185 205 275 310 310 350 120 135 90 105 14 Gage 2, 2'/4, 2 /z or 3 2 3 240 270 325 365 485 545 550 615 215 240 160 180 15 Gage 3 , , 1 /,, 2, 2 /, or 2 /z 2 3 205 230 275 310 415 465 470 525 185 205 140 155 16 Gage 3 1 /z, 1 /4 or 2 2 3 165 190 225 250 335 375 380 425 150 165 110 125 For SI: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See page 13 for footnote explanations and load diagrams. TABLE 10—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 278/, -INCH -THICK RATED SHEATHING3,11,12 For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See page 13 for footnote explanations and load diagrams. BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING (IN.) AT DIAPHRAGM BOUNDARIES MINIMUM MINIMUM (ALL CASES), AT FASTENERS SPACED 6" MAX. AT NOMINAL NAIL°DIAMETER' NOMINAL WIDTH OF CONTINUOUS PANEL EDGES SUPPORTED EDGES7 (IN INCHES) OR STAPLES FASTENER FRAMING PARALLEL TO LOAD (CASES GAGE LENGTHS MEMBER 3, 4), AND AT ALL PANEL (IN INCHES) (IN INCHES) EDGES (CASES 5 & 6)7 6 1 4 2%8 1 2S Case 1 (No All other Nall spacing at other panel unblocked edges configurations edges (Cases 1, 2,3 & 4)7 or conflnuous (Cases 2, 3, 4, )olnts parallel to 5& 6) 6 6 4 3 load) 0.148 smooth S , 2 /S or 3 2 3 290 325 385 430 575 650 655 735 255 290 190 215 0.131 smooth or deformed 2 or 2'/2 2 265 300 355 400 535 600 605 680 235 265 1803 200 0.120 smooth or deformed 3 2 3 230 255 305 340 455 510 515 580 200 225 150 170 0.113 smooth or deformed 2 or 23 !S 2 205 230 275 305 410 460 465 520 180 205 1353 155 0.099 smooth or deformed 21/4 2 165 185 215 245, 325 365 370 415 145 160 1103 120 0.092 smooth 2 /4 2 145 190 290 325 130 95 3 160 215 325 365 145 110 14 Gage 2,211 /4, 2/z or 3 2 230 305 460 520 205 156 3 260 340 515 585 230 170 3 , , 2 195 260 390 445 175 130 15 Gage 1 /,, 2, 2 /4 or 2 /z 3 220 290 440 500 195 145 16 Gage 3 1 /z, 1 /, or 2 2 1'60 210 315 36040 140 105 3 180 235 355 5 160 120 For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See page 13 for footnote explanations and load diagrams. ESR -1539 1 Most Widely Accepted and Trasted Page 12 of 45 TABLE 11—ALLOWABLE SHEAR'. FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINe'942-INCH-THICK RATED SHEATHING" 10'. For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See page 13 for footnote explanations and load diagrams. BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS FASTENER SPACING ON.) AT DIAPHRAGM BOUNDARIES MINIMUM MINIMUM (ALL CASES), AT CONTINUOUS PANEL EDGES FASTENERS SPACED 6" MAX. AT SUPPORTED EDGES' NOMINAL NAIL° DIAMETERS NOMINAL WIDTH OF PARALLEL TO LOAD (CASES (IN INCHES) OR STAPLE6 FASTENER LENGTHS FRAMING MEMBER 3, AND ALL PANEL GAGE EDGES (CASES 5 8 6) (IN INCHES) (IN INCHES) 6 1 4 12'/2' 2 Case 1 (No unblocked edges All outer ti ons configurations configura Nall spacing at other panel edges (Cases 1, 2,3 & 4)' or continuous (Cases 4, s , Joints parallel to 5 6 6 4 3 load) 2 320 425 640 730 285 215 0.148 smoothe 2% or 3 3 360 480 720 1 820 320 240 0.131 smooth or deformed 2 /s 2 3 270 305 360 405 540 605 610 685 240 270 180 200 2 230 310 465 525 205 155 0.120 smooth or deformed 3 3 260 350 520 590 235 175 0.113 smooth or deformed 2 or 23 /e 2 3 210 235 280 315 420 470 475 535 185 210 140 155 0.099 smooth or deformed 2 /a 2 3 170 190 225 255 340 380 385 435 150 170 115 125 2114 2 150 205 305 345 135 100 0.092 smooth 3 170 230 340 390 155 115 14 Gage 2, 2'14, 2% or 3 2 3 255 285 340 380 510 570 575 650 225 255 170 190 15 Gage 13/4,2,2'/,, or 21/, 2 3 215 245 290 325 435 490 495 555 195 215 145 165 16 Gage a 1 /2, 1 /4 or 2 2 3 175 200 235 265 350 395 400 450 155 175 115 130 For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See page 13 for footnote explanations and load diagrams. ESR -1539 1 Most Widely Accepted and Trusted Page 13 of 45 FOOTNOTE EXPLANATIONS FOR HORIZONTAL DIAPHRAGM TABLES 441 'Tabulated values are for short -time loading due to wind or seismic. For use with the 2006, 2003, and 2000 IBC, the tabulated values must be reduced by 37 percent and 44 percent for normal and permanent load duration, respectively, and may be increased by 40 percent for wind design. For use with the legacy codes, tabulated values must be reduced 25 percent for normal loading. For diaphragm deflection analysis, deflection in Appendix A, Table B or C must be used. 2 The tabulated values are for fasteners installed in Douglas Fir -larch or Southern Pine. For use with 2006, 2003 and 2000 IBC: For framing of other species: (1) Find specific gravity for species of lumber in Appendix A Table A. (2) For staples find shear value from table above for Structural I Panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = [1- (0.5 — (3)], where G = Specific Gravity of the framing lumber. This adjustment factor must not be greater than 1. For use with legacy codes: Allowable shear values for nails in framing members of other species set forth in Appendix A Table A, must be calculated for all other grades by multiplying the shear capacities for nails in Structural I sheathing by the following factors:. 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity less than 0.42. 3C -D, C -C Exterior Sheathing and other panel grades covered in PS 1 or PS 2. °nails with "T", brad, finish or casing heads are not permitted. A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank 58taples must have a 7/16 inch minimum crown width and must be installed with their crowns parallel to the long dimension of the framing members. 6Changes to fastener type, size or spacing must be considered if diaphragms are required to withstand negative pressures of high winds or where prescribed in the model code. Prescriptive fastenerschedules are summarized in Tables 28 to 37. 'Values are based on 24" o.c. spacing of support framing members. Space fasteners maximum 12" o.c. along intermediate framing members (6 in. o.c. when supports are spaced 48 inches o.c.). "Framing at adjoining panel edges must be 3 -inch nominal or wider and nails must be staggered where nails are spaced 2 inches or 2'/2 inches on center. "Framing at adjoining panel edges must be 3 -inch nominal or wider and nails must be staggered where both of the following conditions are met: (1) 10d nails (0.148 -inch shank diameter) having penetration into framing of more than 1'/2 inches and (2) nails are spaced 3 inches on center or less. 10Plywood not exceeding 1'/6" in thickness is permitted to be attached provided the fastener penetration is at least twelve times the fastener shank diameter. "In addition to requirements presented above for fastening of horizontal diaphragms all other requirements of the applicable model code (such as, but not limited to, conditions of use and modification of design values for certain Seismic Design Categories) pertaining to horizontal diaphragm design and construction must be met. 12The minimum nominal width of framing members not located at boundaries or adjoining panel edges must be 2 -inches. Load Diagrams for Horizontal Diaphragm Tables 4 -11. HIM MINIM agm�igwnll ILI V� ArLi 1111111 11WIN 11111110 1111► = 1 1:W � 1 �� 1-- I•• •� ifllMINIM 111111► 1111111. a IIIIII/.111: NOTE: Framing orientation In either direction for diaphragms is permitted provided sheathing is properly designed for vertical loading. ESR -1539 1 Most Widely Accepted and Trusted Page 14 of 45 TABLE 12—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE FOR 6/,, -INCH -THICK STRUCTURAL I SHEATHINGS' 4' 13, %16 NOMINAL NAILRDIAMETER ON INCHES) OR STAPLER GAGE MINIMUM NOMINAL FASTENER LENGTH (IN INCHES) ALLOWABLE WALL SHEAR VALUES panels Applied Direct Panels Applied Over Fastener Spacing at Panel Edges' (in inches) to Framing %Inch or GIs Inch 6 4 3 20 Gypsum Sheathing 0.131 smooth or deformed 21/2 3 21/2 — 200 300 390 510 0.120 smooth or deformed 0.120 smooth or deformed — 3 170 250 335 430 0.113 smooth or deformed 15/,, 2 or 23/, — 200 300 390 510 0.113 smooth or deformed — 2 2316 120 150 175 225 235 300 300 385 0.099 smooth or deformed 2'/4 — 155 235 310 400 0.099 smooth or deformed — 21/4 120 175 235 300 0.092 smooth 2'/4 — 135 205 275 350 — 2'/4 105 155 205 265 14 Gage 2, 2'/4, 2'/2 or 3 13/4, 2. 2'/4 or 2'12 _ 200 300 390 515 15 Gage 16 Gage 1'/2, 13/4 or 2 — 165 245 325 415 14 Gage — 2, 2'/4, 2'/2 or 3 180 270 360 455 15 Gage — 2, 2'/4, 2'/2 155 230 305 390 16 Gage — 2 125 185 245 315 For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. TABLE 13—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE2 FOR 3/, -INCH -THICK STRUCTURAL I SHEATHING 3.4,13,16, to NOMINAL NAIL5DIAMETER (IN INCHES) OR STAPLE' GAGE MINIMUM NOMINAL FASTENER LENGTH (IN INCHES) ALLOWABLE WALL SHEAR VALUES panels Applied Direct Panels Applied Over Fastener Spacing at Panel Edgese (In Inches) to Framing /z Inch or /e Inch 6 4 3 2R Gypsum Sheathing 0.148 smooth 12 3 — 230 360 460 610 — 25/, or 3 285 425 570 725 0.131 smooth or deformed 174 or 21/2 — 230 360 460 610 — 2'/2 220" 325" `435" 555" 0.120 smooth or deformed 3 3 200 305 405 515 0.113 smooth or deformed 2 or 23/, 23/, 180 270 365 465 — 2 135 200 270 340 0.099 smooth or deformed 21/4 2'/4 145 220 290 370 0.092 smooth 21/4 21/4 130 190 255 325 14 Gage 2, 2'/4, 2'/2 or 3 — 225 340 455 580 15 Gage 1314, 2, 21/4 or 21/2 — 195 290 385 495 16 Gage 1314, 1'/2 or 2 — 155 235 315 400 14 Gage — 2, 21/4, 2'/2 or 3 220 340 450 575 15 Gage — 2, 2'/4 or 2% 195 290- 385 490 16 Gage — 2 155 235 310 400 For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. ESR -1539 1 Most Widely Accepted and Trusted Page 15 of 45 TABLE 14—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE2 FOR'/,s-INCH-THICK STRUCTURAL I SHEATHING 0, "• 75,16 NOMINAL NAIL" DIAMETER (IN INCHES) OR STAPLEe GAGE MINIMUM NOMINAL FASTENER LENGTHr(IN INCHES) ALLOWABLE WALL SHEAR VALUES Panels Applied Over Fastener Spacing at Panel Edgese (in Inches) Panels Applied Direct % Inch or 6/e Inch to Framing Gypsum Sheathing 6 4 3 28 0.148 smooth 12 — 23/4 or 3 280 430 550 730 0.131 smooth or deformed 2 or 21/2 — 260" 390" 520" 665" 0.120 smooth or deformed 3 — 220 335 445 565 — 3 200 305 405 515 0.113 smooth or deformed 2 or 23/8 — 200 300 400 510 23/e 180 275 365 2 125 185 245 465 315 0.099 smooth or deformed 2'/4 — 160 240 320 405. — 21/4 145 225 285 380 0.092 smooth 2'/4 — 140 210 280 360 — 2'/4 130 190 255 325 14 Gage 2, 2'/4, 2'/2 or 3 — 250 375 500 635 15 Gage 13/4, 2, 21/4 or 2'/2 — 210 320 425 540 16 Gage 11/2,13/4 or 2 — 170 260 345 440 14 Gage — 2'/4, 2'/2 or 3 225 340 450 575 15 Gage — 2'/4 or 2'/2 195 290 385 490 16 Gage 14 — 2 155 1 235 1 310 400 For Si: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. TABLE 15—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE2 FOR "1,2 -INCH -THICK STRUCTURAL I SHEATHING"' 13,16,1e NOMINAL NAIL6 DIAMETER (IN INCHES) OR STAPLE6 GAGE MINIMUM NOMINAL FASTENER LENGTH (IN INCHES) ALLOWABLE WALL SHEAR VALUES Panels Applied Direct Panels Applied Over Fastener Spacing at Panel Edgese (In inches) to Framing % Inch or /e Inch Gypsum Sheathing 6 4 3 2e 0.148 smooth 12 21/8 or 3 — 340 510 665 870 — 2 or 21/2 23/4 or 3 285 425 570 725 0.131 smooth or deformed — 21/2 225 325 445 570 0.120 smooth or deformed 3 — 240 365 485 620 — 3 200 305 405 515 0.113 smooth or deformed 2 or /e — 220 325 435 555 _ 23/6 180 270 365 2 130 200 265 465 335 0.099 smooth or deformed 2114 — 175 260 345 440 — 21/4 145 215 290 370 0.092 smooth 21/4 — 155 230 305 390 — 274 130 190 255 325 14 Gage 2, 2 /4, 2 /2 or 3 — 270 405 540 690 15 Gage 13/4, 2, 2'/4 or 2'/2 — 230 345 1 465 590 16 Gage 02, , 1 /4 or 2 — 185 280 375 475 14 Gage — 2'14, 21/2 or 3 225 340 450 575 15 Gage — 2 /4 or 2 /2 195 290 385 490 16 Gage 14— 2 155 235 300 400 For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. ESR4539 I Most Wide/y Accepted and Trusted Page 16 of 45 TABLE 16—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE FOR S/,, -INCH -THICK RATED SHEATHING' 4.10,13, 15, 16 For SI: 1 Inch = 25.4 mm, 1 plf = 14.6 N/m. -See pages 18 and 19 for footnote explanations and typical panel layouts. TABLE 17—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE FOR 31, -INCH -THICK RATED SHEATHING'' 4""""e ta, 15, 1e MINIMUM NOMINAL LENGTH (IN FASTENER INCHES) ALLOWABLE WALL SHEAR VALUES NOMINAL NAIL5DIAMETER ON INCHES) OR STAPLES GAGE Panels Applied Direct Panels Applied Over % Inch or 6/5 Inch Fastener Spacing g at Panel Ed g ese (in Inches) to Framing Gypsum Sheathing Gypsum Sheathing 6 4 3 28 0.131 smooth 21/2 21/2 180 270 350 450 0.120 smooth or deformed 3 — 180 270 350 450 0.120 smooth or deformed — 3 150 225 305 385 15/5, 2 or 23/e — 180 270 350 450 0.113 smooth or deformed — 2316 135 205 270 345 16/6, 2 or 23/6 2 90 135 180 230 0.113 smooth or deformed 21/4 — 140 210 280 360 0.099 smooth or deformed — 21/4 105 160 215 270 21/4 — 125 185 245 315 0.092 smooth — 21/4 95 140 185 240 14 Gage 2, 21/4, 2'/2 or 3 13/4, 2, 2'/4 or 2'/2 — 180 270 350 450 15 Gage 16 Gage 1'/2, 13/4 or 2 — 145 220 295 375 14 Gage — 2, 21/4, 21/2 or 3 160 240 320 410 15 Gage — 2, 2'/4 or 2'/2 140 _ 205 275 350 16 Gage — 2 110 165 220 285 For SI: 1 Inch = 25.4 mm, 1 plf = 14.6 N/m. -See pages 18 and 19 for footnote explanations and typical panel layouts. TABLE 17—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE FOR 31, -INCH -THICK RATED SHEATHING'' 4""""e ta, 15, 1e For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. MINIMUM NOMINAL LENGTH (IN FASTENER INCHES) ALLOWABLE WALL SHEAR VALUES NOMINAL NAILS DIAMETER (IN INCHES) OR STAPLES GAGE panels Applied Direct Panels Applied Over 519 Fastener Spacing at Panel Edges6 (in inches) to Framing %Inch or Inch Gypsum Sheathing 6 4 3 5 2 3 — 220" 320" 410" 530" 0.148 smooth 12 — 26/e or 3 255 385 510 650 0.131 smooth or deformed 17/5 or 2'/2 — 220" 320" 410" 530" 3 — 180 270 365 465 0.120 smooth or deformed — 3 170 255 330 430 16/6, 2 or 23/6 — 165 245 325 415 0.113 smooth or deformed 23/6 165 245 325 415 2 120 180 240 305 21/4 — 130 195 265 335 0.099 smooth or deformed — 21/4 120 175 230 300 21/4 — 115 170 230 295 0.092 smooth — 21/4 115 170 230 295 14 Gage 2, 21/4, 2'12 or 3 — 205 305 410 520 15 Gage 13/4, 2, 2'/4 or 21/2 — 175 260 350 445 16 Gage 1'/2, 13/4 or 2 — 140 210 280 360 14 Gage — 2, 2'/4, 2112 or 3 205 305 405 520 15 Gage — 2, 2'/4, 21/2 175 260 345 445 16 Gage — 2 140 210 280 360 For SI: 1 inch = 25.4 mm, 1 pif =14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. ESR -1539 I Most WidelyAccepted and Trusted Page 17 of 45 TABLE 18—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE FOR'/13-INCH-THICK RATED SHEATHING' 4,10,13,1e,1s NOMINAL NAIL6 DIAMETER (IN INCHES) OR STAPLE6 GAGE MINIMUM NOMINAL FASTENER LENGTH (IN INCHES) ALLOWABLE WALL SHEAR VALUES Panels Applied Over Fastener Spacing at Panel Ed ese In Inches Panels Applied Direct % Inch or file Inch g g ( ) to Framing Gypsum Sheathing 6 6 4 3 2 0.148 smooth12 3 — 240" 350" 450" 585" — 23/4 or 3 255 385 510 650 0.131 smooth or deformed 2 or 2% — 240" 350" 450" 585" 0.120 smooth or deformed 3 — 200 300 400 510 — 3 180 270 365 460 0.113 smooth or deformed 2 or 23/6 — 180 270 360 460 23/6 165 245 325 2 125 185 245 415 315 0.099 smooth or deformed 21/4 — 145 215 285 365 — 21/4 130 195 , 260 330 0.092 smooth 21/4 — 125 190 255 325 — 21/4 115 170 230 295 14 Gage 2, 2'/4, 2'/2 or 3 — 225 335 450 570 15 Gage 13/4, 2, 2'/4 or 21/2 — 190 285 380 490 16 Gage 1%i 13/4 or 2 — 155 230 310 395 14 Gage — 2'/4, 2'/2 or 3 205 305 405 520 15 Gage — 2'/4 or 2'/2 175 260 345 445 16 Gage 14 — 2 140 210 280 360 For SI: 1 inch = 25.4 mm, 1 plf =14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. TABLE 19—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE FOR 7642 -INCH -THICK RATED SHEATHING 3, 4,10,13,.16,16 NOMINAL NAIL'DIAMETER (IN INCHES) OR STAPLE6 GAGE MINIMUM NOMINAL FASTENER LENGTH (IN INCHES) ALLOWABLE WALL SHEAR VALUES panels Applied Direct Panels Applied Over Fastener Spacing at Panel Edges6 (In Inches) to Framing % Inch or /6 inch Gypsum Sheathing 6 4 3 2 0.148 smooth 12 2'/8 or 3 — 310 460 600 770 — 23/4 or 3 255 385 510 650 0.131 smooth or deformed 2 or 2 /2 — 255 385 510 650 — 272 215 320 425 545 0.120 smooth or deformed 3 — 220 325 435 555 — 3 180 270 365 465 0.113 smooth or deformed 2 or 23/6 — 195 295 390 500 _ 23/3 165 245 325 2 120 150 240 415 305 0.099 smooth or deformed 21/4 — 155 235 310 395 — 21/4 130 190 245 320 0.092 smooth 21/4 — 140 205 275 350 — 21/4 120 170 220 290 14 Gage 2, 27/4, 2'/2 or 3 — 245 365 490 620 15 Gage 13/4, 2, 2'/4 or 2'/2 — 210 310 415 530 16 Gage 1 11/2, 13/4 or 2 — 170 255 335 430 14 Gage — 2'/4, 2'/, or 3 205 305 405 520 15 Gage — 21/4 or 2T/2 175 260 345 445 16 Gaget4 I — 2 140 210 280 360 For SI: 1 inch = 25.4 mm, 1 pif = 14.6 N/m. See pages 18 and 19 for footnote explanations and typical panel layouts. ESR -1539 1 Most Widely Accepted and Trusted Page 18 of 45 TABLE 20—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINEZ FOR 1 132 INCH -THICK RATED SHEATHING 3, 4,1o, 19,11, +e NOMINAL NAIL° DIAMETER (IN INCHES) OR STAPLE GAGE MINIMUM NOMINAL FASTENER LENGTH (IN INCHES) ALLOWABLE WALL SHEAR VALUES panels Applied Direct to Framing Panels Applied Over % Inch or Gla inch Gypsum Sheathing e Fastener Spacing at Panel Edges (In Inches) 6 4 3 29 0.148 smooth'Z 21/4 or 3 — 340 510 665 870 0.131 smooth or deformed 2'/2 — 285 430 575 730 0.120 smooth or deformed 3 — 245 370 495 630 0.113 smooth or deformed 2 or 23/8 — 225 335 445 570 0.099 smooth or deformed 21/4 — 180 270 360 460 0.092 smooth 21/4 — 160 245 325 415 14 Gage 2, 2'/4, 21/2 or 3 — 270 405 540 690 15 Gage 13/4, 2, 2'/4 or 2% — 230 345 465 590 16 Gage 13/4 or 2 — 185 1 280 375 475 For SI: 1 inch = 25.4 mm, 1 plf = 14.6 N/m. See page 19 for foot note explanations. Load Froming El- 17 Panel Layouts for Shear Walls Described in Tables 12 - 20 51-.ccr wall boundary ESR -1539 1 Most Widely Accepted and Trusted Page 19 of 45 FOOTNOTE EXPLANATIONS FOR SHEAR WALL TABLES 12-20 Tabulated values are for short -time loading due to wind or seismic. For use with the 2006, 2003, and 2000 IBC, the tabulated values must be reduced by 37 percent and 44 percent for normal and permanent load duration, respectively, and may be increased by 40 percent for wind design. For use with the legacy codes, tabulated values must be reduced 25 percent for normal loading. For diaphragm deflection analysis, deflection in Appendix A, Table B or C must be used. All panel edges must be backed by framing members. The tabulated values are for 2 -inches nominal or wider framing members of Douglas Fir -larch or Southern Pine. For use with 2006, 2003, and 2000 IBC: For framing of other species: (1) Find specific gravity for species of lumber in Table A of Appendix A. (2) For staples find shear value from Table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = [1-(0.5 — G)], where G= Specific Gravity of the framing lumber. This adjustment factor must not be greater than 1. For use with legacy codes: Allowable shear values for nails in framing members of other species set forth in Appendix A Table A, must be calculated for all other grades by multiplying the shear capacities for nails in Structural I by the following factors: 0.82 for species with a specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity less than 0.42. 3. Panel layout: install panels either horizontally or vertically. 4. Fasteners spacing intermediate: Space fasteners maximum 6 inches on center along intermediate framing members for 3/8 inch and 7/16 inch panels installed on studs spaced 24 inches on center. For other conditions and panel thicknesses, space fasteners maximum 12 inches on center. 5. Nails with °T°, brad, finish or casing heads are not permitted. A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 6. Staples must have a 7/16 inch minimum crown width and must be installed with their crown parallel to the long dimension of the framing members. 7. Changes to fastener type, size or spacing must be considered if shear wall panels are required to withstand negative pressures of high winds or where prescribed in the model code. Prescriptive fastener schedules are summarized in Tables 28-37. 8. Where panels applied on both faces of wall and nail spacing is less than 6 inches on center on either side, panel joints must be offset to fall on different framing members, or framing must be 3 -inches nominal or thicker at adjoining panel edges and nails on each side must be staggered. 9. Framing at adjoining panel edges must be 3 -inches nominal or wider, and nails must be staggered where nails are spaced 2 - inches on center. 10. C -D, C -C Exterior Sheathing and other panel grades covered in PS 1 or PS 2. 11. The values for 3/3 inch and 7/1r, inch panels applied directly to framing may be increased to values shown for 15/32 inch thick panels of the same panel grade, provided studs are spaced a maximum of 16 inches on center or panels are applied with long dimension across studs. 12. Framing at adjoining panel edges must be 3 inches nominal or wider, and nails must be staggered where both of the following conditions are met (1) 10d (3 inch by 0.148 inch) nails having penetration into framing of more than 1% inches and (2) nails are spaced 3 inches on center. 13. In addition to requirements presented above for fastening of shear walls all other requirements of the applicable model code (such as, but not limited to, conditions of use and modification of design values for certain Seismic Design Categories) pertaining to shear wall design and construction must be met. 14. Two -inch -long staples have insufficient penetration when wood structural sheathing is applied over 5/s inch thick gypsum sheathing'and must only be used if wood structural sheathing is applied directly to framing or over gypsum sheathing having a maximum thickness of % inch. 15. Where allowable shear values exceed 350 pounds per foot, foundation sill plates and all framing members receiving edge nailing from abutting panels must not be less than a single 3 inch nominal member. Nails must be staggered. 16. In structures assigned to Seismic Design category D, E, or F in areas using the IBC, where shear design values exceed 490 plf (LRFD) or 350 pif (ASD) all framing members receiving edge nailing from abutting panels must not be less than a single 3 -inch nominal member. Plywood joint and sill plate nailing must be staggered in all cases. See Section 2305.3.11 of the IBC for sill plate size and anchorage requirements. ESR4539 1 Most Widely Accepted and Trusted Page 20 of 45 TABLE 21—ALLOWABLE SHEAR' FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR 6/18 INCH AND 3/8 INCH PLYWOOD PANEL SIDING SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE' %7,a" NOMINAL NAIL DIAM ETER3 (IN INCHES) MINIMUM NOMINAL FASTENER LENGTH (IN INCHES) ALLOWABLE WALL SHEAR VALUES Panels Applied Direct to Framing Panels Applied over % inch or 618 Inch Gypsum sheathing Fastener Spacing at Panel Edges10 an Inches) 6 4 3 26 611"" Thick Panel Siding 0.099" casing nail (6d casing) 2 — 140 210 275 360 0.099" finish nail 0.099" smooth 0.113" casing nail (8d casing) — 2112 0.113" finish nail 0.113" smooth 318" inch Thick Panel Siding 0.113" casing nail (8d casing) 16/86 — 130 200 260 340 0.113" finish nail 0.113" smooth 0.128" casing nail (10d casing) — 23/8 160 240 310 410 0.128" finish nail 0.128" smooth For SI: 1 inch = 25.4 mm; I pound -per -foot =14.6 N/m. See page 18 for typical panel layouts. 'All panel edges backed with 2 -inch nominal or wider framing. Panels are oriented either horizontally or vertically. Space fasteners maximum 6 inches on center along intermediate framing members for % inch panels installed with face grain parallel to studs spaced 24 inches on center, and 12 inches on center for other conditions and panel thicknesses. These values are for shorttime loading due to wind or seismic. For use under the 2006, 2003, and 2000 IBC, the tabulated values must be reduced by 37 percent or 44 percent for normal or permanent load duration, respectively, and may be increased 40 percent for wind design. For use under legacy codes, the tabulated values must be reduced by 25 percent for normal load duration. 2Tabulated values are for fasteners installed in Douglas Fir -larch or Southern Pine. For use with 2006, 2003, 2000 IBC: For framing of other species: (1) Find specific gravity for species of lumber in Table A of Appendix A. (2) For staples find shear value from Table above for Structural I panels (regardless of actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species. (3) For nails find shear value from table above for nail size for actual grade and multiply value by the following adjustment factor: Specific Gravity Adjustment Factor = [1-(0.5 – G)], where G= Specific Gravity of the framing lumber. This adjustment factor must not be greater than 1. For use with legacy codes: Allowable shear values for nails in framing members of other species set forth in Appendix A Table A, must be calculated for all other grades by multiplying the shear capacities for nails in Structural I by the following factors: 0.82 for species with a specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity less than 0.42. 3Steel wire fasteners exposed to the weather in service must be zinc coated by a hot -dip, mechanical deposition or electro -deposition galvanizing process. Fasteners manufactured from aluminum 5056 or 6061 alloy wire or other nonferrous alloys do not require protective coatings. For construction to SBCCI SSSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, must be stainless steel or hot -dip galvanized after fabrication to 1 ounce per square foot. For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1.5 ounce of zinc per square foot of surface area. °The tabulated penetrations are for fasteners installed in species with a specific gravity of 0.50 or greater. Penetration must be increased to 13 diameters for species with specific gravity of 0.42 to less than 0.50 and 14 diameters for species with a specific gravity less than 0.42. "Framing at adjoining panel edges must be 3 inch nominal or wider and nails must be staggered where nails are spaced 2 inches on center. "The value for /8 inch thick plywood applied direct to framing may be increased by 20 percent, provided studs are spaced a maximum of 16 inches on center or plywood is applied with face grain across studs, or if the plywood thickness is increased to Y2 inch or more. Panel thickness is measured at fastener locations. "Changes to fastener type, size or spacing must be considered if shear walls are required to withstand negative pressures of high winds. See Tables 38 through 44. "In addition to requirements presented above for fastening of shear walls all other requirements of the applicable model code (such as, but not limited to, conditions of use and modification of design values for certain Seismic Design Categories) pertaining to shear wall design and construction must be met. 10Where panels are applied to both faces of a wall and fastener spacing is less than 6 inches on center on either side, panel joints must be offset to fall on different framing members, or framing must be 3 -inch nominal or thicker at adjoining panel edges and fasteners on each side must be staggered. ESR -1539 1 Most Widely Accepted and Trusted Page 21 of 45 TABLE 22—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR SHEAR WALLS OF WALL SHEATHING, GYPSUM LATH -PLASTER, WALLBOARD AND EXTERIOR PLASTER ATTACHED TO WOOD -FRAMED WALL ASSEMBLIES" "'" DESCRIPTION ATTACHED MATERIAL THICKNESS OF MATERIAL WALL CONSTRUCTION SPACING 4 SPECIFICATIONS (inches) SHEAR VALUE FASTENER SPECIFICATIONS Edges Intermediate Min. Lei Length (Inches) Fastener Style% 8,9 Fiberboard Sheathing W Blocked 3 6 50 1'/2. 0.120" Gaiv. Roofing Nail 14 Ga. Galv. Staple 15 Ga. Gaiv. Staple 16 Ga. Galv. Staple 2'42 Blocked 3 6 60 13/4 0.120" Galy. Roofing Nail 14 Ga. Galv. Staple 15 Ga. Galv. Staple 16 Ga. Galv. Staple Gypsum10 Lath 3/8" Lath & %z Plaster Unblocked 5" On Center 100 1 /e 0.091" Nail, min %4 head 16 Ga. Galv. Staple 17/4 0.120" Nail, min. /8 head Gypsum Sheathing Board W x 2'x 8' Unblocked 4" On Center 75 13/4 16 Ga. Galv. Staple Blocked 175 0.120" Nail, min. /8" head Gypsum Wallboard W7" Unblocked 7" On Center 100 8 1 /8 5d Cooler Nail 4" On Center 125 0.086" Nail Blocked On Center 125 1 ,/2 0.120" Nail, min. /3" head 4" On Center 150 16 Gage Staple 5 " /8 Blocked 4" On Center 175 17/e 6d Cooler Nail 0.092" Nail 13/4 0.120" Nail, min. 3/8" head 15/8 16 Ga. Gaty. Staple Blocked two-ply Base ply - 9" - On Center 250 1 1/8 6d Cooler Nail 0.092" Nail 13/4 0.120" Nail, min. 3/8" head Faced ply – 7" – On Center 15/8 16 Ga. Gaiv. Staple 23'/8 8d Cooler Nail 0.113" Nail 0.120" Nail, min. 3/B head 21/4 15 Ga. Galv. Staple Self-furred10 Woven Wire Lath 2"x 4" Studs spaced 24" maximum on center. Lath stapled 6" on center to all studs, top and bottom plate. Wall finished with /8" thick exterior plaster 180 7/8 16 Ga. Galv. Staple For SI: 1 inch = 25.4 mm; I pound -per -foot =14.6 N/m. 'Three vertical shear walls must not be used to resist loads imposed by masonry or concrete construction. Values are for short -time loading due to wind or seismic loading. Values must be reduced 50 percent for buildings assigned to Seismic Design Category D (UBC Zones 3 and 4). Lath, plaster, and gypsum board must not be used to resist seismic forces in structures assigned to Seismic Design Categories E and F. Values for fiberboard sheathing subject to seismic forces must be reduced 50 percent in buildings assigned to Seismic Performance Category C. Fiberboard sheathing must not be used to resist seismic forces in structures assigned to Seismic Performance Category D, E, and F. In addition to requirements presented above for fastening of shear walls, all other requirements of the applicable model code pertaining to shear wall design and construction must be met. ZShear values are based on maximum framing spacing of 16 inches on center. 3Shear values must be doubled where identical materials are applied to both sides of the wall. 4Applied to nailing at all studs, top and bottom plates and blocking. 'The tabulated penetrations are for fasteners installed in Group I or II species. Penetrations must be increased to 13 diameters for Group III and 14 Diameters for Group IV species. 'Material attached to redwood and Group III species of wood with a specific gravity of 0.42 to less than 0.50, add minimum of 3/8 inch to fastener leg lengths. 7Steel wire fasteners exposed to the weather in service must be zinc coated by a hot -dip, mechanical deposition or electro -deposition galvanizing process. Fasteners manufactured from aluminum 5056 or 6061 alloy wire or other nonferrous alloys do not require protective coatings. For construction of SBCCI SSSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, must be stainless steel or hot -dip galvanized after fabrication to 1 ounce per square foot. For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1.5 of zinc per square foot of surface area. 8Staples must have a minimum crown width of 7/1e inch, measured outside the legs. 9 Nails with "T" brad, finish or casing heads are not permitted. 1'Staples for the attachment of gypsum lath and woven -wire lath must have a minimum crown width of % inch measure outside the legs. "In addition to requirements presented above for fastening of shear walls all other requirements of the applicable model code (such as, but not limited to, conditions of use and modification of design values for certain Seismic Design Categories) pertaining to shear wall design and construction must be met. ESR -1539 1 Most Widely Accepted and Trusted Page 22 of 45 TABLE 23 -WALL FRAMING' CONNECTION (NAIL SIZE AND POSITION EXAGGERATED FOR ILLUSTRATIVE PURPOSES) FASTENER MINIMUM NOMINAL LENGTH IN INCHES X MINIMUM NOMINAL NAIL DIAMETER IN INCHES QUANTITY PER CONNECTION, OR SPACING BETWEEN a FASTENERS INCHES ON CENTE Top or sole plate to stud (face nail) -{; f 3'/Z' x 0.167' nail 16d common 2 3'x 0.148" nail 1 od common 3 3%" x 0.131" nail 3" x 0.131" nail 3%4" x 0.120" nail 4 3" x 0.120" nail Stud to top or sole plate (toe nail) • • 2'/d' x 0.131" nail 8d common 4 3%z' x 0.162" nail 16d common 3 3'x 0.148" nail 10d common 4 3%4' x 0.131" nail 3" x 0.131" nail 3%4" x 0.120" nail 3" x 0.120" nail !"x0.113"nail 5 Z' x 0.113" nail 2%4' x 0.105" nail 2%4' X 0.099" nail Cap/top plate laps and intersections / 3'/z' x 0.162' nail 16d common 2 each side of la 3" x 0.148" nail 3 each side of lap 3'/4" x 0.131" nail 3" x 0.131" nail 3'/4 x 0.120" nail 3" x 0.120" nail Diagonal bracing go 3'/Z" x 0.162" nail 16d common 2 2W x 0.131" nail 8d common 3"x 0.148" nail 10d common 3%4' x 0.131" nail 3" x 0.131" nail 3%4' x 0.120" nail 3 3" x 0.120" nail !"x0.113"nail Z' x 0.113" nail 4 2'/4' x 0.105' nail 2%4' x 0.099" nail Sole plate to joist or blocking @ braced panels 3%z' x 0.135" nail 16d box 3 per 16" space 3'/" x 0.162' nail 16d common 2 per 15' s ace B" x 0.148" nail 10d common 3 per 16" space 3%" x 0.131" nail , 3" x 0.131" nail 4 per 16" space 3'/4" x 0.120" nail 3" x 0.120" nail Sole plate to joist or blocking 3%' x 0.162' nail 16d common 16" o.c. 3" x 0.148" nail 10d common 8" o.c. 3%4' x 0.131" nail 3" x 0.131" nail 3%; x 0.120" nail 3" x 0.120" nail Double top plate 3" x 0.148" nail 10d common 16 O.C. 3'/" x 0.162' nail 16d common 3'/4' x 0.131" nail 12' o.c. 3" x 0.131" nail 3%" x 0.120" nail 3" x 0.120" nail Double studs 3" x 0.148" nail 10d common 17' o.c. 3%z' x 0.162' nail 16d common 3'/4' x 0.131" nail 8" o.c. 3" x 0.131" nail 3Y4" x 0.120" nail 3 x 0.120" nail Comer studs 3X" x 0.162' nail (16d common)3 24" o.c. 3" x 0.148" nail 10d common 16" o.c. 3%4' x 0.131" nail 3" x 0.131" nail 3'/4" x 0.120" nail 17' o.c. 3" x 0.120" nail For SI: 1 inch = 25.4 mm. See page 25 for footnote ESR -1539 ( Most Widely Accepted and Trusted Page 23 of 45 TABLE 24 -CEILING AND ROOF FRAMING' CONNECTION (NAIL SIZE AND POSITION EXAGGERATED FOR ILLUSTRATIVE PURPOSES) FASTNER MINIMUM NOMINAL LENGTH IN INCHES X MINIMUM NOMINAL NAIL DIAMETER IN INCHES QUANTITY PER CONNECTION° Ceiling joist to plate 3%' x 0.167' nail 16d common 3 7x 0.148" nail 10d common 4 3'Y4" x 0.131" nail 5 3" x 0.131" nail 3%4" x 0.120" nail 3" x 0.120" nail 2/e' x 0.113" nail 6 Gelling joists, laps over partitions j3" Ceiling joist to parallel rafter . ' VT x 0.167nail 16d common 3 3" x 0.148" nail (10d common) 4 3'/4" x 0.131" nail 3'x 0.131" nail 3'b" is 0.120" nail x 0.120" nail Collar tie to rafter ?L�� 3" x 0.148" nail (10d common)' 3 3%" x 0.167' nail (16d common) 3'/4" x 0.131" nail 4 3"x 0.131" nail 3%." x 0.120" nail 3" x 0.120" nail Jack rafter to hip, toe -nailed 3" x 0.148" nail (10d common) 3 3%2' x 0.162' nail (16d common) 3%:' x 0.131" nail 4 3" x 0.131" nail 3'/4" x 0.120" nail 3" x 0.120" nail Jack rafter to hip, face nailed 3Y" x 0.167nail (16d oommon)3 2 3" x 0.148" nail (10d common) 3 3%." x 0.131" nail 3" x 0.131" nail 3'Y4"x0.120"nail 4 3" x 0.120" nail Roof rafter to plate (toe -nailed) 2'/2" x 0.131" nail 8d common 3 3'/" x 0.162' nail 16d common 3'x 0.148" nail 10d common 3'/4" x 0.131" nail 3" x 0.131" nail 3'Y."x0.120"nail 4 3" x 0.120" nail /e' _x0-113" nail 5 2' x 0.113" nail 21/4' x 0.105" nail 2'14" x 0.099" nail 6 Roof rafter to 2 -by ridge beam, face nailed M (Only the attachment of the top rafter is illustrated.) 3W' x 0.162" nail (16d common)' 2 3" x 0.148" nail (10d common) 3 3%:' x 0.131" nail 3'x 0.131" nail 3Y4" x 0.120" nail 4 3'x 0.120" nail Roof rafter to 2 -by ridge beam, toe -nailed 3'/" X 0.162" nail (16d common)' 2 3" x 0.148" nail 10d common 3 3'/:' X 0.131" nail 3'x 0.131" nail 3Y." x0.12(" nail 4 3'x 0.120" nail For SI: 1 inch = 25.4 mm. See page 25 for footnotes. ESR4539 1 Most Widely Accepted and Trusted Page 24 of 45 TABLE 25 -FLOOR FRAMING' CONNECTION (NAIL SIZE AND POSITION EXAGGERATED FOR ILLUSTRATIVE PURPOSES) FASTENER MINIMUM NOMINAL LENGTH IN INCHES X MINIMUM NOMINAL NAIL DIAMETER IN INCHES QUANTITY PER CONNECTION OR MAXIMUM SPACING Joist to band joist 0 3'/:" x 0.162' nail (16d common)3 3 3" x 0.148" nail (10d common) 5 3%"x0.131" nail 3" x 0.131" nail 3%." x 0.120" nail 6 3" x 0.129' nail Ledger strip 'r. 3%z' x 0.162' nail (16d common)3 3 3" x 0.148" nail (10d common) 4 3'Y." x 0.131" nail 7x 0.131" nail 3%4" x 0.120" nail 3" x 0.120" nail Joist to sill or girder (toe -nailed) • Blocking between joist or rafter to top plate (toe - nailed) 21/2" x 0.131" nail (8d common)' 3 W x 0.148" nail (10d common) 3'Y." x 0.131" nail 3'x 0.131" nail 4 3'/." x 0.120" nail 3" x 0.120" nail Bridging to joist (listed number of fasteners at each end) 2'12" x 0.131" nail 8d common 3 2 3'Y4" x 0.129' nail 3 3" x 0.129' nail / "x 0.113" nail 7x 0.113" nail 6d common 4 2'14"x 0.105" nail 3 21/4'x 0.099" nail 4 Rim joist to top plate (toe -nailed) 2'/2' x 0.113" nail 8d box 3 6"o.c. 3%" x 0.162" nail 16d common 8" o.c. 3" x 0.148" nail 10d common 6" o.c. 3Y." x 0.131" nail 3'x 0.131" nail 3'Y4" x 0.120" nail 3" x 0.120" nail 4" o.c. x 0.113" nail 6" o.c. Z' x 0.113" nail 6d common 3" o.c. 2 / " x 0.105' nail 21/4" x 0.099" nail Connectlon� (Nall size and position Exaggerated for Illustrative purposes) Fastener minimum nominal length In Inches minimum nominal pall diameter In Inches Spacing of fasteners along the top and bottom of beam, staggered on each side of eachlayer Number of fasteners at each end and splice for each layer Built-up Girders and Beams •. • • " `• {, �` •• lr •• • 4" x 0.192' nail 20d common 32" o.c. 2 3'Wx0.162'nail 16d common 24" o.c. 3 3" x 0.148" nail 10d common 3%W.131" 0.131" nail 3'x 0.131" nail 3Y4" x 0.12(Y' nail 16" o.c. 3 3" x 0.129' nail 21/2"x 0.131" nail (8d common) 16" o.c. 4 For SI: 1 inch = 25.4 mm. See page 25 for footnotes. ESR -1539 I Most Widely Accepted and Trusted Page 25 of 45 FOOTNOTES FOR TABLES 23 – 25 'This fastening schedule applies to framing members having an actual thickness of 1 Y (nominal "2 -by" lumber). 2Fastenings listed above may also be used for other connections that are not listed but that have the same configuration and the same code T3requirement for fastener quantity/spacing and fastener size (pennyweight and style, e.g., 8d common, "8 -penny common nail'). This fastener, in the quantity or spacing shown in the rightmost column, comprises the most stringent fastening of the connection listed in the International, National, Intemational One and Two Family Dwelling, International Residential, Standard or Uniform Building Codes. °Fastening schedule only applies to buildings of conventional wood frame construction where wind or seismic analysis is not required by the applicable code. In areas where wind or seismic analysis is required, required fastening must be determined by structural analysis. Following are conditions for which codes require structural analysis: - Intemational Building Code - buildings located in areas where design wind speeds exceed 100 mph (161 km/h) (3 -second gust) or 110 mph (177 km/h) (3 -second gust) in Exposure Categories A or B. Structural analysis is also required on buildings assigned to seismic design categories B, C, D or E, with exception of detached Group R-3 dwellings assigned to seismic design category B and some detached R-3 dwellings assigned to seismic design category C. - Intemational Residential Code - buildings located in areas where the design wind speed equals or exceeds 110 mph (177.1 km/h) (3 second gust) or assigned to seismic design categories C, D1 and D2 (with detached one- and two-family dwellings in category C being exempt). - BOCA National Building Code - buildings in any location. - Standard Building Code - buildings located in areas where design wind speeds prescribed exceed 80 mph or which do not qualify for one of the exceptions outlined in Section 1607.1 of the code. - SBCCI Standard SSTD 10 - this fastening schedule is equivalent to that contained in Appendix E of the standard. However, note that specific provisions in the standard may supersede or supplement this schedule. - Uniform Building Code - buildings located in areas where the design wind speeds prescribed are 80 mph or higher. See Sections 2320.4 and 2320.5 of the code for additional requirements in various seismic zones. - Intemational One and Two Family Dwelling Code - buildings other than one story buildings in height in exposure classification A/B unless over 50 feet in height, or with unusual construction or geometric shapes, with overhanging eave projections greater than 24 inches, or located in special wind regions or localities. TABLE 26—SUMMARY OF USE OF FASTENERS FOR FRAMING' For SI: 1 inch= 25.4 mm. See page 26 for footnotes. NUMBER, OR SPACING, OF FASTENERS REQUIRED PER CONNECTION NAIL LENGTHS ARE MINIMUM, NOMINAL LENGTHS, IN INCHES. CONNECTION' 3 NAIL SHANK DIAMETERS ARE MINIMUM, NOMINAL DIAMETERS IN INCHES. 3/Zx 3x 3/4x 3x 2/Zx 3/4x 3x 2/3x 2x - 1 2/,x 0.162 0.148 0.131 0.131 0.131 0.120 0.120 0.113 0.113 0.105 0.099 Floor Framing Joist to band joist 3 5 5 5 1 N/A 6 6 N/A N/A N/A N/A Ledger strip 3 4 4 4 1 6 4 4 N/A N/A N/A NIA Joist to sill or girder 3 3 3 3 3 4 4 NIA N/A N/A N/A Blocking between joist or rafter to 3 3 3 4 3 4 4 N/A N/A N/A N/A top plate Bridging to joist N/A N/A N/A N/A 2 3 3 3 4 3 4 Rim joist to top plate 8" o.c. 6" o.c. 6" o.c. 6" o.c. 6" o.c. 6" o.c. 4" o.c. 6" o.c. 3" o.c. 3" o.c. 3" o.c. Built-up Girders & Beams 24' 24" 24" 24" 16" 16" 16" - Spacing along edges, O.C. O.C. O.C. O.C. O.C. O.C. O.C. N/A N/A N/A N/A # at ends & splices 3 3 3 3 4 3 3 Celland Roof Framin Ceiling joist to plate 3 4 5 5 5 5 5 6 N/A N/A N/A Ceiling joists, laps over partitions 3 4 4 4 6 4 4 N/A N/A N/A N/A Ceiling hist to parallel rafter 3 4 4 4 6 4 4 NIA N/A NIA N/A Collar tie to rafter 3 3 4 4 5 4 4 N/A N/A NIA N/A Jack rafter to hip, toe -nailed 3 3 4 4 5 4 4 N/A N/A N/A N/A Jack rafter to hip, face nailed 2 3 3 3 3 1 4 4 N/A N/A N/A N/A Roof rafter to plate 3 3 1 3 3 3 4 4 1 5 5 1 5 6 Roof rafter to 2 -by ridge beam (driven through beam into end of 2 3 3 3 N/A 4 4 N/A N/A N/A N/A ridge) Roof rafter to 2 -by ridge beam 2 3 3 3 3 4 4 N/A N/A N/A N/A (toe -nail rafter to beam) Wall Framing Top or sole plate to stud 2 3 3 3 5 4 4 N/A N/A N/A N/A end nailed Stud to top or sole plate (toe -nailed) 3 4 4 4 4 4 4 5 5 5 5 Cap/top plate laps and intersections 2 3 3 3 4 3 3 N/A N/A NIA N/A each side of la Diagonal bracing 2 2 2 2 2 3 3 3 4 4 4 Sole plate to joist or blocking @ braced panels (number per 1G' joist 2 3 3 4 N/A 4 4 N/A N/A N/A N/A space) Sole plate to joist or blocking 16" 8" o.c. 8" o.c. 8" o.c. 6" o.c. 8" o.c. 8" o.c. N/A N/A NIA N/A O.C. Double top plate 16" 16" 12" 12" 8" o.a. 12" 12" N/A NIA N/A N/A O.C. O.C. O.C. O.C. O.C. O.C. Double studs 12" 12" 8" o.c. 8" o.c. 6" o.c. 8" o.c. 8" o.c. N/A NIA NIA N/A o.c. O.C. Comer studs 24" 16" 1 16" 16" 8" o.C. 12" 12" NIA N/A N/A NIA O.C. O.C. O.C. O.C. O.C. O.C. For SI: 1 inch= 25.4 mm. See page 26 for footnotes. ESR -1539 1 Most Widely Accepted and Trusted Page 26 of 45 FOOTNOTES FOR TABLE 26 N/A - Fastener not applicable to connection 'This fastening schedule applies to framing members having an actual thickness of 1 Y (nominal u2 -by" lumber). 2Fastenings listed above may also be used for other connections that are not listed but that have the same configuration and the same code requirement for fastener quantity/spacing and fastener size (pennyweight and style, e.g., 8d common, °8 -penny common nail'). 3Fastening schedule only applies to buildings of conventional wood frame construction where wind or seismic analysis is not required by the applicable code. In areas where wind or seismic analysis is required, required fastening must be determined by structural analysis. Following are conditions for which codes require structural analysis: - International Building Code - buildings located in areas where design wind speeds exceed 100 mph (161 km/h) (3 -second gust) or 110 mph (177 km/h) (3 -second gust) in Exposure Categories A or B. Structural analysis is also required on buildings assigned to seismic design categories B, C, D or E, with exception of detached Group R-3 dwellings assigned to seismic design category B and some detached R-3 dwellings assigned to seismic design category C. - International Residential Code - buildings located in areas where the design wind speed equals or exceeds 110 mph (177.1 km/h) (3 second gust) or assigned to seismic design categories C, D1 and D2 (with detached one- and two-family dwellings in category C being exempt). - BOCA National Building Code - buildings in any location. - Standard Building Code - buildings located in areas where design wind speeds prescribed exceed 80 mph or which do not qualify for one of the exceptions outlined in Section 1607.1 of the code. - SBCCI Standard SSTD 10 - this fastening schedule is equivalent to that contained in Appendix E of the standard. However, note that specific provisions in the standard may supersede or supplement this schedule. - International One and Two Family Dwelling Code - buildings other than one story buildings in height in exposure classification A/B unless over 50 feet in height, or with unusual construction or geometric shapes, with overhanging eave projections greater than 24 inches, or located in special wind regions or localities. - Uniform Building Code - buildings located in areas where the design wind speeds prescribed are 80 mph or higher. See Sections 2320.4 and 2320.5 of the code for additional requirements in various seismic zones. TABLE 27—ALLOWABLE SPACING OF ALTERNATE FASTENERS' FOR THE ATTACHMENT OF '942,%,23132, AND 3/48 INCH WOOD STRUCTURAL PANEL AND PARTICLEBOARD COMBINATION SUBFLOOR/UNDERLAYMENT TO WOOD FRAMING MEMBERS FASTENER TYPE (MINIMUM NOMINAL NAIL2 SHANK DIAMETER, IN INCHES, OR STAPLE GAGE) MINIMUM NOMINAL LENGTH, INCHES SPACING OF FASTENERS AT EDGES AND AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48" OR MORE) AT INTERMEDIATE SUPPORTS 0.131" nail (8d common nail) 21/2 6 12 0.120" deformed shank nail 2 0.092" nail 21/4 3 6 0.099" nail 2'/4 4 8 0.099" deformed shank nail 2'/4 0.113" nail 2 3 6 0.113" deformed shank nail 2 4 8 0.113" nail ( 8d cooler) 23/8 0.113" deformed shank nail 23/a 0.120" nail 3 0.131" deformed shank nail 21/2 6 12 16 gage staple 13/4 3 6 2 4 8 15 gage staple 13/4 3 6 ? 4 8 2 /4 2'/2 14 gage staple 2 4 8 21/2 3 For SI: 1 inch = 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Table 4 through 20) for sufficient lateral strength. 2A deformed shank nail shall have either a helical (screw) shank or an annular (ring) shank. 3Staples shall have minimum 7/16' crown widths. 4 I areas using the Standard Building Code, only deformed shank nails are permitted to fasten combination subfloor/underlayment. BThicker panels may be applied but fastener length must be increased by change in panel thickness so that fastener penetration into framing members does not decrease. ESR -1539 1 Most Widely Accepted and Trusted Page 27 of 45 HOW TO USE THE PRESCRIPTIVE SHEATHING TABLES Prescriptive sheathing tables give fastening requirements for conventional construction where design is not necessary. The prescriptive tables for sheathing are found in these model code tables: BOCA National Building Code............................................................................................................................... Table 2305.2 International Building Code................................................................................................................................... Table 2304.9.1 Intemational One and Two Family Building Code.....................................................................................Tables 602.3(1) and 602.3(2) International Residential Code.........................................................................................................Tables R602.3(1) and R602.3(2) SBCCI Standard SSTD 10........................................................................................................................Sections 207.3 and 307.4 StandardBuilding Code............................................................................................................................................Table 2306.1 Uniform Building Code......................................................................................................................Tables 23 -II -B-1 and 23 -II -B-2 Use Tables 28 through 34 for roof sheathing, Table 35 for wall sheathing, and Tables 36 and 37 for floor (subfloor) sheathing to determine which fasteners the applicable model code lists, and on what spacing. Select the table (from Tables 38 through 44) which lists the nail that the code lists and the attachment thickness being used. STEP 1 - Determining Code Requirements The model code requirements are summarized in Tables 28 through 34 for roof sheathing, Table 35 for wall sheathing, and Tables 36 and 37 for floor (subfloor) sheathing. Requirements consist of a fastener (e.g. 8d common nail) and its spacing. (e.g. 12" o.c. at panel edges). Fasteners attaching the "edges" of sheathing to framing members are usually spaced tighter than are the fasteners attaching interior surfaces of the sheathing to "intermediate" supports (framing members). Requirements vary with the model code. High wind requirements may depend on additional considerations. High wind requirements vary across the country. For a particular part of the country, the fastening requirements may vary with the area's "basic wind speed". In high wind areas, the fastening requirements may vary with average roof height, roof slope, roof style (hip roof versus gable -end roof) and the spacing between framing members. Requirements may be different for different parts of the roof, such as areas near ridges, eaves, rakes and gable ends. STEP 2 - Equivalent Fastening Tables After code requirements are determined in the form of a fastener and its spacing from Tables 28 through 37, Tables 38 through 44 may be used to determine the spacing of other fasteners which will result in the same or larger withdrawal strengths along each framing member. Each table applies to one sheathing thickness or a limited range of sheathing thicknesses. Each table presents, for one fastener listed in the model codes, the allowable maximum spacings of listed alternate fasteners. Example The BOCA National Building Code requirement for fastening YT structural panels for floors (subfloors) (Table 36) is a 6d common nail spaced 6" o.c. at panel edges and 12" o.c. at intermediate framing members. (See the upper left-hand corner of the table.) Table 39 lists a 1'/z' 16 Gage staple spaced 4" o.c. at panel edges and 8" o.c. at intermediate framing members as an allowable equivalent. ESR -1539 1 Most Widely Accepted and Trusted Page 28 of 45 TABLE 28—ROOF SHEATHING NAILING REQUIREMENTS3'4 BOCA NATIONAL BUILDING CODE GENERAL FASTENER SPACING, SPACING AT GABLE END WALL FRAMING (GEWF) AND SPACING WITHIN 48 INCHES OF RIDGES, EAVES AND GABLE END WALLS (R, E, GEW) WOOD STRUCTURAL BASIC WIND SPEED MPH 90 or less Over 90 to 120 Over 120 PANEL NOMINAL THICKNESS 2" 16 gage corrosion resistant staple 2" 16 gage corrosion resistant staple Sd common 8d common General Spacj�na 4" o.c. to GEWF when spans are 32" 4" o.c. to GEWF 8d common Span <32" o.c. Span <48" o.c. 6" o.c./6" o.c. 6" o.c./12" o.c. 6" o.c./12" o.c. general when spans are 32" o.c. or more 6" o.c. to GEWF Spacina at GEWF 5/e' or less Span 32" or> o.c. 6" o.c./W o.c. within 48" of 8d common' 6" o.c./12" o.c. general R,E,GEW 4" o.c. 6" o.c. to GEWF 6" o.c./6" o.c. within 48" of Span 48" or> o.c. Spacing within 48" of R.E.GEW R,E,GEW 6" o.c./12" o.c. general 8d deformed shank nail 6" o.c. to GEWF 6" o.c./6" o.c. 4" o.c./4" o.c. within 48" of R,E,GEW Span < 32" o.o_, Span < 32" o.c. 8d— commont- 8d common 6" o.c./6" o.c. general 6" o.c./12" o.c. general 4" o.c. to GEWF 8d common 6" o.c. to GEWF 6d deformed shank nail 6" o.c./ 6" o.c. within 48" of 6" o.c./6" o.c. within 48" of Span <48" o.c. R,E,GEW R,E,GEW 6" o.c./12" o.c. general Span of 32" o.c. -- 6" o.c. to GEWF 8d common 6" o.c./6" o.c. within 48" of 6" o.c./6 5 over /6 R,E,GEW 4" o.c. to GEWF 6" o.c./ 6" o.c. general 4" o.c./4" o.c. within 48" of 4" o.c. to GEWF Span 48" or> o.c. R,E,GEW 10d deformed shank nail 6" o.c./6" o.c. general 4" o.c./4" o.c. within 48" of 6" o.c. to GEWF Span of 48" o.c. R,E,GEW 4" o.c./4" o.c. within 48" of d common R,E,GEW 6' o c./ o.c. general Span of 48" o.c. 6" o.c. to GEWF 10d deformed shank nail 4" o.c./ 4" o.c. within 48" of 6" o.c./6" o.c. general o.c. to GEWF R,E,GEW4" 3" o.c./3" o.c. within 48" of R,E,GEW For SI: 1 inch = 25.4 mm, I mph =1.61 km/h, 1 ft. = 0.3048 m. 'Alternate fasteners and their spacings to achieve equivalent performance to an 8d common shank nail are found in Tables 40 and 43 for various sheathing panel thicknesses. 2Alternate fasteners and their spacing to achieve equivalent performance to an 8d deformed shank nail are found in Tables 41 and 44 for various sheathing panel thicknesses. 3 Roof panels with spans greater than 48 inches o.c. or roofs with a mean height greater than 35 feet must be designed according to the wind loads of Section 1609.0. 4Where 10d nails are spaced 3 inches o.c., framing shall be 3 inch nominal in width and nails must be staggered. TABLE 29—ROOF SHEATHING STAPLING REQUIREMENTS' BOCA NATIONAL BUILDING CODE GENERAL FASTENER SPACING, SPACING AT GABLE END WALL FRAMING (GEWF) AND SPACING WITHIN 48 INCHES OF RIDGES, EAVES AND GABLE END WALLS (R, E. GEW) WOOD STRUCTURAL PANEL NOMINAL BASIC WIND SPEED MPH 90 or less Over 90 to 120 THICKNESS 2" 16 gage corrosion resistant staple 2" 16 gage corrosion resistant staple 4" o.c./8" o.c., general 4" o.c./8" o.c., general 5/e, or less 4" o.c. to GEWF when spans are 32" 4" o.c. to GEWF o.c. or more 4" o.c. within 48" of R,E,GEW, 4" o.c. within 48" of R,E,GEW but 7' o.c. when spans are 48" o.c. when spans are 32" o.c. or more For SI: 1 inch = 25.4 mm, 1 mph =1.61 km/h. 'Staples must have a minimum crown width of inch and a minimum length of 2 inches. ESR -1539 I Most Widely Accepted and Trusted Page 29 of 45 TABLE 30—ROOF SHEATHING FASTENING REQUIREMENTS', INTERNATIONAL BUILDING CODE PANEL NOMINAL THICKNESS FASTENER MAXIMUM FASTENER SPACING Spacing less than 48" o.c. Spacing 48" o.c. or greater %i' and less 8d box nail 6" o.c./12" o.c. 6" o.06'o.c. 23/6" x 0.113 nail 4" o.c./ W o.c. 1YV 16 Ga. Staple 3" o.c./6" o.c. 19/32' - 8d common nail (See Table 43) 6d deformed shank nail 6" o.c./12" o.c. 6" o.c./6" o,c. 2%" x. 113" nail 4" o.c./ W O.C. 2" 16 Ga. Staple 4" o.c./ 8" o.c. 7/8., -1„ 8d common nail 8d deformed shank nail 6" o.c./12" o.c. 6" o.c./6" o.c. Y. 10d common nail 8d deformed shank nail 6" o.c./12" o.c. 6" o.c./Wo.c. For SI: 1 inch = 25.4 mm. 'Table is limited to application on buildings of conventional wood frame construction and associated limitations noted in Section 2308 of the International Building Code. 2Staples must have a minimum crown width of inch and a minimum length of 2 inches. TABLE 31—ROOF SHEATHING FASTENING REQUIREMENTS INTERNATIONAL RESIDENTIAL CODE (IRC) AND THE INTERNATIONAL ONE AND TWO FAMILY DWELLING CODE (IOTFDC) PANEL NOMINAL THICKNESS NAIL MAXIMUM FASTENER SPACING' /Z, 8d common 6" o.c./12" o.c 3 16 gage galvanized staple Length of 1° plus sheathing thickness (See Table 40) 19"3 .' /32 — /4 79/32 1" 8d common 6" o.c./12" o.c.3 2" o.c./5 " o.c. (See Table 43) 10d common 6" o.c./12" o.c. 8d deformed shank For SI: 1 inch = 25.4 mm. 'Nails must be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. 2For regions having basic wind speed of 110 mph (90 mph for IOTFDC) or greater, 8d deformed nails must be used for attaching plywood and wood structural panel roof sheathing to framing with minimum 48 inch distance from gable end walls, if mean roof height is more than 25 feet, up to 35 feet maximum. 3For regions having basic wind speed of 100 mph (80 mph for IOTFDC) or less, nails for attaching wood structural panel roof sheathing to gable end wall framing must be spaced 6 inches on center. When basic wind speed is greater than 80 mph, nails for attaching panel roof sheathing to intermediate supports must be spaced 6 inches on center for minimum 48 inch distance from ridges, eaves and gable end walls; and 4 inches on center to gable end wall framing. TABLE 32—ROOF SHEATHING FASTENING REQUIREMENTS', STANDARD BUILDING CODE PANEL NOMINAL THICKNESS FASTENER MAXIMUM FASTENER SPACING - 6/16' YT 8d common nail (See Table 40) 6" o.c./12" o.c. 16 gage galvanized staple Length of 1° plus sheathing thickness 4° o.c./ 8" o.c. 19"3 .' /32 — /4 8d common (See Table 43) 6" o.c./ 12" o.c. 16 gage galvanized staple Length of 1° plus sheathing thickness 2" o.c./5 " o.c. For SI =1 inch = 25.4 mm. 'Table is limited to application on buildings of conventional wood frame construction where wind or seismic analysis is not required by the code. In areas where design wind speeds prescribed by the code exceed 80 mph, or seismic analysis is required, required fastening must be determined by structural analysis, based on the allowable fastener loads and allowable diaphragm capacities noted in this report. 2Staples must have a minimum crown width of 3/a inch. ESR -1539 1 Most Widely Accepted and Trusted Page 30 of 45 TABLE 33—ROOF SHEATHING FASTENING REQUIREMENTS SBCCI STANDARD FOR HURRICANE RESISTANT RESIDENTIAL CONSTRUCTION SSTD 10 For SI: 1 inch = 25.4 mm, 1 ft = 0.305 m. 'Roof sheathing nailing zones are described below. i 0 0 1 ----------------------------- 7 ------ 'I)i O tD L--------- ---------------------------� i c� r------------- - ----------------7 L--------- W ® ---- -1_ ��------i --- -- ro 2Alternate fasteners and their spacings to achieve equivalent performance to an 8d common nail are found in Tables 40 and 43 for various sheathing panel thicknesses. 3Alternate fasteners and their spacings to achieve equivalent performance to an 8d ring shank nail are found in Tables 41 and 44 for various sheathing panel thicknesses. TABLE 34—ROOF SHEATHING FASTENING REQUIREMENTS', UNIFORM BUILDING CODE MAXIMUM CONNECTION BASIC WIND SPEED SPECIES GROUP OF NAIL FASTENER 13 (MPH) FRAMING MEMBERS NAIL SPACING 90 or less Any W o.c./12" o.c. Over 90 but not I or II 6" o.c./12" o.c. Sd common 2 Zone 1 over 100 8d hot dip galvanized box 111 or IV 6" o.c./6" o.c. Over 100 An 6" 0.06" o.c. Zone 2 All Any c 6" o.c./6" o.c. 6 6` Greater than 80 mph (129 km/h) to 8d hot ddi alvan zed box 4 Panel field Less than 100 Any 8d hot dipcomma zed box 2alvanZone 6" o.c.15' o.c. (see Tables 40 and 43) Panel edges3 8d common 6 3 100 or more but less than I or 11 8d hot dip galvanized box 12 12 110 6" o.c.16" o.c. III or IV 8d ring shank 110 or more Any 8d ring shank' Sheathing to gable 8d common end wall framing or to All Any 8d hot dip galvanized box 4" o.c. able truss For SI: 1 inch = 25.4 mm, 1 ft = 0.305 m. 'Roof sheathing nailing zones are described below. i 0 0 1 ----------------------------- 7 ------ 'I)i O tD L--------- ---------------------------� i c� r------------- - ----------------7 L--------- W ® ---- -1_ ��------i --- -- ro 2Alternate fasteners and their spacings to achieve equivalent performance to an 8d common nail are found in Tables 40 and 43 for various sheathing panel thicknesses. 3Alternate fasteners and their spacings to achieve equivalent performance to an 8d ring shank nail are found in Tables 41 and 44 for various sheathing panel thicknesses. TABLE 34—ROOF SHEATHING FASTENING REQUIREMENTS', UNIFORM BUILDING CODE For SI: 1 ft. = 0.305 M. 'Applies only to mean roof heights up to 35 feet (10 700 mm). For mean roof heights over 35 feet (10 700 mm), the nailing must be designed. 2The roof fastening zones are show below. 6 Fr. —_- 6 R. Zr t=N3 S F?. T OVtHttM1'WJ ROOF RID"'V' 3Edge spacing also applies over roof framing at gable -end walls. 4Use 8d ring -shank nails in this zone if mean roof height is greater than 25 feet (7600 mm). ROOF FASTENING ZONE 2 1 13 WIND REGION NAIL PANEL FASTENING LOCATION Fastening Schedule (inches on center) x 25.4 for mm Panel edges3 6 6 4" Greater than 90 mph (145 km/h) 8d common Panel field 6 6 6` Greater than 80 mph (129 km/h) to Panel edges3 6 6 4 Panel field 12 6 6 90 mph (145 km/h) (see Tables 40 and 43) Panel edges3 6 6 6 80 mph (129 km/h) or less Panel field 12 12 12 For SI: 1 ft. = 0.305 M. 'Applies only to mean roof heights up to 35 feet (10 700 mm). For mean roof heights over 35 feet (10 700 mm), the nailing must be designed. 2The roof fastening zones are show below. 6 Fr. —_- 6 R. Zr t=N3 S F?. T OVtHttM1'WJ ROOF RID"'V' 3Edge spacing also applies over roof framing at gable -end walls. 4Use 8d ring -shank nails in this zone if mean roof height is greater than 25 feet (7600 mm). ESR4539 1 Most Widely Accepted and Trusted Page 31 of 45 TABLE 35—MODEL CODE WALL SHEATHING PRESCRIPTIVE REQUIREMENTS FOR USE IN SELECTING ALTERNATE FASTENINGS WITH TABLES 38 THROUGH 44 For SI: 1 inch = 25.4 mm, 1 ft = 0.305 m. 'Four -foot by 8 -foot or 4 -foot by 9 -foot panels must be applied vertically. 2Intermediate spacing must be 6' on center at supports when spans are 48" or more. 3Stapie crown must be a minimum 7/ 15' width, overall, unless otherwise stated. "In areas using the Standard Building Code, use of this table is limited to buildings of conventional wood frame construction where wind or seismic analysis is not required by the code. In areas where design wind speeds prescribed by the code exceed 80 mph or where seismic analysis is required, required fastening must be determined by structural analysis based on the allowable fastener loads and allowable diaphragm capacities noted in this report. When applicable, use of prescriptive fastening schedules in SSTD 10 is permitted, with alternative fasteners selected from Tables 38 through 44. sStaple crown must be a minimum Ne' width, overall. "Table is limited to application on buildings of conventional wood frame construction and associated limitations noted in Section 2320 of the Uniform Building Code. 'Table is limited to application on buildings of conventional wood frame construction and associated limitations noted in Section 2308 of the International Building Code. "Table is a minimum fastening schedule for buildings of conventional wood frame construction in areas governed by the BOCA National Building Code. Actual design must be validated by structural analysis. MODEL CODE FASTENER AND SPACING (AT PANEL EDGES/INTERMEDIATE) WOOD IOTFDC STRUCTURAL BOCA/NBC$ [Tables 602.3(1) & SBC° UBC8(Table IBC' PANEL NOMINAL THICKNESS (Table 2305.2)602.3(2)] (Table 2306.1) 23411-134) (Table 2304.9.1) IRC' [Table R602.3(1)] 6d common nail (see Table 39) 6d common nail 6d box nail 6" o.c./12" o.c. (see Table 39) (see Table 38), 6d common nail (see Table 39), 6" o.c./12" o.c 6d box nail or +/z' or less or s Also, for IOTFDC 1+'/2' 15 gage staple3 or, 166" 16 gage staples, (see Table 38) 6" o.c./12" o.c. 2'/d' x. 113" nail o.c./12" o.c2 2" 16 gage staple 6" o.c./12" o.c. length of 1" plus or 6" o.c./12" o.c. or panel thickness 1'/<" 16 gage staples 1518' x.099" nail 4" o.c./8" o.c. 4" o.c./8" o.c. 3" o.c./6" o.c. 8d common nail (see Table 43) 6" o.c./ 12" o.c. 8d common nail (see Table 431 Also, for IOTFDC ,s s /32 — /e 6"o.c./12" o.c. 17/8' x A13" nail, or or, 1%" 15 or 16 gage 3 8d common nail 8d box nail 2" 16 gage staple staple (see Table 43) (see Table 42 4" o.c./8" o.c. 6" o.c./12" o.c. 6" o.c./12" o.c. 6" o.c./12" o.c� or 8d box nail or, 131' x.099' -nail or' a 16 gage staple (see Table 42 2" 16 gage staples 3" o.c./5' 0.0. , length of 1" plus panel thickness 6" o.c./12" 05 4" o.c.ff o.c. or, 23/8 x. 113" nail 8d common nail (see Table 43), 6" o.c./12" o.c. 2" o.c./5' o.c. 4" o.c./8" o.c. 8d common nail Also, for IOTFDC 3/ (see Table 43)2 13/." 15 gage staples 6" o.c./12 o.c. 5" o.019'o.c. or 17/8' X.099' nail 3" o.c./5' o.c. For SI: 1 inch = 25.4 mm, 1 ft = 0.305 m. 'Four -foot by 8 -foot or 4 -foot by 9 -foot panels must be applied vertically. 2Intermediate spacing must be 6' on center at supports when spans are 48" or more. 3Stapie crown must be a minimum 7/ 15' width, overall, unless otherwise stated. "In areas using the Standard Building Code, use of this table is limited to buildings of conventional wood frame construction where wind or seismic analysis is not required by the code. In areas where design wind speeds prescribed by the code exceed 80 mph or where seismic analysis is required, required fastening must be determined by structural analysis based on the allowable fastener loads and allowable diaphragm capacities noted in this report. When applicable, use of prescriptive fastening schedules in SSTD 10 is permitted, with alternative fasteners selected from Tables 38 through 44. sStaple crown must be a minimum Ne' width, overall. "Table is limited to application on buildings of conventional wood frame construction and associated limitations noted in Section 2320 of the Uniform Building Code. 'Table is limited to application on buildings of conventional wood frame construction and associated limitations noted in Section 2308 of the International Building Code. "Table is a minimum fastening schedule for buildings of conventional wood frame construction in areas governed by the BOCA National Building Code. Actual design must be validated by structural analysis. ESR -1539 I Most Widely Accepted and Trusted Page 32 of 45 TABLE 36—MODEL CODE SUBFLOOR SHEATHING PRESCRIPTIVE REQUIREMENTS'' FOR USE IN SELECTING ALTERNATE FASTENINGS WITH TABLES 36 THROUGH 44 NATIONAL, STANDARD AND UNIFORM BUILDING CODES WOOD STRUCTURAL MODEL CODE FASTENER AND SPACING (AT PANEL EDGES/INTERMEDIATE) PANEL NOMINAL" THICKNESS BOCA/NBC (Table 2305.2) SBC4 " (Table 2306.1) UBC' (Table 23 -II -B-1) PANEL NOMINAL 6d common nail (see Table 39), or 6d common nail (see Table 39), or 6d common nail (see Table 39), %i' or less 6d deformed shank nail 6" o.c./12" o.c. 6d deformed shank nail 6" o.c./12" o.c or 6d deformed shank 6" 2k or, 15/g' 16 gage staples or, 15/a" 16 gage staples nail o.c./12' o.c. %2' or less 4" o.c./7" o.c. 4" o.c./7" o.c. or 8d common nail (see Table 43), or 8d common nail (see Table 43), or 3 1 4" e 6 gage staple 6' o.c./17 o.c. or 19/32.. 5/8., - 6d deformed shank nail 6" o.c./12" o.c. 6d deformed shank nail 6" o.c./12" o.c. 15/8" 16 8d common nail (see Table 4 or, 15/8' 16 gage staples, or, gage staples, or 6d deformed shank nail 6 ' 2'/" o.c./4" o.c. 2'/" o.c./4" o.c. o.c./12" o.c.2 8d common nail (see Table 43), or 6d 8d common nail (see Table 43), or 6d or deformed shank nail 6" o.c./12" o.c. deformed shank nail 6" o.c./12" o.c. For SI: 1 inch = 25.4 mm. 'A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 2lntermediate spacing must be 5' on center at supports when spans are 48" or more. 3Staple crown must be a minimum 7/ 15' width, overall, unless otherwise stated. 41n areas using the Standard Building Code, use of this table is limited to buildings of conventional wood frame construction where wind or seismic analysis is not required by the code. In areas where design wind speeds prescribed by the code exceed 80 mph or where seismic analysis is required, required fastening must be determined by structural analysis based on the allowable fastener loads and allowable diaphragm capacities noted in this report. When applicable, use of prescriptive fastening schedules in SBCCI Standard SSTD 10 is permitted, with alternative fasteners selected from Tables 38 through 44. 5Staple crown must be a minimum %" width, overall. "In areas using the Standard Building Code and SBCCI SSTD 10 only deformed shank nails are permitted to fasten combination subfloor/underiayment. 'Table is limited to application on buildings of conventional wood frame construction and associated limitations noted in Section 2320 of the Uniform Building Code. "Table is a minimum fastening schedule for buildings of conventional wood frame construction in areas governed by the BOCA National Building Code. Actual design must be validated by structural analysis. TABLE 37—MODEL CODE SUBFLOOR SHEATHING PRESCRIPTIVE REQUIREMENTS' FOR USE IN SELECTING ALTERNATE FASTENINGS WITH TABLES 38 THROUGH 44 INTERNATIONAL CODES WOOD MODEL CODE FASTENER AND SPACING (AT PANEL EDGES/INTERMEDIATE) STRUCTURAL PANEL NOMINAL IOTFDC [TABLES 602.3(1) & 602.3(2)] 3 IBC (TABLE 2304.9.1) IRC [TABLES R602.3(1) AND R602.3(2)] THICKNESS 6d common nail (see Table 39) 6" o.c./12" o.c.2 6d common nail (see Table 391, or 6d common nail (see Table 39) - „ 2 6" o.c./12 o.c. %2' or less or, 2Y,." x .113" nail 6" o.c./12" o.c. or, or 1 2 1 /z' 15 gage staple 6" o.c./10' o.c. or, 13/" 16 gage staple, a staple, 3 1 4" e 6 gage staple 6' o.c./17 o.c. or 15/8' x 0.099 Nail 3' o.c./6" o.c. 4" o.c./ 15/8,, x 0.099 Nail 3' o.c./6" o.c. 8d common nail 8d common nail (see Table 43) W o.c./12" 0.0.2 (see Table 43), or, or 1'/a" x 0.113" nail, or 17/8' x 0.113" nail 5' o.c./12" 0.0.2 19/32" 66/8' 15/8' 15 or 16 gage staple 8d common nail or 6" o.c./10" o.c.2 (see Table 43) 154" 15 or or, 6" o.c./12" o.c. 2 16 gage staple 6" o.c./12" o.c. 13/4" x 0.099" Nail or, or, W o.c./6" o.c. 2" 16 gage staple, 4" o.c./ 8" o.c. or, 1%" x 0.099" Nail W o.c./ 6" o.c. 8d commonnail (see Table 43) 8d common nail (see Table 43) 6" o.c./12" o.c.2 23/"" x. 113" nail 6" o.c./12" o.c.2 or, 4" o.c./ 8" o.c.2 or, 231 32' _ 3lq' 13/4" 14 gage staple 6" o.c./10" o.c.2 or, 2" 16 gage staple 4" o.c./ 8" o.c. 13/4" 15 gage staple 5" o.c./10" o.c.2 or, or, 1%' 15 gage staple 5" o.cJ 10" o.c. or, 17/8' x 0.099" Nail 3" o.c./6" o.c. 1'/8' x 0.099" Nail 3" o.c./ 6" o.c. For SI: 1 inch = 25.4 mm. 'Staple crown must be a minimum 7/16" width, overall. 2lntermediate spacing must be 6" on center at supports when spans are 48" or more. 3Table is limited to application on buildings of conventional wood frame construction and associated limitations noted in Section 2308 of the International Building Code. ESR -1539 1 Most Widely Accepted and Trusted Page 33 of 45 TABLE 38—ALLOWABLE SPACING OF ALTERNATE FASTENINGS' EQUIVALENT TO THE ATTACHMENT OF INCH AND THINNER WALL WOOD STRUCTURAL PANEL AND PARTICLEBOARD SHEATHING TO WOOD FRAMING MEMBERS USING A 6D BOX NAIL FASTENER TYPE (MINIMUM NOMINAL NAILz SHANK DIAMETER, IN INCHES, OR STAPLES GAGE) MINIMUM NOMINAL LENGTH, INCHES IF MODEL CODE REQUIRES 6D BOX NAIL SPACED 6D BOX NAIL 6D BOX NAIL SPACED 4" O.C. SPACED 6" O.C. 12" O.C. 0.099" nail (6d box nail) 2 4 6 12 0.092" nail 2%4 3 4 8 0.099" nail 2% 4 6 12 0.099" deformed shank nail 2% 4 6 12 0.113" nail 2 4 6 12 0.113" deformed shank nail 2 4 6 12 0.113" nail ( 8d cooler) 23/3 4 6 12 0.113" deformed shank nail 23/6 4 6 12 0.120" nail 3 4 8 16 0.131" nail ( 8d common) 2'% 6 8 16 0.131" deformed shank nail 2%z 6 8 16 16 gage staple 1 Y2 3 4 8 1%,2 4 6 12 15 gage staple 1%,2,21/4,21/2 4 6 12 14 gage staple 2,2'/4,2Y2,3 4 8 16 For SI: 1 inch = 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Tables 4 through 20) for sufficient lateral strength. 2A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 3Staples must have minimum 7116 inch crown widths. TABLE 39—ALLOWABLE SPACING OF ALTERNATE FASTENINGS' EQUIVALENT TO THE ATTACHMENT OF % INCH AND THINNER WOOD STRUCTURAL PANEL AND PARTICLEBOARD SHEATHING TO WOOD FRAMING MEMBERS USING A 6D COMMON NAIL FASTENER TYPE (MINIMUM NOMINAL NAIL SHANK DIAMETER, IN INCHES, OR STAPLES GAGE) MINIMUM NOMINAL LENGTH, INCHES 6D COMMON NAIL SPACED 4" O.C. IF MODEL CODE REQUIRES 6D COMMON NAIL 6D COMMON NAIL SPACED 6" O.C. SPACED 12" O.C. 0.113" nail (6d common nail) 2 4 6 12 0.092" nail 2% 2 4 8 0.099" nail 2% 3 4 8 0.099" deformed shank nail 2% 3 4 8 0.113" nail 2 4 6 12 0.113" deformed shank nail 2 4 6 12 0.113" nail (8d cooler) 23/6 4 6 12 0.113" deformed shank nail 23/6 4 6 12 0.120" nail 3 4 6 12 0.131" nail (8d common) 2% 4 8 12 0.131" deformed shank nail 2% 4 8 12 16 gage staple 1%, 13/4, 2 3 4 8 15 gage staple 14 gage staple 1%, 2,2'1,,, 2'/2 2,2'/4,2'/2,3 4 6 12 For SI: 1 inch = 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Tables 4 through 20) for sufficient lateral strength. 2A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 38taples must have minimum 7/16 inch crown widths. ESR -1539 1 Most Widely Accepted and Trusted Page 34 of 45 TABLE 40—ALLOWABLE SPACING OF ALTERNATE FASTENINGS' EQUIVALENT TO THE ATTACHMENT OF % INCH AND THINNER WOOD STRUCTURAL PANEL AND PARTICLEBOARD SHEATHING TO WOOD FRAMING MEMBERS USING AN 8D COMMON NAIL FASTENER TYPE (MINIMUM NOMINAL NAI12SHANK DIAMETER, IN INCHES, OR STAPLES GAGE) MINIMUM NOMINAL LENGTH, INCHES IF MODEL CODE REQUIRES 8D COMMON. NAIL 8D COMMON NAIL SPACED 4" O.C. SPACED 6" O.C. 8D COMMON NAIL SPACED 12" O.C. 0.131" nail (8d common nail) 2% 4 6 12 0.092" nail 2%4 2 3 6 0.099" nail 2% 2 3 6 0.099" deformed shank nail 2% 2 3 6 0.113" nail 2 2 4 8 0.113" deformed shank nail 2 2 4 8 0.113" nail (8d cooler) 23/8 3 4 8 0.113" deformed shank nail 23/8 3 4 8 0.120" nail 3 3 4 8 0.131" deformed shank nail 2'% 4 6 12 16 gage staple 1%,2 2 3 6 15 gage staple 13/4,2,2'/4,2'12 2 4 8 14 gage staple 2,2'/4,21/2,3 3 4 8 For SI: 1 inch= 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Tables 4 through 20) for sufficient lateral strength. 2A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 3Staples must have minimum 7/18 inch crown widths. TABLE 41—ALLOWABLE SPACING OF ALTERNATE FASTENINGS' EQUIVALENT TO THE ATTACHMENT OF % INCH AND THINNER WOOD STRUCTURAL PANEL AND PARTICLEBOARD SHEATHING TO WOOD FRAMING MEMBERS USING AN 8D DEFORMED SHANK NAIL FASTENER TYPE (MINIMUM NOMINAL NAI12 SHANK DIAMETER, IN INCHES, OR STAPLES GAGE) MINIMUM NOMINAL LENGTH, INCHES 8D DEFORMED SHANK NAIL SPACED 4" O.C. IF MODEL CODE REQUIRES 8D DEFORMED SHANK NAIL SPACED 6" O.C. 8D DEFORMED SHANK NAIL SPACED 12" O.C. 0.120" nail (8d deformed shank nail) 2'/: 4 6 12 0.092" nail 2% 2 3 6 0.099" nail 2Y4 2 4 8 0.099" deformed shank nail 2% 3 4 8 0.113" nail 2 2 3 6 0.113" deformed shank nail 2 2 4 8 0.113" nail (8d cooler) 23/8 3 4 8 0.113" deformed shank nail 2% 3 4 8 0.120" nail 3 4 6 12 0.131" nail (8d common) 2%2 4 6 12 0.131° deformed shank nail 21/2 4 6 12 16 gage staple 1%,2 2 3 6 15 gage staple 13/4, 2, 2'/4, 2'/2 2 4 8 14 gage staple 2,2'14,2'/2,3 3 4 8 For SI: 1 inch = 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Tables 4 through 20) for sufficient lateral strength. 2A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 3Staples must have minimum 7/16 inch crown widths. ESR4539 1 Most Widely Accepted and Trusted Page 35 of 45 TABLE 42—ALLOWABLE SPACING OF ALTERNATE FASTENINGS' EQUIVALENT TO THE ATTACHMENT OF '9132,5/1,23/12 AND % INCH WOOD STRUCTURAL PANEL AND PARTICLEBOARD SHEATHING TO WOOD FRAMING MEMBERS USING AN 8D BOX NAIL FASTENER TYPE (MINIMUM NOMINAL NAIL! SHANK DIAMETER, IN INCHES, OR STAPLES GAGE) MINIMUM NOMINAL LENGTH, INCHES 8D BOX NAIL SPACED 4" O.C. IF MODEL CODE REQUIRES 8D BOX NAIL SPACED 6" O.C. 8D BOX NAIL SPACED 12" O.C. 0.113" nail (8 box nail) 2% 4 6 12 0.092" nail 2% 2 4 8 0.099" nail 2% 3 4 8 0.099" deformed shank nail 2% 3 4 8 0.113" nail 2 2 (See footnote 4) 4 8 0.113" deformed shank nail 2 3 4 8 0.113" nail ( 8d cooler) 23/8 3 4 8 0.113" deformed shank nail 23/8 4 6 12 0.120" nail 3 4 6 12 0.131" nail ( 8d common) 2% 4 6 12 0.131" deformed shank nail 2%2 4 6 12 16 gage staple 1% 2 3 (See footnote 5) 6 (See footnote 6) 2 3 4 8 15 gage staple 1%, 2, 2'/4, 2%. 3 4 8 14 gage staple 2, 21/4, 2'/2, 3 4 6 12 For SI: 1 inch = 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Tables 4 through 20) for sufficient lateral strength. 2A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 3Staples must have minimum 7/16 inch crown widths. 4Spacing for 19132' and 8/8' panel thicknesses up to W o.c. is permitted. 5Spacing for 19/32' and 518' panel thicknesses up to 4" o.c. is permitted. BSpacing for 19/32' and 5/8' panel thicknesses up to 8" o.c, is permitted. TABLE 43—ALLOWABLE SPACING OF ALTERNATE FASTENINGS' EQUIVALENT TO THE ATTACHMENT OF '9/12,611,23112 and % INCH WOOD STRUCTURAL PANEL AND PARTICLEBOARD SHEATHING TO WOOD FRAMING MEMBERS USING AN 8D COMMON NAIL FASTENER TYPE (MINIMUM NOMINAL NAIL! SHANK DIAMETER, IN INCHES, OR STAPLE 3GAGE) MINIMUM NOMINAL LENGTH, INCHES IF MODEL CODE REQUIRES 8D COMMON NAIL 8D COMMON NAIL SPACED 4" O.C. SPACED 6" O.C. 8D COMMON NAIL SPACED 12" O.C. 0.131" nail (8d common nail) 2Y2 4 6 12 0.092" nail 2'% 2 3 6 0.099" nail 2% 2 4 8 0.099" deformed shank nail 2%. 2 4 8 0.113" nail 2 2 3 6 0.113" deformed shank nail 2 2 4 8 0.113" nail ( 8d cooler) 23/8 3 4 8 0.113" deformed shank nail 218 3 4 8 0.120" nail 3 3 4 8 0.131" deformed shank nail 2%2 4 6 12 16 gage staple 1% 2 3 6 2 2 4 8 15 gage staple 13/4 2 3 (See footnote 4) 6 (See footnote 5) ' 2,2/4,2/! 3 4 8 14 gage staple 2,2'/4,2 1 /2, 3 3 4 8 For SI: 1 inch = 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Tables 4 through 20) for sufficient lateral strength. 2A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 3Staples must have minimum 7/16 inch crown widths. 4Spacing for 19/82' and 5/8' panel thicknesses up to 4" o.c. is permitted. BSpacing for 19/32' and 5/8' panel thicknesses up to 8" ox, is permitted. ESR -1539 1 Most Widely Accepted and Trusted Page 36 of 45 TABLE 44—ALLOWABLE SPACING OF ALTERNATE FASTENINGS' EQUIVALENT TO THE ATTACHMENT OF '01,2,5/,,231,, AND 3/s INCH WOOD STRUCTURAL PANEL AND PARTICLEBOARD SHEATHING TO WOOD FRAMING MEMBERS USING AN 8D DEFORMED SHANK NAIL FASTENER TYPE (MINIMUM NOMINAL NAI12 SHANK DIAMETER, IN INCHES, OR STAPLES GAGE) MINIMUM NOMINAL LENGTH, INCHES 8D DEFORMED SHANK NAIL SPACED 4" O.C. IF MODEL CODE REQUIRES 8D DEFORMED SHANK NAIL SPACED 6" O.C. 8D DEFORMED SHANK NAIL SPACED 12" O.0 0.120" nail (8d deformed shank nail) 2%2 4 6 12 0.092" nail 2% 2 3 6 0.099" nail 2% 2 3 (See footnote 5) 6 (See footnote 4) 0.099" deformed shank nail 2% 2 4 8 0.113" nail 2 2 3 6 0.113" deformed shank nail 2 2 4 8 0.113" nail (8d cooler) 23/8 3 4 8 0.113" deformed shank nail 23/B 3 4 8 0.120" nail 3 4 6 12 0.131" nail ( 8d common) 2'/2 4 6 12 0.131" deformed shank nail 2% 4 6 12 16 gage staple 1% 2 3 6 2 2 4 8 15 gage staple 13/4 2 3 (See note 5) 6 (See note 4) , , 2, 2/4, 2% 3 4 8 14 gage staple 2,21/4, 2112,3 3 4 8 For SI: 1 inch = 25.4 mm. 'For fastening of wood structural panel horizontal diaphragms and shear walls refer to design tables (Tables 4 through 20) for sufficient lateral strength. 2A deformed shank nail must have either a helical (screw) shank or an annular (ring) shank. 3Staples must have minimum'/,e inch crown widths. 4Spacing for 19132" and 818' panel thicknesses up to 8" o.c. is permitted. SSpacing for 19/32' and 5/8, panel thicknesses up to 4" o.c. is permitted. ESR -1539 I Most Widely Accepted and Trusted Page 37 of 45 TABLE 45—WALL SHEATHING, PANEL SIDING AND FLOOR UNDERLAYMENT ATTACHED TO WOOD MEMBERS DESCRIPTION OF ATTACHED MATERIAL ATTACHED MATERIAL NOMINAL THICKNESS (in Inches) SPACING SPECIFICATIONS (in inches)" FASTENER SPECIFICATIONS1.2 EDGES INTERMEDIATE MINIMUM LEG LENGTH (inches) FASTENER STYLE 3/g° 6 12 1'% 6d Galy. Casing Nail 6d GaIv. Siding Nail 0.097 GaIv. Finish Nail Plywood Panel Siding W 6 12 15/3 6d GaIv. Casing Nail 6d Galy. Siding Nail 0.097 GaIv. Finish Nail 5/8 6 12 17/e 8d GaIv. Casing Nail 8d GaIv. Siding Nail 0.113 GaIv. Finish Nail Fiberboard Wall 1/2" 6 12 11/2 14 Gage Staple 4 10 15 Gage Staple 16 Gage Staple Sheathing 21/32" 5 10 13/4 14 Gage Staple 4 8 15 Gage Staple 16 Gage Staple Gypsum Wall Sheathing 1/s 5 10 11/2 14 Gage Staple 4 8 15 Gage Staple 16 Gage Staple Ila 3 6 -Grid 11/4 3d Ring Shank Nail 2 5 -Grid 7/8 18 Gage Staple 3/15" Crown Width 2 4 -Grid 11/4 0.080 Nail Floor Underlayment 11/32" 6 8 -Grid 11/4 3d Ring Shank Nail 16 Gage Staple 4 6 -Grid 0.080 Nail 15/32 _ 19/32 6 8 -Grid 3d Ring Shank Nail 16 Gage Staple 5 6 -Grid 0.097" Nail %. 6 8 -Grid 11/2 4d Ring Shank Nail 16 Gage Staple 5 6 -Grid 0.097" Nail For SI: 1 inch = 25.4 mm. 'Except as noted above, all staples must have a minimum crown width of '1/,5 inch. 2Steel wire fasteners exposed to the weather in service must be zinc coated by a hot -dip, mechanical deposition or electro -deposition galvanizing process. Fasteners manufactured from aluminum 5056 or 6061 alloy wire or other nonferrous alloys do not require protective coatings. For construction to SBCCI SSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, must be stainless steel or hot dip galvanized after fabrication to 1 oz. per sq ft. For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1.5 ounces of zinc per sq ft of surface area. 0.080 nails and No. 18 gage staples are not listed in Table Numbers 1 through 3 and are for nonstructural use only as tabulated above. 4Fastening schedule only applies to buildings of conventional wood frame construction where wind or seismic analysis is not required by the applicable code. In areas where wind or seismic analysis is required, required fastening must be determined by structural analysis. Following are conditions for which codes do not require structural analysis: - Uniform Building Code - applications on buildings of conventional wood frame construction within the scope of applicability noted in Section 2320 of the Uniform Building Code. - International One and Two Family Dwelling Code - See the IOTFDC for limitations of use associated with conventional wood frame construction. - International Building Code - applications on buildings of conventional wood frame construction within the limitations noted in Section 2308 of the International Building Code. - International Residential Code - Construction in regions where the basic wind speed from Figure R301.2(4) of the code equals or exceeds 110 mph (177.1 km/h) must be designed in accordance with one of the documents referenced in the code. The code presents seismic requirements which must be met for buildings constructed in seismic design categories C, D1 and D2, with detached one- and two-family dwellings in category C exempt. - Standard Building Code - applications design wind speeds do exceed 80 mph. See Section 2308.2 of the code for seismic limitations associated with conventional wall bracing. ESR -1539 1 Most Widely Accepted and Trusted Page 38 of 45 TABLE 46—FASTENERS FOR ATTACHING ROOF AND WALL COVERING MATERIALS SPACING SPECIFICATIONS FASTENER SPECIFICATIONS' FASTENER STYLE MINIMUM CROWN WIDTH, OR NAIL HEAD DIAMETER MINIMUM LEG LENGTH Asphalt Roof Shingles A minimum of four fasteners per each 36"40" section of shingles 16 Gage Staples2 15/,s' See Footnotes 3 & 4 0.1055" Roof Nail '/d' See Footnote 3 Wood Roof Shingles%', 8 A minimum of two fasteners per shingle 16 Gage Staples9 '/,s' 1'/." 0.080" Nail - 1 Y Wood Shakes%7,e A minimum of two fasteners per shake 16 Gage Staples9 '/,e' 1%" 0.0915" Nail - 1'/4<" For SI: 1 inch = 25.4 mm. 'Steel wire fasteners must be zinc coated by a hot -dip, mechanical deposition or electro -deposition galvanizing process. Fasteners manufactured from aluminum 5056 or 6061 alloy wire or other nonferrous alloys exposed to the weather do not require protective coatings. For construction to SBCCI SSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, must be stainless steel or hot dip galvanized after fabrication to 1 oz. per sq ft. For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1.5 ounces of zinc per sq ft of surface area. 2Use of staples in areas governed by the International Building Code, BOCA National Building Code, Standard Building Code, and the International Residential Code is outside the scope of this report. 3The staples or nail leg length must be long enough to penetrate through the sheathing and extend beyond 1/8 inch or penetrate the sheathing 3/4 inch; all other provisions of this table will prevail. 4Asphalt shingles attached with staples are driven so that the staple crown bears tightly against the shingle but does not cut the shingle surface. The crown is parallel to the long dimension of the shingle course. SSpecial fastening is required under the following conditions: - The International Building Code requires special methods of fastening either (a) roof slope exceeds 20 units vertical in 12 units horizontal (20:12), or (b) roofs are located where the basic 3 -second gust wind speed per Figure 1609 is 110 mph or greater. - The International Residential Code requires special methods of fastening when either (a) roof slope exceeds 20 units vertical in 12 units horizontal (20:12), or (b) roofs are located where the basic 3 -second gust wind speed per Figure R301.2 (4) is 110 mph or greater. Special fastening methods must be tested in accordance with ASTM D 3161, modified to use a wind speed of 110 mph (177 km/h). - The BOCA/Nationa/ Building Code requires that asphalt strip shingles must have a minimum of six fasteners per shingle where the structure is located in hurricane ocean -line areas along the Atlantic and Gulf of Mexico coastal areas and 100 miles inland where the basic wind speed is 80 miles per hour or greater, determined in accordance with the Basic Wind Speed map in the Code (Figure 1609.3). - The Standard Building Code requires special methods of fastening when either (a) roof slope exceeds 20 units vertical in 12 units horizontal (20:12), or (b) roofs are located where the basic fastest -mile wind speed per SBC Figure 1606 is 90 mph or greater. - SBCCI SSTD 10 requires that asphalt shingles be fastened with the type and number of fasteners recommended by the manufacturer. A minimum of 6 fasteners per shingle is required on roofs meeting any one of the following conditions: (a) The eave height is 20 feet or greater above grade, or (b) the Use Factor for the building is 1. 15, or (c) the Basic Wind Speed is 100 mph or greater. - the Uniform Building Code requires shingles to be attached per manufacturer's instructions in special wind regions. the International One and Two Family Dwelling Code requires shingles to be attached per manufacturer's instructions in special wind regions. Additionally, a minimum of 6 nails per strip is required where roofs are located within 100 miles of hurricane ocean lines along the Atlantic and Gulf of Mexico coasts where the basic wind speed is 80 miles per hour or greater per Figure 301.2(4). 'Wood shingles and shakes attached with staples are driven so that the staple crown is parallel to the butt edge compressing the wood surface no more than the total thickness of the staple crown wire. 'Two fasteners must be used to attach each shingle or shake. Fasteners for wood shingles and shakes must be long enough to penetrate into the sheathing 3/4 inch or through the thickness of the sheathing, whichever is less. No. 18 gage staples with 7/16 inch crown may be used to attach shingles, provided the butt ends do not exceed 3/4 inch. %When approved by the building official. ESR -1539 1 Most Widely Accepted and Trusted Page 39 of 45 TABLE 47 --STAPLES FOR ATTACHING WALL, CEILING AND SOFFIT COVERING MATERIALS TO WOOD RECEIVING MEMBERS ONLY' MINIMUM LEG LENGTH (O.D.) (in inches) 2,3,3,8,7 DESCRIPTION OF COVERING MATERIALS MAXIMUM SPACING (in inches) VERTICAL SURFACES HORIZONTAL SURFACES 7/8 3/8 inch Gypsum Lath - Plain, Type X 85 88 1 3/8 inch Gypsum Lath and Metal or Wire Stripping — 5 1 / 1/2 inch Gypsum Lath - Plain, Type X 88 88 64 '/2 inch Fiber Insulation Lath 4 4 1% 1 inch Fiber Insulation Lath 5 _ Laminating 3/8 inch Gypsum Lath and % inch Gypsum Wallboard 7/8 3/8 inch Gypsum Lath Panels, Wallboard and Backer Board 7 7 1'% Y inch Gypsum Lath Panels, Wallboard and Backer Board 11/4 5/8 inch Gypsum Wallboard and Backer Board 13/4 Laminating %cinch and %cinch Type X Wallboard 2 Laminating 5/8 inch and 5/8 inch Type X Wallboard 7/8 Metallic Plaster Reinforcement Welded or woven wire fabric 6 6 Expanded metal lath Regular (non -furred and no ribs) Self -furred 11/4 1/8 -inch -high Rib Metal Lath at ribs at ribs 13/4 1/8 -inch -high Rib Metal Lath For SI: 1 inch= 25.4 mm. 'Staples manufactured from No. 16 gage round, semi -round or flattened wire and, if used for attaching gypsum wallboard or gypsum lath, must have a minimum '/° inch crown, measured outside the legs. 2Staples for attachment of exterior lath must be galvanized. When attached over fiberboard, rigid, expanded polystyrene or gypsum sheathing, the leg length must be sufficient to provide a 1 -inch penetration into the stud. 3AII types of lath attached with staples are furred or non -furred, with or without paper backing. The welded or woven wire netting must be pre - hung by conventional temporary nailing prior to staple installation. °Supports spaced 24 inches o.c. Four attachments per 16 -inch -wide lath per bearing. Five attachments per 24 -inch -wide lath per bearing. 5Staples attaching metal or wire lath, stucco mesh and welded or woven wire netting must have a minimum 7/13 inch crown, measured outside the legs. 6For attaching covering materials to redwood supporting members add minimum of 3/8 -inch to fastener leg length. 7Steel wire fasteners exposed to the weather in service must be zinc coated by a hot -dip, mechanical deposition or electro -deposition galvanizing process. Fasteners manufactured from aluminum 5056 or 6061 alloy wire or other nonferrous alloys exposed to the weather do not require protective coatings. For construction to SBCCI SSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, must be stainless steel or hot dip galvanized after fabrication to 1 oz. per sq ft. For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1,5 ounces of zinc per sq ft of surface area. &Three attachments per 16 -inch -wide lath per bearing, Four attachments per 24 inch wide lath per bearing. TABLE 48—STAPLES FOR ATTACHING WALL, CEILING AND SOFFIT COVERING MATERIALS TO METAL RECEIVING MEMBERS ONLY WIRE GAGE MINIMUM LEG LENGTH (O.D.) DESCRIPTION OF COVERING MATERIALS 1 STAPLE SPACING TYPE OF RECEIVING NO. (IN INCHES) (INCHES) MEMBER 16 1'/a % inch gypsum lath, panels & wallboard 8 14 Approved load and nonload bearing nailable studs "only" 16 1'/4 %2 inch gypsum lath, panels & wallboard 5 14 8 5 16 13/8 '/2 inch gypsum lath, panels &wallboard designed for receiving round 14 8 wire staples or conventional nails 16 11/4 Metal lath & welded or woven wire lath and 6 masonry veneer wire mesh 16 13/8 3/8 inch high rib metal lath at ribs 16 13/4 3/4 inch high rib metal lath For SI: 1 inch = 25.4 mm. 'Staples manufactured from round, semi -round or flat wire and must have a minimum of inch crown. 2Steel wire fasteners exposed to the weather in service must be zinc coated by a hot -dip, mechanical deposition or electro -deposition galvanizing process. Fasteners manufactured from aluminum 5056 or 6061 alloy wire or other nonferrous alloys exposed to the weather do not require protective coatings. For construction to SBCCI SSTD 10, fasteners exposed directly to the weather or subject to salt corrosion in coastal areas, as determined by the building official, must be stainless steel or hot -dip galvanized after fabrication to 1 oz. per sq ft. For construction to UBC Appendix Section 2337, fasteners in exposed locations or in areas otherwise subject to corrosion must have a corrosion resistance equal to or greater than a hot -dipped galvanized coating of 1.5 ounces of zinc per sq. ft. of surface area. ESR -1539 1 Most Widely Accepted and Trusted Page 40 of 45 APPENDIX A Reference 1997 National Design Specification® (NDS®), American Forest and Paper Association (AF&PA). Development of Report Fastening Schedules Fastening schedules in this report are based on fastening schedules found in model building codes. Fastening schedules in this report have connection strengths greater than or equal to the strength of the connection listed in the model building codes. Connection strength was analyzed based on lateral strength, withdrawal strength, or both, as appropriate. Withdrawal Strength Values The allowable normal (10 year) withdrawal loads per inch of penetration of a staple or smooth shank nail driven in side grain (perpendicular to the fiber) of seasoned wood, or unseasoned wood which will remain wet, is calculated by the following formula: W=1380GwD Where; W = the allowable load per lineal inch of penetration into the member holding the nail point. G = the specific gravity of the wood (See Table A) D = the diameter of the fastener shank in inches. Threaded nails have design withdrawal strengths 10% greater than smooth shank nails of the same diameter. Staple withdrawal strengths are calculated by doubling the calculated withdrawal strength of one leg. Lateral Strength Calculations Lateral design strength of connections is based on the yielding of connections as wood fibers are crushed and/or fastener shanks are bent. Figure A shows yield modes anticipated for nailed/stapled connections. Figure A Connection Wield Modes for Two -Member, Single Shear Connections. Mode I, M M Mode III=, Mode III, 44[— Mode Mode IBJ Below are formulas for the design loads associated with the various yield modes. The lowest load determines design load. The strength of nailed connections is affected by a nail property called "fastener bending yield strength." The strength of stapled connections is affected by a staple property called "bending moment." Lateral Design Load Equations for Nailed Connections These are the same formulas found in the 2005 National Design Specification® (NDS®) for nailed connections. For Mode !s For Mode Ill. For Mode III$ For Mode IV in which; Z= Dts Fes KD k1DpFem z= KD(1+2RJ k2DtgFem l Z= KD(2+Re) D2 2FemFyb Z=- KD 3(1+Re) K,=-1 +2(1+Re)+2FY,(1+2R")DZ 3F� p K2=-1 + 2(1+R")+2Fy6(2+R" z R" 3F t,2 . ESR4539 1 Most Widely Accepted and Trusted Page 41 of 45 Z = Nominal lateral design value, pounds Re = Fem / Fes p =Penetration of nail in main member (member holding point), inches is = Thickness of side member, inches Fem = Dowel bearing strength of main member (member holding point), psi (see Table A) Fes = Dowel bearing strength of side member, psi (see Table A) Fyb = Bending yield strength of nail, psi D = Nail diameter, inches (When annularly threaded nails are used with threads at the shear panel, D = root diameter of threaded portion of nail) Kd= 2.2 for D s 0. 17" = IOD +0.5for 0.17"<D<0.25" =3.0for DZ0.25" Calculated loads are for normal (10 year) duration. Adjustment factors for connections (such as load duration factor, wet service factor, etc.) must be applied to the computed nominal lateral design value to obtain allowable connection lateral design values. Lateral Design Load Equations for Stapled. Connections Below are formulas for the design loads associated with the yield modes relevant to wood -to -wood connections found in this report. These equations also apply to connections in which steel sheet metal of minimum thickness is stapled to wood. The steel side member shall have sufficient thickness to prevent tearing of the steel sheet when loaded. Sheet metal yield strength should be used for Fes, side member dowel bearing strength. For Mode 111,n Z_—2tSFesD + 2FesD tS2 + ts2 + 4M 2 KD 2 Fes +1 KD ((2 Fes +1)2 1 2 F_es + 1 FesD 2 Fes + 1 Fem Fem em Fem For Mode IV 4F ZemDM KD r,0.41 +Fem Fes In which Z = Nominal lateral design value, pounds is = Thickness of side member, inches Fem = Dowel bearing strength of main member (member holding point), psi (see Table A) Fes = Dowel bearing strength of side member, psi (see Table A) M = Staple bending moment, Ibs—in. (see Section 3.2.2 of this report) D = Diameter of wire from which staple is produced, inches (see Section 3.2.1 of this report) Ko = 2.2 Calculated loads are for normal (10 year) duration. Adjustment factors for connections (such as load duration factor, wet service factor, etc.) must be applied to the computed nominal lateral design value to obtain allowable connection lateral design values. These formulae model the contribution of both staple legs. ESR -1539 1 Most Widely Accepted and Trusted Page 42 of 45 TABLE A -WOOD SPECIES' SPECIFIC GRAVITY AND DOWEL BEARING STRENGTH SPECIES SPECIFIC GRAVITY', G DOWEL -BEARING STRENGTH IN POUNDS PER SQUARE INCH (PSI), F. Nailed Connections Stapled Connections Aspen 0.39 2,950 3,840 Balsam Fir 0.36 2,550 3,430 Beech -birch -hickory 0.71 8,850 9,740 Coast Sitka Spruce 0.39 2,950 3,840 Douglas Fir -larch 0.50 4,650 5,540 Douglas Fir -south 0.46 4,000 4,880 Eastern Hemlock 0.41 3,200 4,120 Eastern Hemlock -tamarack 0.41 3,200 4,120 Eastern Hemlock-tamarack(north) 0.47 4,150 5,040 Eastern softwoods 0.36 2,550 3,430 Eastern Spruce 0.41 3,200 4,120 Eastern White Pine 0.36 2,550 3,430 Engelmann Spruce - Alpine Fire (MSR 1650f and higher grades) 0.46 4,000 4,880 Engelmann Spruce - Alpine Fire (MSR 1500f and lower grades) 0.38 2,800 3,700 Hem -Fir 0.43 3,500 4,410 Mountain Hemlock 0.47 4,150 5,040 Northern Pine 0.42 3,350 4,260 Northern Species 0.35 2,400 3,310 Northern White Cedar 0.31 1,900 2,820 Ponderosa Pine 0.43 3,500 4,410 Red Oak 0.67 7,950 8,840 Red Pine 0.44 3,650 4,560 Sitka Spruce 0.43 3,500 4,410 Southern Pine 0.55 5,550 6,430 Spruce -Pine -Fir 0.42 3,350 4,260 Western Cedars 0.36 2,550 3,430 Western Cedars (North) 0.35 2,400 3,310 Western Hemlock 0.47 4,150 5,040 Western White Pine 0.40 3,100 3,980 White Oak 0.73 9,300 10,200 White Woods 0.36 2,550 3,430 Yellow Poplar 0.43 3,500 4,410 For SI: 1 psi = 6.89 kN/m`. 'Specific gravity based on weight and volume when oven dry. ZApplies only to Engelmann spruce-lodgepole pine machine stress -rated (MSR) structural lumber. ESR -1539 1 Most Widely Accepted and Trusted Page 43 of 45 TABLE B -NAIL DEFORMATION VALUES, e., FOR USE IN HORIZONTAL DIAPHRAGM AND SHEAR WALL DEFLECTION ANALYSIS'' 4 DIAMETER 16 SMOOTH SHANK NAILS 14 Length (Inches) DEFORMED SHANK NAILS 2 (inches) 0.092 0.099 0.113 0.120 0.131 0.148 0.098 0.113 0.120 0.131 Length (inches) 2% 2 2%a 2 23/8 3 2%2 3 2% 2 23/8 2% 2% Load per fastener' (pounds) 0.009 120 0.055 0.010 Connection Deflection 3 (inches) 0.032 0.014 140 0.087 60 0.003 0.006 0.002 0.002 0.001 0.001 0.002 0.001 0.007 0.003 0.001 0.007 0.006 80 0.008 0.012 0.005 0.004 0.003 0.002 0.003 0.002 0.010 0.006 0.003 0.012 0.007 100 0.016 0.025 0.009 0.009 0.006 0.003 0.005 0.003 0.020 0.010 0.006 0.019 0.008 120 0.033 0.046 0.016 0.015 0.009 0.006 0.007 0005 0.037 0.014 0.009 0.028 0.009 140 0.060 0.079 0.027 0.030 0.014 0.009 0.011 0.007 0.061 0.024 0.013 0.039 0.009 160 0.090 0.137 0.046' 0.054 0.023 0.014 0.017 0.010 0.089 0.040 0.020 0.053 0.010 180 0.117 0.286 0.075 0.087 0.037 0.021 0.025 0.015 0.121 0.063 0.030 0.074 0.014 200 0.151 - 0.100 0.116 0.057 0.032 0.040 0.021 0.193 0.089 0.043 0.094 0.019 220 0.186 - 0.132 0.156 0.086 0.049 0.064 0.030 0.354 0.100 0.061 0.116 0.024 240 0.228 - 0.163 0.200 0.100 0.078 0.097 0.044 0.548 0.130 0.082 0.148 0.028 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 'Increase deformation value by 20% for plywood grades other then structural I. 2Load per fastener is the diaphragm's maximum shear per foot divided by the number of fasteners per foot at interior panel edges. 3Values must be doubled for unseasoned lumber. "Values are for e„ in equations found in UBC and IBC. TABLE C -STAPLE DEFORMATION VALUES, e,,, FOR USE IN HORIZONTAL DIAPHRAGM AMD SHEAR WALL DEFLECTION ANALYSIS'' 4 Staple Gage 16 15 14 Length (Inches) 1'/2 2 13/4 21/2 2 21/2 Load Per Fastenerz (Pounds) Connection Deflection (Inches) 60 0.008 0.003 0.008 0.005 0.005 0.003 80 0.016 0.006 0.016 0.010 0.011 0.006 100 0.032 0.008 0.028 0.015 0.019 0.009 120 0.055 0.010 0.048 0.025 0.032 0.014 140 0.087 0.024 0.077 0.040 0.050 0:021 160 0.135 0.037 0.118 0.060 0.077 0.031 180 0.205 0.052 0.173 0.088 0.113 0.044 200 - 0.092 0.244 0.127 0.157 0.060 220 - 0.198 0.299 0.178 0.219 0.080 240 - - 0.346 0.220 0.287 0.097 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 'Increase deformation value by 20% for plywood grades other than Structural I sheathing. 'Load per fastener is the diaphragm's maximum shear per foot divided by the number of fasteners per foot at interior panel edges. 3Values must be doubled for unseasoned lumber. "Values are for e„ in equations found in UBC and IBC. ESR4539 1 Most Widely Accepted and Trusted Page 44 of 45 APPENDIX B RECOGNIZED FASTENERS BY LISTEE NAIL SIZE AND TYPE BLACK &DECKER BLUELINX CORPORATION CALIFORNIA NAIL DUBAI WIRE FALCON( SPECIALTY FASCO AMERICA HITACHI JAACO CORPORATION 0.092 S X. EG, HD X, EG, HD X, EG, HD X, EG, HD X. EG, HD X. EG, HD X X X X, EG, HD X. EG, HD X X. EG, HD X. EG, HD X, EG, HD R Sc 0.095 S X, EG, HD X, EG, HD X. EG, HD X X X, EG, HD X. EG, HD X, EG, HD X, EG, HD X, EG, HD X, EG, HD R Sc 0.099 S X, EG, HD X, EG, HD X, EG, HD X, EG, HD X, EG, HD X, EG, HD X, H, SS, HD X, SS, HD X, HD X, EG, HD X X. EG, HD X, EG, HD X, EG, HD X, EG, HD R Sc 0.105 0.113 S X, EG X, EG X, EG, HD X, EG, HD X, EG, HD X. HD X X, HD X, EG, HD X, EG, HD X. EG, HD X. H, SS, HD X, SS, HD X, HD X X, EG, HD X, EG, HD X, EG, HD X, EG, HD X, EG, HD X R Sc 0.120 S X, EG X, EG X, EG, HD X, EG, HD X, EG, HD X, HD X X, HD X, EG, HD X. EG, HD X, EG, HD X, H, SS, HD X, SS, HD X, HD X. EG, HD X X. EG, HD X, EG, HD X, EG, HD X, EG, HD X R Sc 0.131 S X, EG X, EG, HD X, EG, HD X, EG, HD X, HD X X, EG, HD X. EG, HD X. EG, HD X, H, SS, HD X, SS, HD X, HD X, EG, HD X X, EG, HD X, EG, HD X, EG, HD X R Sc 0.135 S X. EG, HD X, EG, HD X, EG, HD X X, HD X. EG, HD X, EG, HD X, EG, HD X X X, EG, HD X, EG, HD X, EG, HD X R Sc 0.148 S X, EG X, EG, HD X, EG, HD X, EG, HD X, HD' X X. HD X, EG, HD X, EG, HD X. EG, HD X, H, SS, HD X, SS, HD X, EG, HD X X, EG, HD X, EG, HD X, EG, HD X R Sc 0.162 S X, EG, HD X, EG, HD X, EG, HD X, HD X, EG, HD X, EG, HD X, EG, HD X, H, HD X ZC X. EG, HD X, EG, HD X, EG, HD X R Sc Staple Gage: 14 ga. 15 ga. 16 ga. NAIL SIZE AND TYPE MASTER FASTENERS MAX USA MILLENNIUM STEEL & WIRE MILWAUKEE ELECTRIC TOOL PASLODE/ DUOFAST PREBENA AMERICA PRIME SOURCE SENCO STANLEY 0.092 S X, EG, HD 'X, EG, HD X, EG, HD, SS X X X X X R Sc 0.095 S R Sc 0.099 S X, EG, HD X, EG, HD X, EG, HD, SS X X X X,HD X,HD X,HD R Sc 0.105 S X R Sc 0.113 S X,EG X,EG X,EG X X X, EG, HD, SS X, EG, HD, SS X, EG, HD, SS X,EG X,EG X,EG X. HD X,HD X X, HD X. HD X, HD X X X. EG, HD X, EG,HD X, HD R Sc 0.120 S X,EG X,EG X, EG X X, EG, HD X, EG, HD X, EG, HD, SS X,EG X,EG X,EG X, HD X, HD X, HD X, HD X,HD X,HD X X X X. NE, EG, HD X, EG,HD X,HD R Sc 0.131 S X,EG X,EG X,EG X, EG, HD X X, EG, HD X, EG, HD X, EG, HD, SS X,EG X,EG X,EG X, HD X,HD X, HD X, HD X, HD X,HD X X X. EG, HD X, EG,HD X,HD R Sc 0.135 X X,HD X, HD X,HD X X JR 0.148 S X,EG X, EG X,EG X, EG, HD X, EG, HD X, EG, HD X, EG, HD, SS X,EG X,EG X,EG X X X,HD X,HD X, HD X X X R Sc 0.162 S X, EG, HD X, EG, HD X, EG, HD X, EG, HD, SS X, HD X,HD X, HD X X R Sc Staple Gage: 14 ga. 15 ga. 16 ga. X,EG EG X, EG X X X X,EG X, EG, SS X X X,EG ESR4539 I Most Widely Accepted and Trusted Page 45 of 45 APPENDIX B RECOGNIZED FASTENERS BY LISTEE (Continued) S = Smooth shank nail R = Ring shank nail Sc = Screw shank nail NE = Nonengineered nails. These nails have not been evaluated for conformance with the minimum bending yield strength stated in Section 3.3.2 of this report and Section S1 of ASTM F 1667. A typical example is roof nails used for the attachment of asphalt shingles where shank stiffness to resist lateral loads is not required. X, HD, EG, SS and H= Indicate that nails of this diameter and shank style or staples of this gage are recognized for this manufacturer for any nail shank length or staple leg length. X = The fasteners may be "bright" (nongalvanized), or galvanized to levels other than levels described by the HD or EG designations below. HD = Hot -dipped galvanized, complying with ASTM A 153 Class D having a minimum coating weight of 1.0 oz/sq. ft. Fastener cartons must indicate "ASTM A 153" or the coating weight. EG = Electrogalvanized, complying with ASTM A 641, Class 1 having a minimum coating weight shown below. Fastener cartons must indicate "ASTM A 641 Class 1" or the coating weight. SS = Stainless Steel H = Hardened DIAMETER OF STAPLE LEG OR NAIL SHANK (inch) CLASS I COATING (OZ./FT2) 0.0625 0.15 0.080 0.25 0.092 0.28 0.148 0.35 0.192 0.50 0.207 and larger 0.53 For SI: 1 inch = 25.4 mm, 1 oz.lft2 = 0.305 kg/m2. Coating weights (mass) for diameters other than those shown are the coating weight (mass) for the next smaller diameter. SIP PANEL PULL-THRU TEST Information from InsulSpan test results for Panel Screws such as manufactured by Olympic or TruFast. See 1. 2. 3. 4. 5. 6. i These products are available ivith additional corrosion protection. Additional products on this page may also be avaiMble Ivith this option, check with Simpson Strang -Tie for details. MOW, = No - Stem W Whir. (�1) -pia 4 Length :. __ in Em6ed:.toncreW (lel m Allowable Tenstonloadt fc 2500;psr .: Concretely: -8'"CMU - w: (31ot;k -Concrete=:; . 8"CMU_ Bhact� End: SST814 ,. 9 16 11 3835" — — 6 s,4 17% (SST816L =19:1) 123 4420 4780 1850 _SST1316 SST620 6 5/ 21% (SSTB20L = MA) 165,4 4600 4780 1850 SSTB24 6 5/e 25% (SSTB24L = 2N) Me 5175 4780 1850 :SST628 8 ',8.. 2!-, a (SST828L 32 '.l;) 2147 10100 6385 4815' __= 28%, -10160 6385 X1815 -= Typical Plan Views of Rebar Installation: for installation details 7. 8. 9. 10. 11. Loads may not be increased for short-term loading. Loads apply to earthquake and wind loading. Minimum anchor center -to -center spacing is 21. for anchors acting in tension at the same time for full load. The SSTB was tested in a stem wall with a minimum amount of concrete cover. Use full table load when installed 24" from the end or installed in a comer condition (see illustrations). When used 5" from the end of a concrete foundation (see end wall graphic), the maximum allowable load is 9045 lbs. for SST628, 9585 lbs. for SSTB34 and 36 bolts, and table loads for all other models (these loads are not Code listed - Contact Simpson Strong -Tie for test data). HDU and HTT minimum end distance is 4 318". Order the SSTBL models (ex. SSTB24L) for longer thread length (161-= 51/2", 20L = 6 112", 24L = 6", 28L = 6 112"). SSTBL and SSTB loads are the same. Not available on SSTB14. SSTB34 has 41/2" of thread and SSTB36 has 6112". These two models are not available in SSTBL versions. Use 90% of the table load for 2000 psi concrete. Allowable load for SSTB14 is 5020 lbs. when fc = 3000 psi. Minimum end distance required to achieve table loads is Ie. Testing to new ICC -ES acceptance criteria to be completed in 2009. Reference this web site for latest loads and information. .atop Loads for SSTB14: 3000 psi compressive strength concrete = 5020 Ib 2500 psi compressive strength concrete = 3835 lbs Note: assumes a 9" stemwall, 4 1/2" minimum end distance and 1 314" minimum edge distance Above information from SIW SON Strong — Tie KIPIAI r-nnlC-rVI 1/--rrnl\I ROMEO GARAGE OCCUPANCY OR USE IS UNLAWFUL WITHOUT CERTIFICATE OF OCCUPANCY UNDERWRITERS CERTIFICATE REQUIRED AP i',0VE D A S NC ED DATEle-107B P #- � FEE %2 36-6br.,Y NOTIFY BUILDIN,; h" PARTI cNT AT 765-1802 8 AM TO 4 PM FOR THE FOLLOWING INS?EC FIONS 1 FOUNDATION - 1 WO R1=QUIRED FOR POURED CO�'CRE T c 2 ROUGH - FRAMING R PLUMBING 3 INSULATION 4 FINAL - CONSTRUC I ION MUST BE COMPLETE 1:0R CO ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW YORK STATE NOT RESPONSIBLE FOR DESIGN OR CONST RUCTION ERRORS FRONT ELEVATION SCALE 4" = I '-O" BLDG DEPT TOWN OF SOUTHOLD RETAIN STORM WATER N 0 PURSUANT TO CHAPTER OF THE TOWN CODE. ALL CONSTRUC" TIO` SHALL Iv"EET THE REOUI ),FVENITS OF THE CCO 5 OF NE's . , S —i ATE CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA WEATHERING SEVERE FROST LINE DEPTH 3'-0" E MODERATE TO HEAVY DECAY SLIGHT TO MODERATE WINTER DESIGN TEMP I I ICE SHIELD U NDER- LAYM ENT REQUIRED AS PER MANU FACTU RER'S SPECIFICATIONS/ STATE CODE FLOOD HAZARDS 31 U � Z 4 DESIGN CRITERIA PRESCRIPTIVE DESI N - 1995 HIGH WIND EDITION WFCM N 73 O SEE FLOOR PLANS At4p 2t&TIONS4=;5 . . 6 DESIGN LOAD CALCULATIONS SEE PAGE 10 > SEE PG 9 r.' 8 LOAD PATH REFERTO BUILDING SECT NS '- 9 NAILING SCHEDULE SEE PG I I 10 EGRESS w 1 I PLUMBING RISER DIAGRAM PAGE 10 ;W > Lu F w 0O m O TRUSS DESIGN DRAWINGS N/A 'r - O ENERGY CALCULATIONS ATTACHED o _ N N LL- LO 0r' z Ln ° w Q � a RETAIN STORM WATER N 0 PURSUANT TO CHAPTER OF THE TOWN CODE. ALL CONSTRUC" TIO` SHALL Iv"EET THE REOUI ),FVENITS OF THE CCO 5 OF NE's . , S —i ATE CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA WEATHERING SEVERE FROST LINE DEPTH 3'-0" TERMITE MODERATE TO HEAVY DECAY SLIGHT TO MODERATE WINTER DESIGN TEMP I I ICE SHIELD U NDER- LAYM ENT REQUIRED AS PER MANU FACTU RER'S SPECIFICATIONS/ STATE CODE FLOOD HAZARDS 31 I� U IVA I w 0 J m O 2 OO U— z� Q—/ Q — t -j C9 D0� �z�� (3 to Uv � < QD z�= W 1- C) 0 n PAGE SOUTHOLD BUILDING DEPARTMENT CRITERIA I OCCUPANCY CLASSIFICATION R-3 RESIDENTIAL - SECTION 3 10 BUILDING CODE N Y S USE DWELLING UNIT - SECTION 3 10 - 3 10 2 2 HEIGHT TOTAL 28'-0" +/- FIRE AREA (50 2830 SQ FT 31 TYPE OF CONSTRUCTION WOOD FRAME CONSTRUCTION 4 DESIGN CRITERIA PRESCRIPTIVE DESI N - 1995 HIGH WIND EDITION WFCM 5 FRAMING ELEMENTS SEE FLOOR PLANS At4p 2t&TIONS4=;5 . . 6 DESIGN LOAD CALCULATIONS SEE PAGE 10 7 WINDOW AND DOOR SCHEDULE SEE PG 9 r.' 8 LOAD PATH REFERTO BUILDING SECT NS '- 9 NAILING SCHEDULE SEE PG I I 10 EGRESS SEE DOOR 4� WINDOW SCHED LE 1 I PLUMBING RISER DIAGRAM PAGE 10 ;W 12 FIRE PROTECTION SEE FLOOR PLANS AND SECTIONS N, t 13 TRUSS DESIGN DRAWINGS N/A 'r - 14 ENERGY CALCULATIONS ATTACHED I� U IVA I w 0 J m O 2 OO U— z� Q—/ Q — t -j C9 D0� �z�� (3 to Uv � < QD z�= W 1- C) 0 n PAGE 8'3 1/2" 3'-4 1/2"-3-4 1/2" —k3' 4 1/2 8 8 1/2" I u rAC r- ur GAKAvc F I IST F LOOK PLAN SCALE ;T _ ! '-O" WALL LEGEND EXISTING WALL TO REMAIN q _____= EX15TING WALL TO BE m REMOVED DOUBLE JOISTS NEW CONSTRUCTION EACH END *EXTERIOR WALL- sErTorl 2" X G" W/ K-19 1N5LUATION g W/ I LAYER 4" PLYWOOD n� % SHEATHING * I LAYER Z' GYPSUM BOARD ON INTERIOR �1 ` `�� ✓ �� *INTERIOR PARTITION - N 2" X 4" W/ I LAYER 2' GYPSUM BOARD ON EACH 51DE I Lu J_ CD O tL.{ O nr O U— z� W �0u Ln >--Oz(Jo Uv � zzom � VOA z�= w 1— �0 n PAGE G E N ABOVE, HEADER NOTES PROVIDE I"X 10" R.IM BOARD PROVIDE 3- 2" X 10" HEADERS U � Z ABOVE ALL WINDOWS * DOORS UNLESS OTHERWISE NOTED *ALL WINDOW HEADER HEIGHTS AS INDICATED ON FLOORPLANS NOTE 73 (s) i OLu o GARAGE= DOOR AS PER ,R MANUFACTURER S O o� ITH THE O RESIDENTIAL El E o O F N EW YO RK 5TA IS) O � s 0 -N C� L{1 J W a Q I Lu J_ CD O tL.{ O nr O U— z� W �0u Ln >--Oz(Jo Uv � zzom � VOA z�= w 1— �0 n PAGE G OUTLINE OF DECK ABOVE, HEADER NOTES PROVIDE I"X 10" R.IM BOARD PROVIDE 3- 2" X 10" HEADERS CONTINUOUSLY AROUND ABOVE ALL WINDOWS * DOORS UNLESS OTHERWISE NOTED *ALL WINDOW HEADER HEIGHTS AS INDICATED ON FLOORPLANS NOTE PROVIDE WIRING F DR.OVERHEAD GARAGE= DOOR AS PER ,R MANUFACTURER S ECIFICATIONS IN ACCORDANCE ITH THE RESIDENTIAL El E RICAL CODE O F N EW YO RK 5TA E O I Lu J_ CD O tL.{ O nr O U— z� W �0u Ln >--Oz(Jo Uv � zzom � VOA z�= w 1— �0 n PAGE G 49'-4" SECOND FLOOD FLOOK PLAN SCALE 4" = !'-O" 10 7" " DECK BOA T5 b � � POSTS W/ N �" BALUSTE -RADEMARK" RAILING M5 OR APPROVED EQ Wa tyl D /I WALL LEGEND NEW CONSTRUCTION "EXTERIOR WALL - 2" X G" W/ R-19 IN5WATION W/ I LAYER 2" PLYWOOD SHEATHING t I LAYER 2" GYPSUM BOARD ON INTERIOR 77777777777- "INTERIOR PARTITION - 2" X 4" W/ I LAYER2' GYPSUM BOARD ON EACH SIDE HEADER NOTES PROVIDE 3- 1 �" X 7a" LVL HEADEP5 ABOVE ALL WINDOWS * DOORS UNLE55 OTHERWISE NOTED "ALL WINDOW HEADER HEIGHTS SET AT G'-5" ABOVE 5UBFLOOR ry Z C) 0 E— O n 4 W Z) m 0 z� )Ou C) Qy Lo }-o"u Uv � zzom 0 z�= W I- O n PAGE 7 E O U 75 a__ N O �-Ks O � L c6 � W C) O U cn � Z W 0 C C)>� o w(n o0 0 0-0 N � � Z W W m WALL LEGEND NEW CONSTRUCTION "EXTERIOR WALL - 2" X G" W/ R-19 IN5WATION W/ I LAYER 2" PLYWOOD SHEATHING t I LAYER 2" GYPSUM BOARD ON INTERIOR 77777777777- "INTERIOR PARTITION - 2" X 4" W/ I LAYER2' GYPSUM BOARD ON EACH SIDE HEADER NOTES PROVIDE 3- 1 �" X 7a" LVL HEADEP5 ABOVE ALL WINDOWS * DOORS UNLE55 OTHERWISE NOTED "ALL WINDOW HEADER HEIGHTS SET AT G'-5" ABOVE 5UBFLOOR ry Z C) 0 E— O n 4 W Z) m 0 z� )Ou C) Qy Lo }-o"u Uv � zzom 0 z�= W I- O n PAGE 7