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HomeMy WebLinkAbout50078-Z TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY 90 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#: 50078 Date: 12/1/2023 Permission is hereby granted to: Singer, Joel 100 W 57th St Apt 19D New York, NY 10019 To: demolish an existing accessory gararge and to construct a new accessory garage as applied for per Trustees approval. At premises located at: 20575 Soundview Ave, Southold SCTM # 473889 Sec/Block/Lot# 51.-4-11 Pursuant to application dated 11/3/2023 and approved by the Building Inspector. To expire on 6/1/2025. Fees: ACCESSORY $545.00 CO-ACCESSORY BUILDING $100.00 DEMOLITION $166.40 "Otal: $811.40 Buildi� g Inspector OITNT�o f 01'r TOWN OF SOUTHOLD—BUILDING DEPARTMENT Town Hall Annex 54375 Main Road P. O. Box 1179 Southold, NY 11971-0959 Telephone (631) 765-1802 Fax (631) 765-9502 littps://www.southoldtownny.gowe Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only 9661� n PERMIT NO. Building Inspector Applications and forms must be filled out In their entirety.Incomplete applications will notbe accepted. Where theApplicant'is not the owner,,an Owners'Authorization form(Page 2)shall be completed. Date: OWNER(S) OF PROPERTY: Name: 3 S n SCTM #1000- Project Address: oZ� ck U tc—rc� n e 1 (9-7 Phone#: �l a_ s�o Email: Mailing Address: ©� '57 7A CONTACT PERSON: Name: hai �(- Mailing Address: �. oO VV 141 T"A,, � -f- I Ct� N D01 Phone#: �� — _�7� Email:lr'�✓1� 0 DESIGN PRO^^FESSIONAL INFORMATION: Name: COV +o 1 SS f ae -N T e— y (� gn Mailing Address: X 3 D o p t ) 1 3 Phone#• � 3 � 5 s � -"0 � �� Email: � 1. I� „ CONTRACTOR INFORMATION: Name: o Mailing Address: 0-0 Phone#: 3 — 5 S ,3 E iI: r DESCRIPTION OF PROPOSED CONSTRUCTION New Structure ❑Addition ❑Alteration ❑Repair %emolition Estimated Cost of Project: ❑Other $ Will the lot be re-graded? Myes El No Will excess fill be removed from premises? *es XNo Cary i mss �u 3�l w�( oi� [aA_ PROPERTY INFORMATION Existing use of property: Intended use of property: Zone or use district in which premises is situated: Are there any covenants and restricts s with respect to 11 this property? ❑YesXNo IF YES, PROVIDE A COPY. ElCheck BOX After Reading: The owner/contractor/design professional is responsible for all drainage and storm water issues as provided by Chapter 236 of the Town Code.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,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(s)for necessary inspections.False statements made herein are punishable as a Class A misdemeanor pursuant to Section 210.45 of the New York State Penal Law. Application Submitted By(print name): joe_l S ❑Authorized Agent Xowner Signature of Applicant:' Date: CONNIE D.BUNCH STATE OF NEW YORK) Notary Public,State of New York No.01BU6185050 SS: f LNflified in Suffolk County COUNTY OF ) Commission Expires April 14, 2_Q_a f being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract) above named, (S)he is the (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/her knowledge and belief; and that the work will be performed in the manner set forth in the application file therewith. Sworn before me this day of ., 20 Notary Public PROPERTY OWNER AUTHORIZATION (Where the applicant is not the owner) N/ 6 I, residing at do hereby authorize to apply on my behalf to the Town of Southold Building Department for approval as described herein. Owner's Signature Date Print Owner's Name 2 w jib& Mod, BOARD OF SOUTHOLD TOWN TRUSTEES a SOUTHOLD,NEW YORK PERMIT NO. 10342 DATE: MARCH 15,2023 ISSUED TO: JOEL ER j PROPERTY ADDRESS: 29L75 SOU "_"IE'Iw?V AV'E E SOUTMLR SCTM#1000-51-4-11 AUTHORIZATION p Pursuant to the provisions of Chapter 275 of the Town Code of the Town of Southold and in accordance with the Resolution of the Board of Trustees adopted at the meeting held on Marsch 15.2L23,and in consideration of application fee in the sum of$250.90 paid by ` wand subject to the Terms and Conditions as stated in the Resolution, the Southold Town Board of Trustees authorizes and permits the following: Wetland Permit to demolish existing 261x16.1' detached garage and construct a proposed d 281x30' 1 & %story detached garage with a 61x4'outdoor shower enclosure with a gravel base, and a proposed pool equipment area on a 3'x14' pad at grade with a 36"high fence enclosure; construct a proposed 18'x45' in-ground pool with an 8'x8' hot tub enclosure inside the pool and new 48" high,471x98' pool enclosure fencing with gates;install a drywell for pool backwash; install a 48"wide by 55 linear foot long walkway;and existing gravel driveway with a proposed 30"maximum driveway retaining wall,beginning at steps,9' northerly,29'on the curve running 28',and 19' parallel to property line,to retain existing grade of the lawn;and as depicted on the site plan prepared by Charles W.Kuehn,Architect,received on March 15, 2023,and stamped approved on March 15,2023. IN WITNESS WHEREOF,the said Board of Trustees hereby causes its Corporate Seal to be affixed,and these presents to be subscribed by a majority of the said Board as of the day and year first above written. TERMS AND CONDITIONS The Permittee Joel_BSi res, at 2 575 undview v n So old NewYork as part of the consideration for the issuance of the Permit does understand and prescribe to the following: 1. That the said Board of Trustees and the Town of Southold are released from any and all damages,or claims for damages,of suits arising directly or indirectly as a result of any operation performed pursuant to this permit,and the said Perm ittee will,at his or her own expense,defend any and all such suits initiated by third parties,and the said Permittee assumes full liability with respect thereto,to the complete exclusion of the Board of Trustees of the Town of Southold. 2. That this Permit is valid for a period of 24 months,which is considered to be the estimated time required to complete the work involved,but should circumstances warrant,request for an extension may be made to the Board at a later date. 3. That this Permit should be retained indefinitely,or as long as the,said.Permittee wishes to maintain the structure or project involved,to provide evidence to anyone concerned that authorization was originally obtained. 4. That the work involved will be subject to the inspection and approval of the Board or its agents,and non-compliance with the provisions of the originating application may be cause for revocation of this Permit by resolution of the said Board. 5. That there will be no unreasonable interference with navigation as a result of the work herein authorized. 6. That there shall be no interference with the right of the public to pass and repass along the beach between high and low water marks. 7. That if future operations of the Town of Southold require the removal and/or alterations in the location of the work herein authorized,,or if, in the opinion of the Board of Trustees, the work shall cause unreasonable obstruction to free navigation,the said Permittee will be required, upon due notice,to remove or alter this work project herein stated without expenses to the Town of Southold. 8. That the said Board will be notified by the Permittee of the completion of the work authorized. 9,. That the Permittee will obtain all other permits and consents that may be required supplemental to this permit,which may be subject to revoke upon failure to obtain same. 10. No right to trespass or interfere with riparian rights. This permit does not convey to the permittee any right to trespass upon the lands or interfere with the riparian rights of others in order to perform the permitted work nor does it authorize the impairment of any rights, title,or interest in real or personal property held or vested in a person not a party to the permit. ftt Glenn Goldsmith,President " Town Hall Annex lf . 54375 Route 25 A. Nicholas Krupski,Vice President + , P.O.Box 1179 Eric Sepenoski Southold,New York 11971 Liz Gillooly Telephone(631)765-1892 Elizabeth Peeples Fax(631) 765-6641 BOARD OF TOWN TRUSTEES TOWN OF SOUTHOLD March 22, 2023 Patricia Moore, Esq. 51020 Main Road Southold, NY 11971 RE: JOEL B. SINGER 20575 SOUNDVIEW AVENUE, SOUTHOLD SCTM# 1000-51-4-11 Dear Mrs. Moore: The Board of Town Trustees took the following action during its regular meeting held on Wednesday, March 15, 2023 regarding the above matter: WHEREAS, Patricia Moore, Esq., on behalf of JOEL B. SINGER applied to the Southold Town Trustees for a permit ander the provisions of Chapter 275 of the Southold Town Code, the Wetland Ordinance of the Town of Southold, application dated January 23, 2023, and, WHEREAS, said application was referred to the Southold Town Conservation Advisory Council and to the Local Waterfront Revitalization Program Coordinator for their findings and recommendations, and, WHEREAS, the LWRP Coordinator issued a recommendation that the application be found Consistent with the Local Waterfront Revitalization Program policy standards, and, WHEREAS, a Public Hearing was held by the Town Trustees with respect to said application on March 15, 2023, at which time all interested persons were given an opportunity to be heard, and, WHEREAS, the Board members have personally viewed and are familiar with the premises in question and the surrounding area, and, L WHEREAS, the Board has considered all the testimony and documentation submitted concerning this application, and, WHEREAS, the structure complies with the standards set forth in Chapter 275 of the Southold Town Code, WHEREAS, the Board has determined that the project as proposed will not affect the health, safety and general welfare of the people of the town, NOW THEREFORE BE IT, RESOLVED, that the Board of Trustees have found the application to be Consistent with the Local Waterfront Revitalization Program, and, RESOLVED, that the Board of Trustees approve the application of JOEL B. SINGER to demolish existing 26'x16.1' detached garage and construct a proposed 28'x30' 1 & '/2 story detached garage with a 6'x4' outdoor shower enclosure with a gravel base, and a proposed pool equipment area on a 3'x14' pad at grade with a 36" high fence enclosure; construct a proposed 18'x45' in-ground pool with an 8'x8' hot tub enclosure inside the pool and new 48" high, 47'x98' pool enclosure fencing with gates; install a drywell for pool backwash; install a 48"wide by 55 linear foot long walkway, and existing gravel driveway with a proposed 30" maximum driveway retaining wall, beginning at steps„ 9' northerly, 29' on the curve running 28', and 19' parallel to property line, to retain existing grade of the lawn; and as depicted on the site plan prepared by Charles W. Kuehn, Architect, received on March 15, 2023, and stamped approved on March 15, 2023• Permit to construct and complete project will expire two years from the date the permit is signed. Fees must be paid, if applicable, and permit issued within six months of the date of this notification. Inspections are required at a fee of$50.00 per inspection. (See attached schedule.) Fees: $50.00 Very truly yours, Glean Goldsm h President, Board of Trustees GG/dd i driveway °�""' W f >, W 1 � w O D: W n � a V l � z oW N N o D D_ 10 ON cn o ~ 0 W wo C7 — to ~ }- 1 J z Ad J '^ V Q J _ O Q O , W tL ' p p U U Z p0 O - - — — TSP PPROVEED BY ARD OF I RUTEES date; T N OF SOUTH LD JANUARY 2021 . scale, DATE 15 1/4" drawn bq: C.W.Kuehn checked bu; GENERAL NOTES S7 II ENERGY CODE COMPLIANCE STATEMENT NOTE: I THE HEREBY UNDERSIGNED NEW YORK STATE REGISTERED DESIGN PROFESSIONAL STATES THAT TO THE EST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL NOTE: JUDGEMENT, THESE PLANS AND/OR SPECIFICATIONS ARE IN COMPLIANCE WITH NO WORK TO BE STARTED UNTIL EVIDENCE OF WORKERS' COMPENSATION INSURANCE THE 2020 NYSECCC ( CHAPTER 11 )WITH THE 2020 NYSECCC SUPPLEMENT. AND DISABILITY BENEFITS COVERAGE IS FILED AS REQUIRED BY SECTION 57 AND 220 SUBD.8 OF THE WORKERS' COMPENSATION LAW OF THE STATE OF NEW YORK ® APPLICABLE CODE AND STANDARDS ALL WINDOWS SHALL HAVE GLAZED OPENINGS PROTECTED FROM WIND-BORNE DEBRIS MEETING THE REQUIREMENTS OF THE LARGE MISSILE TEST OF ASTM E 1996 2020 BUILDING CODE OF NY STATE AND ASTM E 1886 REFERENCED THEREIN. IF PROTECTIVE PLYWOOD PANELS ARE 2020 RESIDENTIAL CODE OF NY STATEBEING USED FOR WINDOW PROTECTIVE, ALL PANELS SHALL BE MARKED AND STORED Tgg ON SITE. REFER TO SHEET T-5 OF CONSTRUCTION DRAWINGS FOR ADDITIONAL 11111 111111 Mill 1 2020®® ®® 2020 ENISTING BUILDING ERGY CONSERVATIONEOF NY STATE CODE OF NY STATE SPEC'S & DETAILS ©R14 ® ® 0 0 2020 PLUMBING CODE OF NY STATE SEPTIC SYSTEM AND DRY-W ' IIH 11 [in 2020 MECHANICAL CODE OF NY STATE COMPLETION OF THE WORK ELLS SHALL BE CERTIFIED BY OWNERS R.S./P.E. UPON In NEPA 70: NATIONAL ELECTRIC CODE (NEC), 2014 EDITION 00 DD OD 2018 A.F.P.A. W.F.C.M. A FINAL SURVEY MUST BE SUBMITTED AT COMPLETION OF JOB ELECTRICAL UNDERWRITERS CERTIFICATE MUST BE SUBMITTED AT W 00 COMPLETION OF JOB. �- NO FOOTINGS PLACED OR DRY WELLS COVERED UNTIL APPROVED BY INSPECTOR / �N FOUNDATION SURVEY SHALL BE SUBMITTED AND APPROVED BY THE BUILDING �J `- PROPOSED DETACHED GARAGE AT THE INSPECTOR PRIOR TO FRAMING Y DRILLING AND NOTCHING OF EXTERIOR WALLS AND BEARING PARTITIONS SHALL COMPLYTo� `- I_ v WITH SECTION R602.6. DRILLING AND NOTCHING OF TOP PLATE SHALL COMPLY WITH SECTION R602.6.1. X O w� THE MAXIMUM WATER CONSUMPTION FLOW RATE AND QUANTITIES FOR ALL PLUMBING T m Z FIXTURES AND FIXTURE FITTINGS SHALL BE IN ACCORDANCE WITH TABLE P2903.2. p 20575 S VIEW AVENUE BATHTUBS WITH SHOWER HEADS AND SHOWER COMPARTMENT FLOORS AND WALLS I ' m O� SHALL BE FINISHED WITH A NONABSORBENT SURFACE EXTENDING TO A HEIGHT OF 0- TOWNOF SSUFFOLK EW YORK NOT LESS THAN 6'-0" ABOVE THE FLOOR LL Qf i CO . ,s SHOWER AND TUB/SHOWER COMBINATIONS SHALL BE EQUIPPED WITH CONTROL VALVES Lt. `� Oz(No OF THE PRESSURE BALANCE, THE THERMOSTATIC MIXING OR THE COMBINATION PRESSURE N BALANCE/THERMOSTATIC MIXING VALVE TYPES WITH HIGH LIMINT STOPS. Q PROJECTINFORMATIONREI\fEbIfARLE WATER OPENINGS AND OUTLETS SHALL BE PROTECTED BY AIR GAP, ATMOSPHERIC- � TYPE VACUUM BREAKER, PRESSURE TYPE VACUUM BREAKER OR HOSE CONNECTION BACK-FLOW r 1 PREVENTER. 0 CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA (TABLE 301 .2(1 ) SEPERATE SHUT-OFF VALVES WILL BE PROVIDED FOR EACH BATHROOM & KITCHEN SUBJECT TO DAMAGE FROM ICE SHIELD ALL CONNECTIONS TO THE POTABLE WATER SHALL CONFORM TO SECTION P2902.4.1 THRU P2902.4.5 GROUND WIND DESIGN SEISMIC WINTER AIR MEAN a FROST LINE C DESIGN UNDERLAYMENT FLOOD G FREEZING ANNUAL A SOIL OR WASTE PIPE, OR BUILDING DRAIN PASSING UNDER A FOOTING OR THROUGH A LOOD SPEED (MPH) TOPOGRAPHIC SPECIAL WIND WIND-BORNE DESIGN f WEATHERING DEPTH b TERMITE e REQUIRED h HAZARDS I J FOUNDATION WALL SHALL BE PROVIDED WITH A RELIEVING ARCH; OR THERE SHALL BE BUILT EFFECTS REGION I DEBRIS ZONE m CATEGORY TEMP INDEX TEMP INTO THE MASONRY WALL A PIPE SLEEVE TWO PIPE SIZES GREATER THAN THE PIPE PASSING THROUGHT. C SEVERE 36" 11 ' REQUIRED 01500 52.9' PIPING SHALL BE INSTALLED IN TRENCHES SO THAT THE PIPING RESTS ON SOLID AND CONTINUOUS \� 20 PSF 130 MPH NO NO 1 M.I.C.M.H.W.L. MOD. 0 FEMA HEAVY NFIP BEARINGq3�'i * �f+ WIND EXPOSURE CATEGORY: MANUAL J DESIGN CRITERIA U ` DRAIN, WASTE AND VENTING PIPING AND FITTING MATERIALS SHALL COMPLY WITH TABLE P3002.1 ELEVATION LATITUDE WINTER SUMMER ALTITUDE INDOOR DESIGN DESIGN HEATING TEMPERATURE BUILDING SEWER PIPING AND FITTING MATERIAL SHALL COMPLY WITH TABLE P3002.2 HEATING COOLING CORRECTION FACTOR TEMPERATURE TEMPERATURE COOLING DIFFERENCE �" N THE WATER SUPPLY FOR DISHWASHERS SHALL BE PROTECTED BY AN AIR GAP OR INTEGRAL - 40 N 12.5 DEG 84 DEG 1 70 75 (db 63 wb ) 57.5 BACK FLOW PRF_VENTER 111711 COOLING WIND WIND COINCIDENT DAILY WINTER SUMMER THE DISCHARGE FROM CLOTHES WASHING MACHINES SHALL BE THROUGH AN AIR BREAK TEMPERATURE DIFFERENCE VELOCITY HEATING VELOCITY COOLING WET BULB RANGE HUMIDITY HUMIDITY THE ENTIRE PLUMBING SYSTEM SHALL BE TESTED IN ACCORDANCE WITH SECTION P2503 OF THE CODE 9 15 7.5 71.5 M 30% 45-55% ALL HEATING, VENTILATING AND AIR CONDITIONING SYSTEMS AND WORK SHALL BE INSTALLED IN ACCORDANCE WITH CHAPTER 13 THRU 24 OF THE 2015 INTERNATIONAL RESIDENTIAL CODE. ALL >1 LOCAL RULES AND REGULATIONS AND AS SPECIFIED BY THE LATEST EDITION OF THE NATIONAL � % JOEL SINGER FIRE PROTECTION =.SSOCIATION. OWNER: . WOOD FRAMED ALL MECHANICAL SYSTEMS, EQUIPMENT, IPMENT, APPLIANCES, ETC. MUST BE LISTED AND LABELED AND CLASSIFICATION : • INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SPECIFICATIONS, LISTING/LABEL AND THE CODE PROJECT D E S C R I PTI 0 N : SINGLE FAMILY RESIDENCE OCCUPANCY: S I N G E FAMILY RESIDENCE ALL FUELFLAME ,SAFEGUARDSPACE DEV CEN WHICHL LWILL SHUT OFFDTHEI FUEL SUPPLY TOA ATHE BUfZNEIRPWHEN THE ,n/ FLAME OR PILOT LIGHT IS EXTINGUISHED 0 PLANS ARE IN COMPLIANCE WITH 2020 RESIDENTIAL FIRE HAZARD : LO VV ALL EQUIPMENT SHALL PERFORM IN ACCORDANCE WITH TABLE N1103.1 OF THE CODE APPLICABLE CODE. o BUILDING CODE OF NY STATE ( PUBLICATION DATE 11 -2019 ALL HVAC PIPING `_HALL BE INSULATED IN ACCORDANCE WITH TABLE N1103.5 AND 2020 EXISTING BUILDING CODE OF NY STATE FIRE SPRINKLER SYSTEM : N/A DOMESTIC HOT WATER HEATING EQUIPMENT SHALL BE SUBJECT TO THE MINIMUM FEDERAL STANDARDS THE MINIMUM LOAD FOR UNDER GROUND SERVICE CONDUCTORS AND SERVICE DEVICES THAT SERVE 100 % OF THE DWELLING UNIT LOAD SHALL BE COMPUTED IN ACCORDANCE WITH TABLE E3502.2 MATERIAL INDEX WOOD NOTES ELECTRICAL NOTES CONSTRUCTION NOTES WIRING METHODS SHALL BE IN ACCORDANCE WITH TABLE E3701.2. ALLOWABLE APPILICATIONS FOR WIRING W W METHODS SHALL BE IN ACCORDANCE WITH TABLE 3701.4. GENERAL INSTALLATION AND SUPPORT 0 REQUIREMENTS FOR WIRING METHODS SHALL BE IN ACCORDANCE WITH TABLE E3702.1 Q Z EARTH 1. A minimum of one wall-switch-controlled lighting outlet is required in every Q z 1. THE A.I.A. GENERAL CONDITIONS ( A.I.A. DOC. A201) ARE HEREBY MADE (' habitable room, hallway, stairway, attached garage, and outdoor entrance. AN ADMINISTRATIVE PART OF THESE DRAWINGS, AS IF HEREIN WRITTEN COMPACTED GRANULAR MATERIAL Exception: In habitable rooms other than kitchens and bathrooms one or more IN FULL. p receptacles controlled by a wall switch are permitted in lieu of lighting 2. WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALED CONSTRUCTION NOTES w r CONCRETE 1. ALL LUMBER SHALL BE DOUGLAS FIR LARCH NO.1 outlets. DIMENSIONS. _ 2. In every kitchen, family room, dining room, den, breakfast room, living room, 3. LARGER SCALE DETAILS SHALL HAVE PRECEDENCE OVER SMALLER C) D SCALE DRAWINGS. IT IS THE INTENTION OF THE DRAWINGS TO PROVIDE Z = .-,...: 2. ALL WOOD CONSTRUCTION SHALL COMPLY WITH THE NATIONAL Q CONCRETE BLOCK parlor, sunroom, bedroom, recreation room, and similar rooms, receptacle FOR A COMPLETE JOB IN ALL RESPECTS AND NO EXTRAS WILL BE DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION AND THE outlets must be installed so that no point along the floor line is farther ALLOWED FOR MATERIALS AND/OR LABOR REQUIRED TO COMPLETE W WOOD FRAME CONSTRUCTION MANUAL - 2018 EDITIONS. GJ7 O STEEL than 12 ft, measured horizontally, from an outlet, including any wall space 2 THE WORK, AS INDICATED. Q 3. ALL WOOD EXPOSED TO WEATHER SHALL BE A.C.Q. TREATED IN ft or more wide and the wall space occupied by sliding panels in exterior 4. CONTRACTOR SHALL VERIFY ALL DIMENSIONS & CONDITIONS ON THE T-1 PROJECT INFORMATION �'� G� ALUMINUM ACCORDANCE AWPA STANDARDS. walls. JOB AND THE ARCHITECT'S OFFICE MUST BE NOTIFIED OF ANY VARI- f�-- ATIONS FROM THE DIMENSIONS AND CONDITIONS SHOWN ON THE LLJ FINISH WOOD 4. ALL WOOD CONNECTORS SHALL BE "SIMPSON", OR APPROVED 3. A minimum of two #12 wire 20-A small appliance circuits are required to serve DRAWINGS. PROVIDE DIMENSIONS SUBJECT TO ACTUAL FIELD COND- Z CV EQUAL. only small appliance outlets, including refrigeration equipment in the ITIONS AND NO CREDITS OR EXTRAS WILL BE ALLOWED FOR DISCREP- kitchen, pantry, dining room, breakfast room, and family room. Both circuits ANCIES UP TO 2'-0" IN ANY MEASUREMENT. ARCHITECTURALS ROUGH WOOD 5. MEMBERS DESIGNATED AS "MICRO-LAM" SHALL BE MANUFACTURED 5. CONSTRUCTION SHALL COMPLY WITH ALL FEDERAL,STATE AND LOCAL IN ACCORDANCE WITH "GEORGIA PACIFIC" STANDARDS. DESIGN must extend to the kitchen; the other rooms may be served by one or both of CODES, ORDINANCES, RULES AND REGULATIONS. CONTRACTOR SHALL BATT INSULATION STRESSES ARE AS FOLLOWS: FB=2,80OPSI, FV=285PSI, them. No other outlets may be connected to these circuits, except a ARRANGE FOR ALL NECESSARY PERMITS AND INSPECTIONS INCLUDING A-1 EXISTING CONDITIONS v 2,000,000 PSI. receptacle installed solely for an electric clock. In kitchen and dining THE OCCUPANCY CERTIFICATE. RIGID INSULATION areas, receptacle outlets must be installed at each and every counter space 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ADEQUATELY BRACING A-2 FOUNDATION PLAN wider than 12 in. AND PROTECTING ALL WORK DURING CONSTRUCTION AGAINST Q DAMAGE, BREAKAGE, COLLAPSE, DISTORTION AND MISALIGNMENT SAND 4. A minimum of one #12 wire 20-A circuit must be provided to supply the laundry ACCORDING TO APPLICABLE CODES, STANDARDS AND GOOD PRACTICE. A-3 FIRST FLOOR PLAN receptacle(s), and it may have no other outlets. 7. CONTRACTOR SHALL DISCONNECT, CAP AND REROUTE ANY EXISTING 5. At least one receptacle outlet must be installed in the bathroom near the WATER SANITARY OR UTILITY LINES IN AREA OF NEW FOUNDATIONS A-4 SECOND FLOOR PLAN dam; P AND SHALL USE HAND EXCAVATION IN AREAS OF SUSPECTED PROJECT S basin and must be provided with ground fault circuit interrupter protection. UNDER GROUND UTILITIES AND SERVICES. IF ANY LINES ARE BROKEN 6. Code requires sufficient 15- and 20-A circuits to supply three watts of power OR DAMAGED, THE CONTRACTOR WILL REPAIR AND REPLACE SAME A-5 ROOF PLAN SYMBOL INDEX AT HIS OWN EXPENSE AND ARRANGE FOR PROPER INSPECTION OF for every square foot of floor space, not including garage and open porch Scale; areas. Minimum code suggestion is one circuit per 600 sq ft; one circuit per HIS WORK. A-6 ELEVATIONS 500 sq ft is desirable. 8. THE INSTALLATION OF ALL MATERIALS AND PRODUCTS SHALL MEET ALL LOCAL FIRE DEPARTMENT'S REQUIREMENTS AND REGULATIONS, 7. A minimum of one exterior receptacle outlet is required (two are desirable) PROOF OF WHICH SHALL BE FURNISHED TO THE FIRE MARSHALL A-7 ELEVATIONS drawn bq and must be provided with ground fault circuit interrupter protection. PRIOR TO THE INSTALLATION OF SUCH MATERIALS AND PRODUCTS. M1 GARAGE FLOOR AREA - 1 ,050 S.F. 8. A minimum of one receptacle outlet is required in basement and garage, in 9• MATCH ALL EXISTING CONDITIONS AS THEY RELATE TO FINISHES, A-8 BUILDING SECTIONS C.W.Kuehn e DETAIL NUMBER P q g g LIGHTING COURSING, DIMENSIONS, HEIGHT, ALIGNMENT, ETC. MOVE M15 A4.2 M6 INTERIOR ELEVATION addition to the one in the laundry. In attached garages it must be provided AND RELOCATE ANY PARTITIONS WIRING PLUMBING AND DUCTWORK checked bu A-1 SHEET NUMBER MARK ATTIC FLOOR AREA - 460 S.F. with ground fault circuit interrupter protection. THAT MAY BE CONCEALED IN WALLS OR CEILINGS BEING REVISED, A-9 PLUMBING RISER - NOTES M10 TO PROVIDE A COMPLETE JOB IN ALL RESPECTS. 9. Many building codes require a smoke detector in the hallway outside bedrooms 10. PROVIDE ALL BLOCKING AND SUPPORTS AS REQUIRED FOR FRAMING A-10 e SECTION NUMBER AIR SEAL DETAILS-NOTES ENLARGED PLAN or above the stairway leading to upper floor bedrooms. OF NEW AND EXISTING AREAS. INSTALL AND REMOVE ( AFTER project n0; A-1 SHEET NUMBER MARK 10. Disconnect switches are required. COMPLETION ) ALL TEMPORARY SUPPORTS , HEADERS AND DUST N.Y. STATE CODE SCREENS TO ADEQUATELY SUSTAIN ALL LOADS AND PROTECT ELEVATION MARK EXISTING WORK FROM DAMAGES OF ANY KIND, INCLUDING DUST. �- PARTITION TYPE 11. FLASH, CAULK AND SEAL ALL JUNCTIONS OF NEW AND EXISTING T-2 CODE ANALYSIS O1 DOOR MARK ROOFS, WALLS AND PENETRATIONS, TO TO FORM A WATER TIGHT ARCHITECTS STATEMENT ASSEMBLY. ALL FLASHING TO BE 16 OUNCE COPPER SHEATHING AND T-3 CODE ANALYSIS 0 KEYNOTE SYMBOL EXTEND AT LEAST 8" ABOVE INTERSECTING SURFACES. 1 12. ALL ELECTRIC WORK SHALL CONFORM TO RULES AND REGULATIONS sheet #WINDOW MARK OF THE NATIONAL ELECTRIC CODE AND N.Y. STATE BOARD OF FIRE T-4 GENERAL NOTES Al REVISION MARK &---COLUMN CALLOUT UNDERWRITERS. THE FINAL CERTIFICATE OF APPROVAL MUST BE a _____PROPERTY LINE 13. THEEENTIRED PREMISES, INSIDE TO THE OWNER AIND OR OOUT, SHALLLFINAL ABEECLEANED OF ALL T-5 STRAPPING DETAILS T- 1 102 ROOM MARK LEASING LINE DEBRIS AND EXCESS MATERIALS, TO THE SATISFACTION OF THE OWNER, INCLUDING LABELS AND PROTECTIVE COATINGS ON ALL 0.00 SPOT ELEVATION MATERIALS. clrawinq title 14. REQUEST FOR FINAL PAYMENT MUST BE ACCOMPANIED WITH A TITLE SHEET WAIVER OF LIENS, SIGNED BY ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS, IN ADDITION TO THE GENERAL CONTRACTOR. w CLARK ROAD �e ;>0e existing + I pool equipment I � 1 " 210 . 33' 100 S 02 10 00 E o 0 41.0' Ln �-- o °° I CO LL, accessory structure setback N U z 10 ac - - Y — _ _ — _ - - - - �N o L1J % Q 64,7' U I 0 fr coo O d o Q hot o Existing 3 • I ° 0 1 &1 1 � tub I � 0 � T X o Q o f grassed o 0 18' X 4 I �" m zL- N o area o a.0' I.G. POOL I grassed U �0 1 w 12 0 area I IN W � 0LO 1 __J ,{ a_00 ry I ` p� 62,75 v J I Z N O o U Q m � I 00 ~ 00 1 � 32.25 m `° 1 ►� cry I U0 LJ existing wood I deck N retaining wall z 1 i 1 •3 Existing I 11'-6' �.I I � _ Ln 2 Story Ln U I ��,�L.) A/, Dwelling �I I � rv��' existing 1 I M ° a l �J�� ,._ , (f.f.el.35.0 ) �, , a . 1 wood 9 5� I gravel I , a w d" - N stair Z driveway a) J I 48 wide paver proposed 1 existinaexlistingl walkway driveway dig. x 6degp 55 Iin . ft. ool 'backwash c r�,_Inaching pool - - 10.0 I 1 0 w 28 : w ° N 45 o Y J I • existing 26.0 x 16. 1 1 I I of m � 1detached garage � to be removed Pr posed o f ravel �� 5 o m • S.F. o G rage driveway Z -+- W � i c (g.f.�1.29.3 )exsng o, w �, N LO z 1 o I I b I l C 0 I d- I 45'-6' D C o I `— x i o UJ m door grassed I I I I U : area 7. 3 x 4 I 1 1 outdoor shower I � I O ( n V J O i w/ gravel base — — — I L . WZ . � 1 I O Qt 9� >_ a o ¢ z - - — _ - - - — c� a 10' - - - - - __ — Ld o 1 accessory structure setback — — — -- — — — — — —I Q o z o 0 - - - - cu I 1 o I � o o U w O (n Ip z Ln N 02 ° 42 ' -- - - - - _ n.. z I - — — OT/P 231 . 76 ' 71 JANUARY 2021 I I " scale; PLOT P1,4" _ 1._0» LOT COVERAGE: drawn b�; TOTAL LOT AREA TO TIDE LINE = 27,578 S.F. DIMENSION REQUIREMENTS: ( ACCESSORY STRUCTURES C.W.Kuehn 1 " = 0" EXISTING 1ST FL MAIN DWELLING - 1,322 S.F. REQUIRED PROPOSED checked b� EXISTING REAR WOOD DECK - 532 S.F. FRONT YARD (DETACHED GARAGE) 40.0' 45.6' PROPOSED DETACHED GARAGE - 840 S.F. (IN-GROUND POOL) 40.0' 41 .0' project no; PROPOSED IN-GROUND POOL W/ COPPING - 980 S.F. 21009 SIDE YARD (DETACHED GARAGE) 20.0' 20.0' TOTAL PROPOSED LOT COVERAGE - 3,674 S.F. (13.32%) (IN-GROUND POOL) 10.0' 11 .0' sheep # BUILDABLE LOT AREA ( FROM COASTAL EROSION HAZARD LINE ) - 20,348 S.F. PERMITTED LOT COVERAGE (20.0%) - 4,069.6 S.F. TO BLUFF LINE (DETACHED GARAGE) 101 .2' PLOT- 1 (IN-GROUND POOL) 64.7' drawing title PLOT PLAN 28'-0' 24'-8' 25'-4' 2'-8' 6'-7' OUTDOOR SHOWER TO HAVE 5'-9' 5'-9' A MIN. 8" PEA-GRAVEL BASE 7'-3' OVER MIN. 12" CLEAN SAND BASE co 3 J Q �, W = N 2" X 8" F.J. Q N �� \ ® 16" O.C. CD OUTDOOR 1 (2) 2-X8" DECK SHOWER � I (2) 2" X 6" �� -0 i i H.B. i i BRACE POSTS d WLO 00 I (2) ro"111 -I-rT-T� I I I Cu CLOSET o 7� , 11 Oo\ a SAI P �r - 2868 EXTERIGR Ni I I I I I I N ENTRY DOOR N I I I I 1 1 1 1 1 1 I I I `"' N C3 I loo - I_LL�J_L_ I CI ♦ `— CD to OI 0D I-----� _ �v I Iz zl"I Lr- I I-----� I� o L----� I� ^ x I J 2" X 111 R.R. I 5'-4' 9'-8' '" I 1 ---- III N 12'-0' �O W I ® 16" O.C. 0 1 -- /1 m z —————————— roo ATTIC STORAGE ONLY I I I 2 F.J. E - 2 F.J. - tA21 LTJ �- O 1 00 8'-0" CLG. HT. I I I (2) F.J. I N � _ 23'r8' C CD II I I I 0/ I 1 2" X 10" F.J. 2" X 10" F.J. 1 of Q Z N I ® 16" O.C. ® 16" O.C. ^ I iv J 0 0 3036 D.H.-2 1 x v DOUBLE FRAME I� I �I c�i ?� I 3036 D.H.-2 0 0 o I w 1 00 o CD CD N FOR COPULA 1 1 0o N ! o o I W I N A21 �-/ 00 I N ( w ABOVE I I o N I M m I 0 � I c+) I w Il II W I I I 2 CAR GARAGE IQ- N z 110 V I �I I I 5! �� I I I w Cu I 40 I 1 2" X 8" R.R. NI I I x _J I ® 16 " O.C. I I I I I I pq 0 I x A21 - --� " ,/ --- _ ---- (2) - - -~ (2) F.J_ ---== I I I 2 X R.R. I I I I 016 O.C. I I 13'-6' 13'-6' r I I JI I -?* CD 1 a I "1 I O, I io I 001 1 2" X 10" F.J. N 2" X 10" F.J.CD I I u-I I ® 16" O.C. ® 16" O.C. I I i UJ I I I JI I (2) 2"X12" I I (2) 1 3/4" x 11 7/8" LVL (2) 1 3/4" x11 VL H.B.1k Nk 7/8" L L-———————————— ————————————J Ld N O 2 o w co 0- 0 O o M O (n 5 5'-9' 5'-9' w o' QJ N + N 6'-7' 11'-6' 6'-7' 8'-3' 11'-6' 8'-3' ca I � r- 28'-0' LU i Q ATTIC STORAGE PLAN GARAGE LEVEL PLAN 0 z 1/4" = 1'-0" 1/41' = 1'-0" o S ATTIC FLOOR AREA - 460 S.F. GARAGE FLOOR AREA - 1,050 S.F. = o O U 2" X 6" WALL STUD 0 p ' 4_J LIJ 0 o O • �.c7 2" X 6" PLATE LEGEND . o N� w r L--HEADER AS INDICATED (2) LVL HEADER O COLUMN/POST AS INDICATED PROPOSED NEW WALLS FOAM INSUL. D EXISTING WALLS d MAY 2022 WALLS TO BE REMOVED 2" X 6" PLATE ® CORNER POST HOLD DOWN BRACKET scale; 1�d 1/4" = 1'-0" SHEAR WALL HOLD DOWN STRAP INSTALL ON EVERY NEW HEADER, 2 PLCS WINDOW OR DOOR ❑ POST FROM ABOVE drawn bq; UNIT ® SOLID POST SIMPSON STRONG—TIE PC66 C.W.Kuehn SCALE: NOT TO SCALE checked bq TYP . HEADER DET. project no; 21009 sheet # A - 1 &awing title GARAGE PLANS t 28'-0' 8" POURED CONC. FOUNDATION ANCHOR BOLT SPACING WALLS OVER 8" X 16" POURED TO START 12" FROM 2" CONCRETE FOOTING W/ (2) #5 LOW FOUNDATION CORNERS REBAR CONTINUOUS AT BOTTOM FOUNDATION ( TYPICAL ) TO MIN. 36 BELOW GRADE ------------T-------- ---------I-------------i N �.o.; — — �° 1 I - . . e•: 47777. 4 24"X24"X12" POURED CONC. c I I 1 I RAISED I '. • I ( 2,500 PSI ) FOOTING W/ C 1 CY) z I I FOUNDATION (3) #5 REBAR E CH WAY I ® RAISED I a I I 2" X 10" R.R. � � 12" X 10" R.R. ( AT BOTTOM 1 ® 16" O.C. ® 16" O.C. I I FOUNDATION f I ,-I 1 ♦ DROP TOP OF FOUNDATION W 1 I I I i 81-0s rl MIN. 6" BELOW TOP OF I- co CD 1 d FLOOR SLAB I ' ' '~ `. I U 00 13 -4 13'-4' I I I o v (0N 1 48"X48 X18" POURED CONC. (2) 1 3/4" X 9 1/4" LVL - R.R. (2) 1 3/4" X 9 1/4" LVL - R.R. I ( 2,500 PSI ) FOOTING W/ C • I- I I I I (5) #5 REBAR EACH WAY DROP STOP OF FOUNDATION 1 1 _ � I 2" X 8" R.R. 2" X 8" R.R. I AT BOT OM MIN. 6 BELOW TOP OF O j ® 16" O.C. ---- ® 16" O.C. 1 1 O I FLOOR SLAB ( 1 X Q a: Low mz111 L` I I I I - I 1 1 1 I FOUNDATION U �:O0 I I CUPOLA OWNER I ♦ W I I I TO SELECT i 1 o I ° I 11 1 1CD I 0 0000 I 1 I I I I I I a Cl) Jyy �( 04 1 i i t ui l i i I I :.; I UNEXCAVATED I 1 Q zN I o-- I 6" P.C. SLAB W/ .� 10 GA., 6"x 6" W.W.M. I I I OVER 6 MIL VAPOR BARRIOR I (2) 1 3/4" X 9 1/4" LVL - R.R. 5-' (2) 1 3/4" X 9 1/4" LVL - R.R. I I �` OVER MIN. 4" COURSE GRAVEL BASE II II U I x 2" X 10" R.R. 1 1 2" X 10" R.R. I 26'-8' I ® 16" O.C. I ® 16" O.C. I RAISED I I I DROP TOP OF FOUNDATION 1 I I ( FOUNDATION I MIN. 6" BELOW TOP OF FLOOR SLAB I LOW I I 1 I FOUNDATION L--------------1--------- ---------I ------------J I� O ♦ o• o — — — o—� o� �y °r .3 LOW LOW I TYPICAL CORNER FOUNDATIONFOUNDATION ♦ HOLD-DOWN BRACKET ROOF PLAN 3'-7' 9'-4' 2'-2' 9'-4' NOTE: w PROVIDE STEEL CONNECTORS ® INTERSECTION 281-0' O OF VALLEYS, RIDGES, & DOUBLE ROOF RAFTERS w Q) o HATCHED AREA INDICATES ONE o � ROOF BUILT OVER ANOTHER- (2) 2"x 6" PRESSURE PRESERVATIVELY w ROOF UNDER TO BE BUILT FIRST " TREATED SILL PLATE PER R323.1.2 FOUNDATION PLAN w 5/8 DIA STEEL ANCHOR BOLTS MAX ® 36 +� N O.C. WITH 3" X 3" WASHERS, WITHIN co 12" FROM ENDS OF EACH SILL PLATE PIECE. » > >> EXTEND BOLTS MIN 7" INTO FND & SECURE /•4 — 1 — 0 ALL RIDGES TO HAVE RIDGE VENTS TO SILL W/ WASHER AND TIGHTENED NUT INSTALL SILL SEAL & TERMITE SHIELD. \ (2) 2"x 6" PRESSURE PRESERVATIVELY Lv + a; TREATED SILL PLATE PER R323.1.2 Q ♦ 5/8" DIA STEEL ANCHOR BOLTS MAX ® 36 CC 00 O.C. WITH 3" X 3" WASHERS, WITHIN Q GRADE 12" FROM ENDS OF EACH SILL PLATE PIECE. U 6 . DIA. STEEL COLUMN a " : . �. EXTEND BOLTS MIN 7 INTO FND & SECURE � NEW 4�� POURED CONC. FLOOR TO SILL W/ WASHER AND TIGHTENED NUT �LLJ ! J 4" ( 2,500 PSI ) CONCRETE SLAB ' . .< SLAB W/ 6" X 6" W.W.M. OVER INSTALL SILL SEAL & TERMITE SHIELD. NEW 4 POURED �CONC. FLOOR = „ " a . SLAB W 6 X 6 W.W.M. OVER U o O W/ 10 GA, 6X6 W.W.M. OVER 6 MIL PLASTIC VAPOR BARRIER 6 MIL PLASTIC VAPOR BARRIER Q .004 MIL. POLYETHYLENE •'.%e ' I- BARRIER I +, W O 1 p Ln O + <. a GRADE . = Z 4'• a y•• ' A.00 N r d .e w e ° datei H I w MAY 2022 48"X48"X18" POURED CONC. 48m GRAVEL BASE .Q.' GRAVEL BASE ( 2,500 PSI ) FOOTING ' •, •.., :, 1 " RIGID INSULATION TO cu RIGID INSULATION TO 1/4" = 1'-0" ILONTAL & VERTICAL- (5) #5 REBAR EACH WAY =TT-�If'�- - t 4 ONTAL & VERTICAL AT BOTTOM , \ a •'. drawn bq: II II III II I II II II C.W.Kuehn _# 8' POURED C❑NC, F❑UNDATI❑N WALL 8' POURED CONC, FOUNDATI❑N WALL W/ C2) #5 REBAR AT TOP CONTINU❑US W/ (2) #5 REBAR AT TOP CONTINU❑US OVER 10' X 20' POURED CONC. °' OVER 10' X 20' POURED CONC, checked bu ___ll �=J I 00 t a • F❑❑TING W/ (3) #5 REBAR AT BOTTOM a • FOOTING W/ C3) #5 REBAR AT BOTTOM f Tf J TT -I d e e a: . e C❑NTINU❑US C❑NTINU❑US ^III II III I I I I :.` A. ° <• o "<.. O..•,�.•.�... project no I I I I III I I I I 4 : "A(6 \�� ` : • . L_11_-1L_ll_J 21009 TT 24" 24" SPREAD FOOTING DETAIL, sheet # FOUNDATION WALL DETAIL - B FOUNDATION WALL DETAIL - B 1/2" = 1'—O" A - 2 drawing title FOUNDATION/ROOF 31-7s z/fT Cn I P Pi w Lo L3 w w LO 00 C3 I 0 00 (0 N (0 N LO w C3 w Lu w 11 LO m P (0 w x z 11 IT w x 3:< x < - x 0 wU- < L- x Ld X:< � � m z x :7P % % 4 ffTl I Lli CD 0 CD co CUto Cu N Cu ry OZ(0 I pil l < (0 CI D z C 1 3 z L———————————————————————————————————————————-j L———————————————————————————————————————————————— L---------------------------------------------J L EAST ELEVATION SOUTH ELEVATION ��� ��c.{��y`n. 1/401 11-00' 1/491 11-011 RIGHT SIDE ELEVATION FRONT ELEVATION C.. ZT J —!Jd —T F 0 LO HANDRAIL AT 36- W/ 7 Lo 0 W/ -0 BALUSTRADS SPACED HANDRAIL AT 36"BALUSTRADSSPACED AS NOT TO ALLOW A AS NOT - 4" DIA. SPHERE TO TO ALLOW A CD 4" DIA. SPHERE TO < PASS THROUGH ANY AREA PASS THROUGH ANY AREA 11 LT" Cul Ld 7ZD'0 1kx Li 0 w z < x Lu 4-J CD CD 3:1 Ll Cu Cu 0 11 IT 11 11 01 1 11 11 1 MAY 2022 1/4" = 1'-0" drawn bu: C.W.Kuehn NORTH ELEVATION WEST ELEVATION checked bq: REAR ELEVATION 1/411 LEFT SIDE ELEVATION l'—O" project no; 21009 sheet # 3— A - 3 drawing title ELEVATIONS NOTE: PROVIDE "GRACE" ICE & WATER SHIELD EXTENDING FROM THE EAVE EDGE, TO A POINT 24" INSIDE THE 4'-0" " " _DETAIL_4_ EXTERIOR WALL LINE OF THE 1 3/4 x 16 LVL RIDGE ❑ ❑ SHT T-5 STRUCTURE OR PER PLAN TOP WALL PLATE / 240# ASPHALT ROOF SHINGLES E OL 15# ASPHALT BLD'G FELT - - - - - - T.0_RIDG 1/2" PLYWD SHEATHING / 2" X 8" R.R ® 16" O.C. 24" MIN. 1/2- 3 PLY PLYWOOD / `-' \ _DETAIL 3 _ SHEATHING PANEL - GLUED TOWALL STUDS -- // \\ _- /� SHT T-5 / \ 1� W L 6D COMMON NAILS ® 6" O.C. // 2" X 8" C.J. ® 16" OC u7 AT PERIMETER / \ / W 00 < J /// ATTIC STORAGE ONLY � \\\ Q (0 N c0 6D COMMON NAILS ® 12" O.C. o_ %% \\ W N PREFINISHED GUTTERS & LEDDERS ,s AT FIELD o \ I I I OVER PREFINISHED FASCIA OVER / \ DETAIL 3OD 2" X 8" CCA FASCIA BLOCKING n /� SHT T-5 0 I- Y ro i I D' 1 / i CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA (TABLE 301.2(1 ROOFING NOTES: SUBJECT TO DAMAGE FROM ICE SHIELD TABLE R602.3(l) GROUND WIND DESIGN SEISMIC WINTER AIR MEAN Asphalt strip shingles shall have a minimum of six SNOW d DESIGN a FROST LINE c DESIGN UNDERLAYMENT FLOOD G FREEZING ANNUAL FASTENING SCHEDULE SPEED MPH TOPOGRAPHIC SPECIAL WIND WIND-BORNE f WEATHERING DEPTH b TERMITE e REQUIRED h HAZARDS I � fasteners per shingle in the 110-130 mph wind zones. LOAD ( EFFECTS k REGION I DEBRIS ZONE m CATEGORY TEMP INDEX TEMP R905.1.2 ICE BARRIER. In areas where there has been a history of ice ITEM DESCRIPTION OF BUILDING ELEMENTS NUMBER & TYPE SPACING & LOCATION 20 PSF130 MPH NO NO 1M.I.C.M.H.W.L. C SEVERE 36" MOD. TO 11' REQUIRED FEMA 01500 52.9' forming along eaves causing a backup of water as designated in OF FASTENER HEAVY NFIP g g g P g Table R301.2(1), criteria so designates, an ice barrier that consists of a least ROOF WIND EXPOSURE CATEGORY: MANUAL J DESIGN CRITERIA two layers of underlayment cemented together or of a self-adhering 4-8d box (2 1/2"x0.113") or 1 BLOCKING BETWEEN CEILING JOISTS OR RAFTER TO TOP PLATE " " TOE NAIL WINTER SUMMER ALTITUDE INDOOR DESIGN DESIGN HEATING TEMPERATURE polymer modified bitumen sheet, shall be used in lieu of normal 3-8d common (2 1/2 x0.113 ) or ELE=NATION LATITUDE HEATING COOLING CORRECTION FACTOR TEMPERATURE TEMPERATURE COOLING DIFFERENCE underlayment and extend from the lowest edges of all roof surfaces to a 3-3"x0.131"(na'0.128") or point at least 24 inches 610 mm Inside the exterior wall line of the building. " " ls 40' N 12.5 DEG 84 DEG 1 70' 75' (db 63' wb ) 57.5 P ( ) � 9• 4-8d box (2 1/2 x0.113 ) or 2 CEILING JOISTS TO TOP PLATE 3-8d common (2 1/2"x0.113") or PER JOIST - TOE NAIL COOLING WIND WIND COINCIDENT DAILY WINTER SUMMER Tables R905.1.1(2) UNDERLAYMENT. For roof slopes from two units 3-10d box (3"x0.128") or TEMPERATURE DIFFERENCE VELOCITY HEATING VELOCITY COOLING WET BULB RANGE HUMIDITY HUMIDITY vertical in 12 units horizontal (17-percent slope), up to four units 3-3"x0.131" nails 9 15 7.5 71.5 M 30% 45-55% vertical in 12 units horizontal (33-percent slope), underlayment shall be 3 CEILING JOISTS NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER 4-10d box (3"x(113")or „) FACE NAIL 3-16d common 2 1 2 x0.113 or two layers applied in the following manner. Apply a 19-inch (483 mm) PARTITIONS ( SEE SECTION R802.5.2 & TABLE R802.5.2 ) 4-3" x 0.131" nails PLANS ARE IN COMPLIANCE WITH 2020 BUILDING CODE OF NY STATE strip e underlayment ntly felt parallel to and starting at the eaves, fastened sufficiently to hold in place. Starting at the eave, apply 36- 4 CEILING JOISTS ATTACHED TO PARALLEL RAFTER ( HEEL JOIST ) TABLE R802.5.2 FACE NAIL 2020 BUILDING CODE OF NY STATE inch-wide (914 mm) sheets of underlayment, overlapping successive sheets ( SEE SECTION R802.5.2 & TABLE R802.5.2 ) z 2020 RESIDENTIAL CODE OF NY STATE 19 inches (483 mm), and fastened sufficiently to hold in place. Distortions in 4-10d box (3 x0.113" or o0 5 COLLAR TIE TO RAFTER, FACE NAIL OR 1 1/4 X 20 GA. RIDGE 3-16d common 2 1 . x0.113") or FACE NAIL EACH RAFTER 2020 EXISTING BUILDING CODE OF NY STATE the underlayment shall not interfere with the ability of the shingles to seal. STRAP TO RAFTER „ " ( For roof slopes of four units vertical in 12 units horizontal (33-percent sloe 4-1 x omm nails ' . I 202() FIRE CODE NY STATE TABLE 301 . 5 p ( P p ) LIJ 00 or greater, underlayment shall be one layer lied in the following 6 RAFTER OR ROOF TRUSS TO PLATE 3-16d common (2 1/2"x0.113") or 2 TOE NAILS ON ONE SIDE & cfl N NFPA 70: NATIONAL ELECTRIC CODE (NEC), 2020 EDITIONgY pp g 3-10d box (3"x0.148") or 1 TOE NAIL ON OPPOSITE SIDE CO manner. Underlayment shall be applied shingle fashion, parallel to and 4-10d box (3"x0.113") or OF EACH RAFTER OR TRUSS N MINIMUM UNIFORMLEY DISTRIBUTED LIVE LOADS starting from the eave and lapped 2 inches (51 mm), fastened sufficiently 4-3" x 0.131" nails U to hold in place. Distrotions in the underlayment shall not interfere with the 4-16d (3 1/2"0.135") or I' I i WEIGHTS OF MATERIALS ability of the shingles to seal. End laps shall be offset by 6 feet (1829 mm). 7 ROOF RAFTER TO RIDGE, VALLEY OR HIP RAFTERS OR ROOF RAFTER 3-10d common (3"x0.148") or TOE NAIL W r USE LIVE LOAD TO MINIMUM 2" RIDGE BEAM 4-10d box (3"x0.128") or R301.2.2.2.2 4-3" x 0.131 nails • (D >- X UNINHABITABLE ATTICS WITHOUT STORAGE b 10 R905.2.8.1 Base and cap flashing. Base and cap flashing shall be 3-16d (3 1/2"x0.135" or _ Q AVERAGE DEAD LOADS SHALL NOT EXCEED 15 PSF FOR ROOFS/CEILING installed in accordance with manufacturer's installation instructions. 2-16d common (3 1I2"x0.162") or END NAIL Xw L'- ASSEMBLIES OR 10 PSF FOR FLOOR ASSEMNLIES, EXCEPT AS FURTHER b Base flashing shall be of either corrosion-resistant metal of minimum 3-3"dxb0.131"n °a' s8")° r I m z LIMINTED BY SECTION R301.2.2. DEAD LOADS FOR WALLS ABOVE GRADE UNINHABITABLE ATTICS W/ LIMITED STORAGE 'g' 20 nominal 0.019-inch (0.483 mm) thickness or mineral surface roll roofing o SHALL NOT EXCEED: weighing a minimum of 77 pounds per 100 square feet (3.76 kg/m2). Cap WALL U O � Ln flashing shall be corrosion-resistant metal of minimum nominal 16d common 3 1 2"x0.162" 24" O.C. FACE NAIL ' I O Oo HABITABLE ATTICS & ATTICS SERVED W/ FIXED STAIRS 30 g 8 STUD TO STUD ( NOT AT BRACED WALL PANEL ) ( / ) W IZ 0.019-inch (0.50 mm) thickness. 1od box " or = 1 1. 15 PSF FOR EXTERIOR LIGHT-FRAME WOOD WALLS (3"xo.12s ) 1s" O.C. FACE NAIL __J I-- 2. 14 PSF FOR EXTERIOR LIGHT-FRAME COLD-FORMED STEEL WALLS BALCONIES ( EXTERIOR ) AND DECKS e 40 3" x 0.131" nails N 3. 10 PSF FOR INTERIOR LIGHT-FRAME WOOD WAILS R905.2.8.2 Valleys. Valley linings shall be installed in accordance 9 STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL 16d common (3 1/2"x0.162") or 12" O.C. FACE NAIL 0 N ' CORNERS ( AT BRACED WALL PANELS 3 x 0.131 nails 4. 5 PSF FOR INTERIOR LIGHT-FRAME COLD-FORMED STEEL WALLS FIRE ESCAPES 40 with manufacturers installation instructions before applying shingles. ) Valley linings of the following types shall be permitted: 16d common (3 1/2"x0.152") 16" O.C. FACE NAIL 5. 80 PSF FOR 8" THICK MASONRY WALLS d 16d common (31/2"x0.162") 16" O.C. EA EDGE FACE NAIL 6. 85 PSF FOR 6" THICK CONCRETE WALLS GUARDRAILS AND HANDRAILS 200 to BUILT-UP HEADER ( 2" To 12" HEADER WITH 1/2" SPACE ) 1. For open valley (valley lining exposed) lined with metal, the 16d box (3 1/2"0.135") 12" O.C. EA EDGE FACE NAIL 7. 10 PSF FOR SIP WALLS f valley lining shall be at least 24 inches (610 mm) wide and of any 5-8d box (2 1/2"x0.113") or GUARDRAILS IN-FILL COMPONENTS 50 of the corrosion-resistant metals in Table R905.2.8.2. 11 CONTINUOUS HEADER TO STUD 4-8d common (2 1/2 x0.113 ) or TOE NAIL 4-10d box ( 3"x0.128") PASSENGER VEHICLE GARAGES a 50a 2. For open valleys, valley lining of two plies of mineral surface 12 TOP PLATE TO TOP PLATE 16d common (3 1/2"x0.162") 16" O.C. FACE NAIL roll roofing, complying with ASTM D3909 or D6380 Class M , shall be 10d box (3"x0.128") or be permitted . The bottom layer shall be 18 inches (457 mm) and the 3" x 0.131" nails 12 O.C. FACE NAIL ROOMS OTHER THAN SLEEPING ROOMS 40 to la minimum 36 inch914 mm wide. p layer a mmum oes ( ) 13 DOUBLE TOP PLATE SPLICE 8-16d common (3 1/2"x0.162")or FACE NAIL ON EACH SIDE OF END 12-16d box (3 1/2"4.135") or JOIST (MINIMUM24" LAP SPLICE SLEEPING ROOMS 30 3. For closed valleys (valley covered with shingles), valley 12-10d box (3"x0.128") or LENGTH EA SIDE OF END JOIST) lining of one ply of smooth roll roofing complyiing with ASTM D 6380 12-3" x 0'131" Haas C at least 36 inches (914 mm) wide or valley 14 BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR 16d common (3 1/2 x0.162 ) 16 O.C. FACE NAIL �Q STAIRS 40 lining cs described in Items 1 and 2 above shall be permitted. BLOCKING ( NOT AT BRACED WALL PANEL ) 16d box (3 1/2"x0.135") or 12" O.C. FACE NAIL * U 3 x 0.131 nails Specia 4 underlayment complying with ASTMD 1970 may be used in lieu of the lining material. 15 BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR 3-16d box (3 1/2"x0.135") or 3 EA 16" O.C. FACE NAILn2.1s9 BLOCKING ( AT BRACED WALL PANEL ) 2-16d common (3 1/2"xO.162") 2 EA 16" O.C. FACE NAIL � �pF 4-3" x 0.131" nails 4 EA 16" O.C. FACE NAIL For SI: 1 pound per square foot = 0.0479 Kpa 4-8d box (2 1/2"x0.113") or 16 TOP OR BOTTOM PLATE TO STUD 3-16d box (3 1/2"0.135") or TOE NAIL Id 1 square inch = 645 mm2, 3-8d common (2 1/2"0.131") or 1ound = 4.45 N. 4-10d box (3"x0.128") or p TABLE 3 01 . 7 4-3" x 0.131" nails 3-16d box (3 1/2"x0.135") or END NAIL 2-16d common (3 1/2"4.162") or a. Elevated garage floors shall be capable of supporting a 3-10d box (3"4.128") or 2,000-pound load applied over a 20-square-inch area. ALLOWABLE DEFLECTION OF STRUCTURAL MEMBERS 3-3" x 0.131 nails b. Uninhabitable attics without storage are those where the clear height ALLOWABLE 3-10d box x0 g g STRUCTURAL MEMBER 17 TOP PLATE, LAPS AT CORNERS OR INTERSECTIONS 2-16d common (33 1/1/2"xx 0.162") or or FACE NAIL between joists & rafters is not more than 42", or where there are not two DEFLECTION 3-3" x 0.131" nails or more adjacent trusses with web configurations capable of accommodating 18 1" BRACE TO EACH STUD AND PLATE 3-8d box (2 1/2"x0.113") or » RAFTERS HAVING SLOPE GREATER THAN 2-8d common (2 1/2"x0.131") or FACE NAIL o an assumed rectangle 42 in height by 24 in width, or greater within the L/180 2-10d box (3"x0.128") or C_ plane of the trusses. 3/12 W/ NO FIN. CEILING ATTACHED 2-STAPLES 1 3/4" The live loadneed only be applied to those portions of the joists or truss 19 1" x s" SHEATHING TO EACH BEARING 3-8d box (2 1/2"x0.113") or +_ ° bottom chords where all of the followingconditions INTERIOR WALLS AND PARTITIONS H/180 2-8d common (2 1/2"x0.131") or FACE NAIL a conons are me2-10d box (3"x0.128") or 360 2-STAPLES, 1" CROWN, 16 GA 1 3 t- 1.1. The attic area is accessed from an opening not less than 20" in FLOORS / 3-8d box (2 1/2"x0.113") or width by 30" in length and is located where the clear height in 3-8d common (2 1/2"x0.131") or the attic is not less than 30" CEILINGS WITH BRITTLE FINISHES ( INCLUDING 20 1" X 8 AND UNDER SHEATHING TO EACH BEARING 3-10d box (3"x0.128") or PLASTER AND STUCCO) L/360 3-STAPLES, 1" CROWN 16 GA 1 3 " FACE NAIL WIDER THAN 1" X 8" Z 2. The slopes of the joists or truss bottom chords are not greater than 3-8d box (2 1/2"0.113") or z Z 2" vertical to 12 units horizontal 3-8d common (2 1/2"x0.131") or o �� Z CEILINGS WITH FLEXIBLE FINISHES H/360 3-10d box (3"x0.128") or J J �0 3. Required insulation depth is less than the joist or truss bottom chord ( INCLUDING GYPSUM BOARD ) / 3-STAPLES, 1" CROWN, 16 GA 1 3 " m Z Z � member depth. FLOOR a_ O 0Z ALL OTHER STRUCTURAL MEMBERS L/240 4-8d box (2 1/2"x0.113") or0 F- Z 21 JOIST TO SILL, TOP PLATE OR GIRDER 3-8d common 2 11/2"4.11113")") oror TOE NAIL M Q o Z The remaining portion of the joists or truss bottom chords shall be ( 3-10d box (3"x0.128") or 0Z= designed for a uniformly distributed concurrent live load of not less that EXTERIOR WALLS-WIND LOADS WITH H 360 3-3" x 0.131" nails = 10 pounds per square foor. PLASTER OR STUCCO FINISHES / 22 RIM JOIST, BAND JOIST OR BLOCKING TO SILL OR TOP 8d box (2 1/2"x0.113") 4" O.C. TOE NAIL 4- Q Z Z plane of the trusses. PLATE ( ROOF APPLICATIONS ALSO 8d common (2 1/2"x0.131") or (D I j Z EXTERIOR WALLS-WIND LOADS WITH 10d box (3"x0.128") or 6 O.C. TOE NAIL o o CV OTHER BRITTLE FINISHES Q r- 10 L/240 3" x 0.131" nails c. Individual stair treads shall be designed for the uniformly "" 3-8d box (2 1/2"x0.113") or 23 1X 6SUB-FLOOR OR LESS TO EACH JOIST distributed live load or a 300-pound concentrated load 2-8d common (2 1/2"x0.113") or FACE NAIL 3-10d box or acting over an area of 4 square inches, whichever produces EXTERIOR WALLS-WIND LOADS WITH 2-STAPLES,( L/120 , 16 GA 1 3 " date. the greater stresses. FLEXIBLE FINISHESAUGUST 2023 LINTELS SUPPORTING MASONRY VENEER 2-16d common (3 1/2"x0.162") scale; 24 2" SUB-FLOORING TO JOIST OR GIRDER 3-16d box (3 1/2"x0.135") or BLIND OR FACE NAIL d. A single concentrated load applied in any direction at any point 600 3-16d box (3 1/2"x0.135") or L along the top. WALLS / 25 2" PLANKS ( PLANK & BEAM - FLOOR & ROOF ) 2-16d common (3 1/2"x0.162") AT EACH BEARING FACE NAIL 3-16d common (3 11,2"x0.162") drawn bq 26 BAND OR RIM JOIST TO JOIST 4-10d box (3"x0.128 ) or e. See R507.1 for decks attached to exterior walls. NOTE: L = span length, H = span height. 4-3" x 0.131" nails END NAIL c.w.KUEHN 4-3"x14 go staples, 7/16" crown f. Guard in-fill components (all those except the handrail ) checked bU a. The wind load shall be permitted to be taken as 0.7 times NAIL EA LAYER As FOLLOWS P BUILT-UP GIRDERS AND BEAMS 2" LUMBER LAYERS 20d common (3 1/2"x0.162") or balusters and panel fillers shall be designed to withstand the Component and Cladding loads for the purpose of 27 � AND STAGGERED & BOTTOM a horizontally applied normal load of 50 pounds on an area the determining deflection limits herein. 10d box (3"x0.128") or 24" O.C. FACE NAIL AT TOP project no; equal to 1 square foot. This load need not be assumed to 3" x 0.131" nails & BOTTOM STAGGERED ON act concurrent) with an other live load requirements OPPOSITE SIDES 23044 Y Y q b. For cantilever members, L shall be taken as twice the lenght AND: of the cantilever.. 2-20d common (3 1/2"x0.162") or FACE NAIL AT ENDS & AT 3-10d box (3"x0.128 ) or EACH SPLICE h. Attic spaces served by fixed stair shall be designed to support the 3-3" x 0.131" nails minimum live load g rooms.P•specified for sleeping c. For aluminum structural members or panels used in roof or 4-16d box (3 1/2"x0.135") or AT EACH JOIST OR RAFTER Sheet # walls of sun-room additions or patio covers, not supporting 28 LEDGER STRAP SUPPORTING JOISTS OR RAFTERS 3-16d common (3 1e,2"x0.162") FACE NAIL edge of glass or snadwich panels, the total load deflection 4-10d box (3"x0.128 ) or 4-3" x 0.131" nails A - 2_ 2 shall not exceed L/60. For sandwich panels used in roofs 2-10d box (3"x0.128") or or walls of sun-room additions or patio covers, the total load 29 BRIDGING OR BLOCKING TO JOISTS 2-8d common (2 1/2"x0.113") or deflection shall not exceed L/120. 12-3" x 0.131 nails drawinq title CODE .,t TABLE R404.1.1(1) TABLE R404.1.2(8) PLAIN MASONRY FOUNDATION WALLS MINIMUM VERTICAL REINFORCEMENT FOR 6,8,10 & 12 INCH FLAT BASEMENT WALLS PLAIN MASONRY MINIMUM MINIMUM VERTICAL REINFORCEMENT TABLE 3.2A �" ANCHOR BOLTS - SILL PLATE TO FOUNDATION TABLE 3.2B Bottom Plate to Foundation Connectionsrl ;>Oe NOMINAL WALL THICKNESS SIZE AND SPACING CONNECTIONS RESISTING SHEAR LOAD FROM WIND (Anchor Bolts) Resisting Lateral & Sheer Loads From Wind (inches) - Exposure B (Prescriptive Alternative to Table 3.2) - Exp osure B (Prescriptive Alternative to Table 3.2) SOIL CLASSES & DESIGN LATERAL SOIL ( PSF PER FT. OF DEPTH ) X. MAXIMUM MAXIMUM b SOIL CLASSES MAXIMUM MAXIMUM GW, GP GM, GC SC, MN, Three Second Gust VBpded (mph) 85 90 1 100 1 110 1 120 1 130 1 140 1 150 Three Second Gust Win( 85 90 100 110 120 130 140 150 WALL UNBALANCED WALL UNBALANCED SW and SP EM, EM-SC ML-CL and Speed (mph) Foundation BUILDING DIMENSION 1/2" ANCHOR BOLTS HEIGHT BACKFILL GM, GC SC, MN, HEIGHT BACKFILL and ML inorganic CL Supporting PERPENDICULAR TQ Bottom Plate to Foundation Foundation 1 34 GP EM EM-SC ML-CL and SHEARWALL LINE �FT) NUMBER OF BOLTS REQUIRED IN SHEARWALL 01R anchor Bolt Connection Resisting FoundationMaximum Anchor Bolt Spacing (in.� (feet) HEIGHT GW, (feet) HEIGHT 30 45 60 gSupporting (feet) c SW and SP and ML inorganic CL (feet) c MINIMUM WALL THICKNESS INCHES 12 2 2 2 2 3 3 3 4 cI 16 2 2 3 3 3 4 4 4 1/2" Anchor Bolts 5 4 6 soli or 6 soli or 6 Solid or 6 8 10 12 6 8 10 12 6 8 10 12 1 STORY 24 3 3 4 4 5 6 6 7 Stores 30 (� 5 4 NR NR NR NR NR NR NR NR NR NR NR NR 28 3 3 4 5 6 6 7 8 Lateral and Shear Loads 5 6 S011a Or 8 10 32 3 4 5 5 6 7 8 10 5 NR NR NR NR NR NR NR NR NR NR NR NR 36 4 4 5 6 7 8 9 11 5/8" Anchor Bolts ri c� 40 4 5 6 7 8 9 10 12 1-3 6 4 6 solid or 6 solid' or 6 solid or 4 NR NR NR NR NR NR NR NR NR NR NR NR 50 5 6 7 8 10 11 13 15 Stories 45 5 6 soliCl or 8 10 6 60 6 7 8 10 11 13 15 17 z 5 NR NR NR NR NR NR NR NR 4@35' NR NR NR 70 7 8 9 11 13 15 18 20 u7 6 8 10 12 6 NR NR NR NR 5@48 NR NR NR 5@36' NR NR NR 80 8 9 11 13 15 18 20 23 00 4 NR NR NR NR NR NR NR NR NR NR NR NR 20 3 4 4 5 6 7 8 9 TABLE 3.2C Sill or Bottom Plate to Foundation Connections = 1 7 4 6 Solid or 1 8 8 24 4 4 5 6 7 9 10 11 W 00 5 NR NR NR NR NR NR NR NR 5@47' NR NR NR 2 STORY 28 5 5 6 7 8 10 11 13 (Anchor Bolts ) Resisting uplift Loads From Wind 5 6 SOII Or 10 10 7 32 5 6 7 8 10 11 13 15 6 NR NR NR NR 5@42' NR NR NR 6@43'#5@4s' NR NR N 6 10 12 10 Solid #5 „ # 36 6 6 8 9 11 13 14 17 - Exposure B (Prescriptive Alternative to Table 3.2) U d d 7 5@46 NR NR NR 6@42' �4 NR NR 6@34' 6@48' NR NR 40 6 7 8 10 12 14 16 18 7 12 10 SOIiC1 12 SoliCt 50 8 9 10 12 15 17 20 23 `- 4 NR NR NR NR NR NR NR NR NR NR NR NR so s 10 12 15 18 21 24 27 Y M Three Second Guat i fn CD ��{{ 5 N R N R N R N R 4@38' N R N R N R 5@43' N R N R N R 70 11 12 14 17 20 24 28 32 Speed (mph) 85 90 100 110 120 130 140 150 8 4 6 SO4. Or 6 soli Or 8 80 12 13 16 20 23 27 32 36 . 'd- O 5 6 solid or 10 12 8 6 4@37' NR NR NR 5@37' NR NR NR 6@37'#5@43' NR NR cD >- Bottom Plate to Foundation Foundation Maximum Anchor E4APIng (id.5 > _ X 10 7 5@4o' NR NR NR 6@37'#5@41" NR NR 6@34' 6@43' NR NR 28 6 7 8 10 11 13 15 18 anchor Bolt Connection Resisting Supporting > X � Q 6 12 12 soli X w 32 7 7 9 11 13 15 17 20 7 12 12 SOII Footnote 8 6@43 #5@47' NR NR 6@34'#6@43' NR NR 6@27'#6@32' 6@44' NR 3 STORY 36 8 8 10 12 14 17 20 22 8' End Zones I M Z c� g 10 solid 12 soli Footnor� 40 8 9 11 14 16 19 22 25 4 NR NR NR NR NR NR NR NR NR NR NR NR 1-3 O 50 10 11 14 17 20 23 27 31 Stories 72 70 49 39 33 28 25 23 r n d 1- --q- 5 5 NR NR NR NR 4@35' NR NR NR 5@40' NR NR NR 60 12 14 17 20 24 28 32 37 uplift loads V I U � ,n 9 4 6 soliddor8 6 solid or 8 6 4@34' NR NR NR 6@48' NR NR NR 6@36'#5@39' NR NR 70 14 16 19 23 28 32 38 43 Interior Zones W a- 00 5 8 10 12 g 80 16 18 22 27 32 37 43 49 7 5@36' N R N R N R 6@34' 5@37 N R N R 6@33'#6@38' 5@37 N R 1-3 72 72 57 45 38 33 30 27 1 Stories 6 10 12 12 SOl Id g #6@38".#5041" NR NR #6@33".#6@38-#5@37' NR 6@24".#7@39" 6@39 4@48' O 12 12 solid Footnote g 6@34' 6@46' NR NR 6@2s'#7@41" 6@41" NR 6@19"#7@31" 7@41"#6@39' Anchorage required to resist lateral loads shall be determined in the foundation Z cV 8 12 solid Footnor& Footnorde 4 NR NR NR NR NR NR NR NR NR NR NR NR design per section 1.1.4. 1 Prescriptive limits are based on assumptions in Table 3.2 .-. 9 FootnotS FootnorEP FootnorEP 5 NR NR NR NR 4@33' NR NR NR 5@38' NR NR NR2 When anchor bolts are used to resist uplift, lateral, and shear loads, 1 Perscriptive limits are based on assumptions in Table 3.2 P = �p g 5@48' NR NR NR 6@45' NR NR NR 6@34'#5@37' NR NR the maximum anchor bolt spacing shall not exceed the lesser of the For SI: 1 inch = 25.4 mm 10 7 6@47' NR NR NR 6@34 #6@48' NR NR 6@30'#5@35'#6@48' NR 2 Anchor bolts shall be uniformly distributed along the length of the shearwall line, tabulated values for uplift loads ( Table 3.2C ) or lateral and shear r 1 foot = 304.8 mm and in no case shall the anchor bolt spacing exceed 6 feet on center. For other loads ( Table 3.26 ). For other anchor bolt limitations see Section v 1 pound/ sq. inch = 6.895 Pa. s #6@34"#5@38" NR NR #6@30"#7@47"#6@47- NR #6@22`#7@35"#7@48-#6@45" anchor bolt limitations, see Section 3.2.1.7. 3.2.1.7 and 3.2.2.3. g 6@34'#6@41" 4@48' NR #6@23"#7@37"_#7@48"#4@48` DR #6@22"#7@37"#7@47" a. Mortar shall be Type M or S and masonry shall be laid in running bond. 10 #6@28".#7@45"#6@45" NR DR #7@31"#7@40 #6@38' DR #6@22'#7@30'#7@38' 3 Sill plates are assumed to be treated Southern Pine. 3 Tabulated anchor bolt spacing for lateral and shear loads assume walls are sheathed in accordance with Section 3.4.4.2. For other wall sheathing Ungrouted hollow masonry units are permitted except where otherwise types the tabulated anchor bolt spacings shall be multiplied by the indicated. appropriate sheathing type adjustment factor in Table 3.17D, but in no case shall anchor bolt spacing exceed 6 feet on center. b. Soil classses are in accordance with the United Soil Classification System. Refer to Table RR405.1 4 For three second gust wind speeds greater than 110 mph, with a .% o ' 1E.) tabulated lateral value from Table 3.5 greater than 262 plf, lateral /�;�� ASO .. c. Unbalanaced backfill height is the difference in height of the exterior connections shall be determined using the loads from Table 3.5. ,���'�yEs �•�, �� and interior finish ground levels. Wiiere an interior concrete slab is provided, the unbalanced backfill height shall be measured from the z exterior finish ground level to the top of the interior concrete slab. `-A d. Solid grouted hollow units or solid masonry units. O C. yon e. Wall construction shall be in accordance with Table RR404.1.1(2) ora TABLE R403. design shall be provided. g. Thickness may be 6 inches, provided minimum specified compressive MINIMUM WDTH OF CONCRETE OR MASONRY FOOTINGS (inches) 1 Prescriptive limits are based on assumptions in Table 3.2 strength of concrete, fc, is 4,000 psi. LOAD-BEARING VALUE OF SOIL (psf) 2 When anchor bolts are used to resist uplift, lateral, and shear loads, the maximum anchor bolt spacing shall not exceed the lesser of the tabulated values for uplift loads ( Table 3.2C ) or lateral and shear 1,500 2,000 3,000 34,000 loads ( Table 3.28 ). For other anchor bolt limitations see Section 3.2.1.7 and 3.2.2.3. PRESUMPTIVE LOAD-BEARING VALUES OF FOUNDATION MATERIALS PER TABLE R-401 .4.1 Conventional light-frame constriction 0 CLASS OF MATERIAL LOAD-BEARING PRESSURE 1-story 12 12 12 12 pounds per square foot) 3"x3" washer Q) 2- story 15 12 12 12 7" min. embed. in TOP OF WALL ABOVE GRADE PER 0 Crystalline bedrock 12,000 poured concrete R 404.1.6 - 4" WHERE MASONRY 3-story 23 17 12 12 15" in c.m.u. VENEER IS USED, 6" ELSEWERE ::#zSedimentry and foliated rock 4,000 4-inch brick veneer over light rame or 8-inch hollow concrete masonr Refer to Table R-402.2 for compressive strengths ofLT, 1 Sandy gravel and/or gravel (GW and GP) 3,000 1-story 12 12 12 12 concrete. ZZ . .. Z ,Q Z Sand, silty sand, clayey sand, silty gravel and clayey gravel Refer to Tables R-404.1.1(1) o z 2,000 2-story 21 16 12 12 thru R-404.1.1(4) for wall Z"O (SW, SP, SM, SC, GM and GC) requirements. m c�Z 3-story 32 24 16 12 ;' <: O z Clay, sandy clay, silty clay, clayey silt, silt and sandy silt Footing DEPTH PER R-403.1.4 0 �O 1- z 1 ,500b 8-inch solid or fully grouted masonry N Q _I (� D (Cl, ML, MH and CH) SOIL BEARING CAPACITIES AS PER TABLE R-401.4.1 0 Z = MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE MINIMUM SPECIFIED 1-story 16 12 12 12 ANCHOR BOLT SPACING AS PER SECTION R403.1.6 Q F- o PER TABLE R-402.2 COMPRESSIVE STRENGTHa(f'c) Q) ~ = Z z 2-story 19 21 14 12 w JR403.1.1 Minimum Slz& Minimum sizes for concrete and masonry _0 Weathering potential 3-story 42 32 21 16 footings shall be as set forth in Table R403.1 and Figure R403.1(1). TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION Negligible Moderate Severe The footing width, W, shall be based on the load-bearing value of the 4 with Table R401 d soil in accordance w . ,.1. a. Where minimum footing width is 12 inches, a sodam; Basement walls foundations and other concrete not exposed to the weather 2,500c 2,500c 2,500c single wythe of solid or fully grouted 12-inch Spread footings shall be at least 6 inches (152) in thickness. ' p nominal concrete masonry units is permitted to Footing projections, P, shall be at least 2 inches (51 mm) and shall not AUGUST 2023 be used. exceed the thickness of the footing. Basement slabs and interior slabs on grade, except garage floor slabs 2,500c 2,500c 2,500e The side of footings supporting piers and columns shall be based on the scale; tributary load and allowable soil pressure in accordance with Table RR402.4.1. Basement walls, foundation walls, exterior walls and other vertical 2,500c 3,000d 3,000d Footings for wood foundations shall be in accordance with the details set concrete work exposed to the weather forth in JR403.(2) and Figure R403.1(2) and Figure R403.1(3). drawn bq C.W.KUEHN Porches, carport slabs and steps exposed to the weather, For SI: 1 pound per square foot = 0.0479 kN/m2, and garage floor slabs 2,500c 3,000d,e 3,500d,e 1 square inch = 645 mm2, checked bl� 1 pound = 4.45 N. a. At 28 days psi. For SI: 1 pound per square inch = 6.895 kPa. a. Elevated garage floors shall be capable of supporting a ro ect n0; Y P 2,000-pound load applied over a 20-square-inch area. P b. See Table RR301.2(1) for weathering potential. b. No storage with roof slope not over 3 units in 12 units. 23044 c. Concrete in these locations ,that may be subject to freezing and thawing during construction c. Individual stair treads shall be designed for the uniformly shall be air-entrained concrete in accordance with Footnote d. distributed live load or a 300-pound concentrated load acting over an area of 4 square inches, whichever produces d. Concrete shall be air entrained. Total air content (percent by volume of concrete) the greater stresses. sheep # shall not be less than 5 percent or more than 7 percent. d. A single concentrated load applied in any direction at any point e. See R402.2 for minimum cement content. along the top. A - 3 e. Attics constructed with wood trusses shall be designed in accordance with R802.10.1. drawing tide f. See RR502.2.1 for decks attached to exterior walls. CODE 17 SIMPSON - H2.5A CONNECTOR EVERY RAFTER 7 USE 16D TOENAILS FROM ;>00,- RAFTER INTO RIDGE ESTIMATED DEFLECTION AT 130 MPH DESIGN WIND PER TABLE R602.3(1) SIMPSON CS18x24 MIN. MAXIMUM SPAN WITHOUT STIFFENERS SPEED AT 15-FT. HEIGHT FOR SHUTTERS WITH 2 x 4 FASTENER SCHEDULE FOR STRAP © EACH RAFTER WITH STRUCTURAL MEMBERS �) 8D COMMON NAILS AT 16" ON CENTER SEE SHEET T-2 ,.. EACH SIDE OF STRAP APPROX. DEFLECTION ( IN. .. APA PANEL SPAN RATING APPROX. WEIGHT MAXIMUM SHUTTER AT 120 MPH DESIGN WIND SHUTTER SPAN ( IN. ' ( LB/FT2 ) SPAN SPEED AT 15'-0" HEIGHT APA PANEL SPAN RATING APPROX. WEIGHT 32 / 16 1.5 30 0.5 ( LB/FTZ ) 24 36 48 60 72 84 96 40 / 20 2.0 36 0.5 32 / 16 2.5 0.2 0.2 0.3 0.4 0.5 0.8 48 /24 2.a 48 D,9 40 / 20 2.9 0.1 0.1 0.2 0.2 0.4 0.7 1.1 •, ROOF RAFTER, SEE PLAN 48 /24 3.4 - - 0.1 FO'i 0.3 0.6 1.0 f( �~ / a 48 oc 3.8 72 1.5 i 48 oc 4.6 - - 0.1 0.3 0.5 0,9 NOTE: / f APA STRUCTURAL PANEL RESIDENTIAL CODE OF N.Y.S. SECTION R301.2.1.2 INTERNAL WHERE CEILING JOIST ARE NOT PRESSURE - EXCEPTION - WOOD STRUCTURAL PANELS EXTERIOR SIDING PROVIDED AT TOP P ATE (ie i f WITH A MIN. THICKNESS OF 7/16" (11.1 MM) AND A MAX. CATHEDRAL OR VA LTED _ # 2 - 2 x 4 ( IF NEEDED ) SPAN OF 8'-0" (2438 MM) SHALL BE PERMITTED FOR SHIM CEILINGS) SIMPSO LSU28 OPENING PROTECTION IN ONE AND TWO STORY BUILDINGS. I HANGERS REQUIR D @ EA. RR _ I PANELS SHALL BE PRECUT TO COVER THE GLAZED OPENINGS / 00 CUT IF DESIRED WITH ATTACHMENT HARDWARE PROVIDED. ATTACHMENTS FINISHED WALL TO RIDGE OR HIP CONNECTION �?r 3 SHALL BE PROVIDED IN ACCORDANCE WITH TABLE R301.2.1.2 12d NAILS, TYP. IN ACCORDANCE WITH R802.5.2 r..,.. ? 1 ; 3/16" x 3" LAG SCREWS w/ FENDER OR SHALL BE DESIGNED TO RESIST THE COMPONENTS HEADER - ALSO AT STRUCTURAL RIDGE I AND CLADDING LOADS DETERMINED IN ACCORDANCE WITH ` W 00 j WASHERS TO HOLD 2 x 4 TO PANEL THE PROVISIONS OF THE BUILDING CODE OF NEW YORK STATE 12d DOUBLE HEAD %����� BEAM •`• '�, .� \, ,+ ,,�; N NAILS 0 6" O.C. REQUIRED WHEN ROOF PITCH =flF'; ."::' O ( IS LESS THEN 3:12 AND ® 4 O.C. _ .•" ( 1 I; " INTERIOR CASING v N I f� IS SHUTTER IS OVER 5'-0" LONG GLASS ,, f ;,� ! TABLE R301.2.1.2 RIDGE TENSION STRAP DETAIL O 3 W Y , WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FLASHING AND CAULK "JJ>. SIMPSON H2A i FOR WOOD STRUCTURAL PANELS SILL NOT TO SCALE DETAIL "4" bracket ® EACH RAFTER WITH d STRENGTH AXIS i ' SHUTTER 8D COMMON NAILS (Q X FASTENER SPACING ( INCHES ) 12d NAILS, TYP. - X 3�: Q J PANEL SPANS 4 4 FEET < PANEL 6 FEET < PANEL INTERIOR CASING O LLI LL- 12d DOUBLE- HEADED " ! FASTENER TYPE FEET SPANS 6 FEET SPANS 8 FEET M Z NAILS ® 6" O.C. ( 4" O.C. N0. 8 WOOD-SCREW-BASED NAILS ®B6EO.CAD O IF SPAN IS OVER 5 LONG ) ANCHOR W/2" EMBEDMENT 16" 10" 8" ( AND 0 4" O.C. I r 1 O LENGHT IS SHUTTER IS OVER FINISHED WALL lJ N0. 10 WOOD-SCREW-BASED 16" 12" g• 5'-0" LONG W d 0 00 ANCHOR W/2" EMBEDMENT LENGHT SHIM SnD WALL SIMPSON BENT TIE-H2S -�SHUTTER ATTACHMENT ,/a" LAG-SCREW-BASED 16` 16" 16" � N ANCHOR W/2" EMBEDMENT SCALE: 1/2" _ ,'-o" LENGHT SH U TTER ATTACHMENT SECTION NOT TO SCALE DETAIL "3" ��`' SCALE: 1-1/2" = 1'-0" to(D I U NOTCH DEPTH < 4d MOLE DIA < 5d CUT RR TO ALLOW FOR LENGTH STUD (SINGLE STUD SHEATHING TO BE NAILED TO BOX # END SECOND FLOOR I LENGTH SIMPSON SHEAR WALL 11E DOWN ^i n OUTER TO BE INSTALLED AT ALL -X " ;`. -• I F SPAN ONLY 3 j CORNERS OF BUILDING r) b r T 1 A.. ': ''fir CLEAR G & GARAGE HEADERS /u veli C, rl SPAN ' TIE DOWN TO BE SECURELY BOLTED IN THREE PLACES d SEE SHEET T-2 FOR NUMBS SEE SHEET T-2 FOR NUMBER 'I€ I { TO CORNER STUDSOF NAILS AT EACH END '`) ' ; � y OF NAILS AT EACH END , y TYPICAL 1-5/8" DIA. ATR ANCHOR ,. ,r j, N " tiz►� 1 & 2-3/4 MB- END PROVIDE MIN. 7/8" 13" �^ N LENGTH SILL PLA END DIST. PLATE 3;��gHOLE DIA < �d 3 TE ; (DOUBLE STUD) 2x STUD ® 16,. O.C. W SIMPSON STRONG-TIE CS16 STRAP MOLE EDGE DIST > $" FOUNDATION WALL, TYP. ® EACH STUD SIMPSON STRONG-TI E C 6 HOLE EDGE DIST > �" ag-�°: • ' NOT TO SCALE DETAIL 2 PLAN VIEW I FIRST FLOOR LOCATED AT EACH NEW STUD, TYPICAL 8D COMMON NAILS STRAP SIMPSON STRONG-TIE HDU8 SEA SHCH EETT-@ END02F FOR NUMBER �--r U SHEARWALL CONNECTION: 1ST FLOOR TO FOUNDATION OF NAILS AT EACH END �, NOTCH I N G BOR I , G L I NTS S SCALE: NOT TO SCALE SIMPSON STRONG-TIE I��II I CS20 STRAP ® EACH STUD INSTALL BETWEEN SILL cur N.T.S. .:............................. ............................................. 78DN LENGTH AND TOP OF FDN. WALL TRAP 12"MIN' BEARING'' ON R NUMBER ; ;LENGTH •.;,,,.,STUD SURFACE 12" END ........ GRADE F Z z Sp; T / 7" washer TOP OF WALL ABOVE GRADE PER PROVIDE COPPER COATED ; � „ter. , ''" z � Z /�/ �� 7 min. embed. in FABRIC TERMITE SHIELD -J Z �l\/�r pF poured concrete R 404.1.6 - 4" WHERE MASONRY -O 15" in c.m.u. VENEER IS USED, 6" ELSEWERE OVER SILL SEALER AND ;,::'; m Z MAINTAIN 8 MIN. FROM Z WD. TO FIN. GRADE a a O Z Refer to Table R-402.2 for .: BASEMENT 0 F- Z compressive strengths Of SIMPSON STRONG-TIE CS O Q O concrete. STEEL ANCHOR BOLTS - SIZE 0 Z = AND SPACING SEE :"s' NOT TO SCALE » " L�.I SHEET T-2.1 DETAIL 1 Q 1- 0 Refer to Tables R-404.1.1(1) 0 thru R-404.1.1(4) for wall EXTEND BOLTS MIN. 7" INTO x..@s`. ffi , q p g < = Z z FDN. WITH TIGHTENED NUT �° requirements. w & WASHER TO EACH BOLT. " ,.: .�°4 0 I0 JOIST DEPTH ic Footing DEPTH PER R-403.1.4 IF SIMPSON STRONG-TIE MAX. MAB15 ANCHOR IS NOT USED SOIL BEARING CAPACITIES AS PER TABLE R-401.4.1 JOIST EPTAX ANCHOR BOLT SPACING AS PER SECTION R403.1.6 TYPICAL WIND UPLIFT CONNECTIONS dam' 1 3/4' SIMPSON WASHER AUGUST 2023 SCALE: 1/2"=l'-O" MIN. 3" X 3 WASHER & scale; 2" MIN JOIST DEPTH R403.1.1 MINIMUM SIZE NEARING PLAT MAX The minimum width, W, and thickness, T, for concrete footings 1 shall be in accordance with Table R403.1(1) through R403.1(3) � MUDSILL TO FOUN ATION drawn bu 2 JOIST DEPTH and Figure R403.1(1) or R403.1.3, as applicable. The footing MAX width shallbe based on the load-bearing value of soil in f. TO COMPLY WITH. C.W.KUEHN accordance with Table R401.4.1. Footing projections, P, shall be WFCM SECT. 3.2.1.7 not less than 2" (51 mm) and shall not exceed the thickness checked b�{ of the footing. Footing thickness and projection for fireplaces JOI ST RAFTCD shall be in accordance with Section R1001.2. The size of footings j STEEL ANCHOR BOLT - SIZE J- I\ supporting piers and columns shall be based on the tributary load l I__ AND SPACING PER W CM TABLE and allowable soil pressure in accordance with Table R401.4.1. `--�;,. , r0'ect n0. 10�� I1\I RO� INI LINTS Footings for wood foundations shall be in accordance with the 3.2A, SEE SHEET T- .1 P J I `t ' `I 1J ' `t details set forth in Section R403.2, and Figure R403.1(2) and c ' � �, EXTEND BOLTS MIN. " INTO R403.1(3). Footings for precast foundations shall be In accordance FDN. WITH TIGHTENE NUT 23044 N.T.S. with the details set forth in Section R403.4, Table R403.4 and & WASHER TO EAC BOLT. Figure R403.4(1) and R403.4(2). e" TYPICAL ANCHOR BOLT sheet # NOT TO SCALE IF SIMPSON STRONG-TIE MAB15 ANCHOR IS NOT USED A - 4 drawing title CODE DETAILS