Loading...
HomeMy WebLinkAbout50277-Z tW 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 ANIS SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit #: 50277 Date: 1............/30/2024e..._. ..... ............................. Permission is hereby granted to: Moeller, Linda 3 . _ ................... 600 Little Neck Rd mm_.. — ..... m. -m_ .. .. �.. PO BOX 202 Cutchogue, NY_11935 To: Repair and replace entry walls to inclued window and door asseblies to an existing single-family dwelling as applied for. At premises located at: 3600 Little Neck,Rd, Cutchogue . CTM # 473889 Sec/Block/Lot# 103.-9-13.3 Pursuant to application dated 1/3/2024 and approved by the Building Inspector,. .. ..... To expire on 7/31/2025. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $266.00 CO -ALTERATION TO DWELLING $100.00 Total: $366.00 Building Inspector TOWN OF SOUTHOLD—BUILDING DEPARTMENT � Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 v Telephone (631) 765-1802 Fax (631)765-9502 httos://www.soutlioldtowliny.gov� Date Received APPLICATION FOR BUILDINGPERM r For Office Use Only i,d , PERMIT NO. 5 r I Building linspector.—IIJI AN 024 Applications and forms must be filled out in their entirety.Incomplete applications will not be accepted. Where the Applicant is not the owner,an Owner's Authorization form(Page 2)shall be completed. Date:December 1, 2023 OWNER(S)OF PROPERTY: Name:Linda Moeller and David McMillen scTM#1000-103-9-13.3 Project Address:3600 Little Neck Road, Cutchogue Phone#:631-903-4252 Email:lindamoeller@me.com, davidmcm22@me Mailing Address:PO Box 202, Cutchogue, NY 11935 CONTACT PERSON: Name:Linda Moeller or David McMillen Mailing Address:PO Box 202, Cutchogue, NY 11935 Phone#:631-734-8713 Email:lindamoeller@me.com DESIGN PROFESSIONAL INFORMATION: Name:N/A Mailing Address: Phone#: Email: CONTRACTOR INFORMATION: Name:Peter Heard (License No. 14944-H) Mailing Address:PO Box 356, Peconic, NY 11958 Phone#:631-374-1239 Email:nccr@optonline.net DESCRIPTION OF PROPOSED CONSTRUCTION ❑New Structure ❑Addition ❑Alteration WRepair ❑Demolition Estimated Cost of Project: 1111111otherre lace windows and door,and replace existing light Fixture $30,000 Will the lot be re-graded? ❑Yes 0N Will excess fill be removed from premises? ❑Yes 0N � 1 PROPERTY INFORMATION Existing use of property:entry porch Intended use of property:entry porch Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to R-40 this property? 1111Yes ❑No IF YES, PROVIDE A COPY. 9 C )i �;; E , 'Ml1 i d She 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):Linda Moeller ❑Authorized Agent NOwner Signature of Applicant, � �,. Date: December 1, 2023 CONNIE D. BUNCH STATE OF NEW YORK) Notary Public,State of New York SS: No. 01 BU6185050 Qualified in Suffolk County COUNTY OF ) Commission Expires April 14 C)Q 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 ofl'1 20D1 Notary Public ' k' '4 P EI� li � 0 R I ZA i�'�N (Where the applicant is not the owner) 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 GS1116014 " d5, DATE(MM/DD/YYYY) AC"RD► CERTIFICATE OF LIABILITY INSURANCE 11/27/2023 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER CONTACT NAME Alexandria Whitn _ W.N. Tuscano Agency Inc. PHONE 631-477-1680 Arc�No 31-477-8930 PO Box 1027, 950 Highland Ave. s; lexandril� MAIL rrscmanf pr(ce,com _ ..._.. GREENSBURG PA 15601 COVERAGE NAIC# mm�INSURER(S)AFFORDING CO .. _w .. INSURERA:Evanston Insurance Company 35378 INSURED INSURER B: North Country Carpentry & INSURER Restoration, Inc. PO Box 356 INSURER ......� -.................._... PECONIC NY 11958 INsuRERE: INSURER F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER. THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR NSR TYPE OF INSURANCE ,ki.➢k�SAJ .------.-._. .,.,-,..,e, ..,-......_ .. .._I�C3 "Ikr'__......... LIMITS POLICYNUMBER MWDDIYYY NII 7•DIYYYY AX COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1.000.000 3AA702967 09/14/202 09/14/202 + �"1" Tr --ITIT---- �m CLAIMS MADE occuR PRFMI s I maarr) ._ $ 100 000 MED EXP(Any one person) $ 5 000 .......... .-..m.... .......... -_ ,,, LN L,8 ADV INJURY $.. 1,.000.000 -.m GENI"L AGGRF~� TE LtlM...�.. ............. . ..�m. .._PERSONA IT APPLIES PER: GENERALAGGREGATE $ 2,000,000 E-1 PRCI^ mv}C, POLICY L, _�JECT LOC PRODUCTS-COMPfOP AGG $ 2,000,000 OTHER: $ AUTOMOBILE LIABILITY C- IN 0 SINGLE LIMIT $ I nil ANY AUTO BODILY INJURY(Per person) $ - OWNED .SCHEDULED BODILY INJURY(Per accident) $ . AUTOS ONLY AUTOS $ HIRED NON-OWNED PI4I � ..... AUTOS ONLY .,....AUTOS ONLYIPee ac�cldenq..............m , ..... _......... $ UMBRELLA LIAB OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED _ RET...mm _----.. .-..._.----....- T-RE $ $ WORKERS COMPENSATION ANY EMPL ETOS'LIA ILITY ECUTIVE YIN E L P �m ERH AND EMPLOYERS'LUIBWTY ...- STATUTE E OFFICER/MEMBEREXCLUDED? NIA .EACH ACCIDENT $mm m®a--- (Mandatory in NH) ❑ E.L.DISEASE-EA EMPLOYEE $mm -_.. If yes,describe under POLICY LIMIT E.L.DISEASE-POLI T LI -_ .. DESCRIPTION OF OPERATIONS below $ DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,may be attached if more space is required) Contractors - Executive Supervisors or Executive Superintendents. Products completed operations are subject to the General Aggregate Limit. i CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. David McMillen 3600 Little Neck Road AUTHORIZEDRIEPRESENTA Cutchogue, NY 11935 ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD > e > - Suffolk county Executive s Office of Consumer Affairs g, VETERANS MEMORIAL HIGHWAY * HAUPPAUGE, NEW YORK 11788 DATE ISSUED: 4/1/88 N®. 14944-H SUFFOLK COUNTY Home Improvement contractor License This is to certify that PETE.D HEARD doing business as NORTH COUNTRY CARPENTRY 8e RESTORATION INC having furnished the requirements set forth in accordance with and subject to the provisions of applicable lays, t�� rules and regulations of the County of Suffolk State of New York is hereby licensed to conduct business as a HOME IMPROVEMENT CONTRACTOR, in the County of Suffolk. s Additional Businesses A ..- NOT VALID WIT HOur DEPARTMENTAL SEAL AND A CURRENTCONSUMER AFFAIRS ID CARD Director Ab } ion: Attachment 0 S.C.T.M. NO. 1000 - 1"3 SURVEY OF: 3 o MAP OF DORIS A Y _F,99a 1000 - 103 -9 - 13.3 -RES WILSON ROAD SURVEY OF: LOT 3 MAP OF DORIS MOELLER FOSTER MAY 21,1990- AS No.5941 SITUATED IN: CUTCHOGUE SUFFOLK COUNTY, NEW YORK TOWN OF; SOUTHOLD Q, DATE: 9/19/2014 JOB NO, G14-0791 SCALE: 1" = 40' LOT 2 t 4. LOT 3 APRON 0 -U) C) tt TANK POLES 3606 38 1'­ Q2STORY717 RIVE FRAME WS -DWEWNG"" s_PICKET_PELAGE APRON 41o.o(s 4.2 C4 42 40 C"A GUARANTEES INDICATED SHALL RUN ONLY To THE PERSON FOR WHOM IT IE SURVEY IS PREPARED ANO/OR AGENCY, UPLAND ALI" 0 AND ARE NOT TRANSFERABLE MARSH LAND Pous ­Ie 4Dod McMillen uj Linda Moeller WATER Lu f a,,­of WAY AMD/OR -- = r -, I ., . � ,_­­ . ""O�� -- Top% ro"1% _j .. 00� "" -- I - :� "P"�"� : _ ---: -­­­� I I I I . .I " j 11 � , 1, . r, -1 11 , I --:I- I 1. I � 1 II . l - I . ... r r I. . L . , 1 � . ,� � . , : , "� i I . '' : 1,, � f- � . ,. I � : � . i " , 1� ;}� IL A - i I'll L_ I � �..� i - 1-7- =_ . I'll �... , ­­ '„ r, "I-fi �1! : I i ,I � . .I �11 1 � ) f BMW ON fi I H \V �,.,I I I �. �,, / L ' ,r I. � D� L F., I . I P) � ____j : I i ;g .,-. , I . � -_ ". �, I .. � I 11 f '; � � --] k I -1 L - ILI L " "� � - -I �I I I 1�7_ . J000 L117LFm NF.UK (5 u I \ 10 h a LJ%T [ �' ' "', , 11 9ko�%o � HOA'1�' U � y lqy 119ib GENERAL NOTES APPLICABLE CODE NOTES SYMBOLS LEGEND PROJECT INFORMATION AIR LEAKAGE: MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (IRC TABLE 301.5) IRC TABLES R502.3.1(2), R802.4(1) AND R802.5.1(3). DIMENSIONAL O SCOPE OF WORK ALL NEW WORK TO CONFIRM WITH -THE 2020 RESIDENTIAL CODE FOLLOW SECTION R402.4 FOR AIR LEAKAGE. THE BUILDING LUMBER MAXIMUM SPANS A201 KEY NOTE INDICATOR RENOVATION TO RESIDENCE OF NYS AND 2020 ENERGY CONSERVATION CODE OF NYS THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR USE LIVE LOAD DIMENSIONAL LUMBER DESIGN CRITERIA 1 WALL TYPE INDICATOR; SEE SHEET A-101 CONSTRUCTION TYPE: V-B CONSERVATION CODE WHERE APPLICABLE. LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF �_ DECKS 40 SF MAXIMUM SPAN GENERAL SECTIONS R402.1 THROUGH R402.6. SPRINKLERED: NO PASSENGER VEHICLE GARAGES 50 SF SPACING FLOOR JOISTS CEILING JOISTS RAFTERS )-@ DETAIL CALL-OUT FIRE ALARM SYSTEM: NO 1. ALL WORK SHALL BE PREFORMED IN ACCORDANCE WITH THE ATTICS WITHOUT STORAGE 10 SF 40#91 10#LL-10#DL 20#LL-10#DL OCCUPANCY GROUP: R-2 REQUIREMENTS OF THE AUTHORITIES HAVING JURISDICTION. IN PAINTING ATTICS WITH STORAGE 20 SF 2x6 0 16" C/C 9'-1" 16'-6" 14'-2" - ZONING A3 CASE OF CONFLICTING 1. INTERIOR WALLS AND CEILINGS TO RECEIVE ONE PRIMER AND ROOMS OTHER THAN SLEEPING ROOMS 40 SF 2x8 0 16" C/C 12'-0" 21'-9" 17'-11" A 2. NO DEVIATION FROM THE DESIGN DRAWINGS SHALL BE MADE TWO FINISHED COATS OF BENJAMIN MOORE REGAL WALL SLEEPING ROOMS 30 SF 2x10 0 16" C/C 15'-2" 26'-0" 21'-11" A A APPLICABLE CODES WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER. SATIN OR APPROVED EQUAL. STAIRS 40 SF 2x12 0 16" C C 17'-7" 25'-5" A-101 A-101 SECTION INDICATOR FULL 2020 NY RES. CODE AND 2020 IRC 3. VERIFY ALL DIMENSIONS, ELEVATIONS, AND ALL OTHER ITEMS 2• INTERIOR DOORS, BASE AND CASINGS TO RECEIVE ONE GUARDRAILS AND HANDRAILS 200 SF 1. ALL DIMENSIONAL LIMBER SHALL BE #2 DOMESTIC HEM FIR OR BETTER. STRUCTURAL.FRAMING VILLAGE OF QUOGUE ZONING REQUIRED FOR THE VARIOUS TRADES, AND ALL FIELD PRIMER COAT AND 2 COATS OF BENJAMIN MOORE WHITE E-1,600,000 & Fb - 1500 JOISTS: E-1,400,000 & Fb - 1200 SEMI-GLOSS OIL BASE PAINT OR APPROVED EQUAL. 2. PROVIDE DOUBLE FLOOR JOISTS BELOW ALL PARALLEL PARTITIONS, UON. CONDITIONS PRIOR TO COMMENCEMENT OF WORK. ALL 3. PROVIDE CROSS BRIDGING AT FLOOR JOISTS O MAXIMUM 8'-0. O.0 CLIMATIC & GEOGRAPHIC DESIGN CRITERIA' DISCREPANCIES SHALL BE COORDINATED WITH THE ENGINEER. 3. COLORS AS CHOSEN BY OWNER. SECTION R602.10. INTERIOR WALL BRACING. BRACED WALL PANEL 4. ALL MEMBERS SHALL BE MINIMUM SIZE AND SPACING PER SCHEDULE, UON. A GROUND SNOW LOAD: 20 PSF CONSTRUCTION TO BE MIN Y2" THICK GYPSUM BOARD ON BOTH SIDES A-101 SECTION INDICATOR PARTIAL 4. ALL MATERIALS SHALL BE NEW AND OF BEST QUALITY AND OF WOOD STUDS SPACED 16" OC AND FASTENED 0 7" OC WITH NAILS ULTIMATE WIND SPEED: 130 MPH ALL WORK SHALL BE EXECUTED IN ACCORDANCE WITH THE WINDOWS & EXTERIOR DOORS IN ACCORDANCE WITH TABLE R C A (1). MINIMUM LENGTH WITH BRACED IRC TABLES R502.5(1) AND R502.5(2) - MAXIMUM SPANS FOR SEISMIC DESIGN CATEGORY: B BEST ACCEPTED TRADE PRACTICES AND AS PER " HEADERS IN BEARING WALLS WEATHERING: SEVERE 1. AS SPECIFIED ON PLANS, INSTALLED TO MANUFACTURERS WALL PANEL TO BE 48". FASTENERS TO MEET THE REQUIREMENTS OF FROST LINE DEPTH: -35.6 INCHES MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS. SPECIFICATIONS. TABLE R602.3 (2) HEADER SPANS FOR EXTERIOR BEARING WALLS A ELEVATION INDICATOR (EXTERIOR) TERMITE: MODERATE TO HEAVY 5. UNLESS OTHERWISE NOTED, PROVIDE ALL MISCELLANEOUS 2. REFERENCE ENERGY PERFORMANCE DATA OF EACH UNIT AS WALL BRACING (GROUND SNOW LOAD 30 PSF) A-101 WINTER DESIGN TEMP: -8.7 DEG F FASTENERS, HARDWARE, AND ACCESSORIES AS REQUIRED FOR SPECIFIED IN ENERGY CODE COMPLIANCE REPORT. BUILDING WIDTH ICE SHIELD UNDERLAYMENT: REQUIRED COMPLETE INSTALLATION, EVEN THOUGH SUCH ITEMS MAY 3. CONFIRM FENESTRATION U-FACTOR AND SOLAR HEAT GAIN TYPE OF 11 FLOOD HAZARD: YES CONDITION AMOUNT HEADER SUPPORTING SIZE 20-0 28'-O" 36'-O" NOT HAVE BEEN SPECIFICALLY MENTIONED IN THE DRAWINGS. BRACEAIR FREEZING INDEX: 1,500 OR LESS COEFFICIENT (SHGC). ROOF & CEILING 2 - 2x4 3-6 3-2 2'-10 CLIMATE ZONE: 4A 6. ALL DIMENSIONS ARE TO FINISHED FACE OF WALL PARTITIONS 4. L.C.C. HEAD & SILL FLASHING, MEMBRANE JAMB FLASHING ONE STORY METHOD 3 30� MIN, EA END & 0 25' OC 2 - 2x6 5'-5" 4'-8" 4'-2" N NORTH ARROW ACCESSIBILITY: NOT REQUIRED UNLESS OTHERWISE NOTED. TOP OF TWO STORY METHOD 5 30� MIN, EA END & 0 25' OC 2 - 2x8 6'-10" 5-11" 5'-4" 7. ALL EXISTING CONDITIONS DATA PROVIDED BY THE OWNER " 11 1 " FOR THE PRODUCT ON OF THESE DOCUMENTS ARE ASSUMED GUTTERS & LEADERS: 2 - 2x10 8-57�-3n 6�-6" PROVIDE NEW GUTTERS AND LEADERS TO MATCH EXISTING. NAILING SCHEDULE 2 - 2x12 99-9" 8-5 7P-6" ABBREVIATIONS TO BE ACCURATE AND COMPLETE. INSTALL HANGERS BELOW SHINGLES. 3 - 2x10 10'-6" 9'-1" 8'-2" 8. ANY DAMAGE DONE TO FINISHED DURING CONSTRUCTION TO MATERIAL FASTENER SPACING 4 - 2x12 14'-1" 12'-2" 10'_11" AFF ABOVE FINISHED FLOOR BE REPAIRED. AHJ AUTHORITY HAVING JURISDICTION EXTERIOR SIDING: 6D COMMON 6" OC EDGES, 12" OC B.O.D. BASIS OF DESIGN 9. CONTRACTOR SHALL TEMPORARILY SUPPORT EXISTING CEILING Xz" WOOD STRUCTURAL PANEL 1. CEDAR SHINGLE SIDING TO MATCH EXISTING. NAIL INTERMEDIATE STUDS CB CONTRIBUTION BOX FRAMING SYSTEM PRIOR TO WALL DEMOLITION. 2. TYPE IL (30#) FELT " 4V" SCREWS 4" OC EDGES, 8" OC HEADER SPANS FOR INTERIOR BEARING WALLS CL CENTERLINE DRAWING INDEX 10. THESE NOTES DO NOT COVER ALL ASPECTS OF 1¢ GYPSUM BOARD BUILDING WIDTH CLR CLEAR CONSTRUCTION AND ADDITIONAL INFORMATION WILL BE 3. 1/2" ZIP SHEATHING. CONTRACTOR TO PROVIDE COST E W ORS INTERMEDIATE STUDS CMU CONCRETE MASONRY UNIT GENERAL HEADER SUPPORT1NG SIZE 20'-0" 28'-0" 36'-0" SUPPLIED BY DAVID OR LINDA MCMILLEN OR APPROVED ANALYSIS FOR 1/2" CDX WITH TYVEK HOUSE WRAP. 1 " 11CONC CONCRETE G-000 COVER SHEET PERSONS. ONE FLOOR ONLY 2 - 2x4 3-1 21-8" 21-5'1 ALL NEW CONSTRUCTION 0 EXTERIOR ENVELOPE TO COMPLY WITHCONF CONFERENCE G-001 CODE SHEET 11. CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD. TABLE R402.1.2. 2 - 2x6 4'-6" S-11" 3'-6" CJ CONTROL JOINT 2 - 2x8 5'-9" 5'-0" 4'-5" EWC ELECTRIC WATER COOLER G-002 CODE SHEET 12. CONTRACTORS SHALL CALL TO THE ATTENTION OF THE INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT FOR 2 - 2x10 7'-0" 6'-111 5'-5" DWG DRAWING G-003 WIND STRAPPING ARCHITECT OR GENERAL CONTRACTOR ANY DISCREPANCIES CLIMATE ZONE 4A 2 - 2x12 8'-1" 7'-0" 6'-3" EIFS EXTERIOR INSULATION AND FINISH SYSTEM OR ERRORS IN THE DRAWINGS OR SPECIFICATIONS WHICH 3 - 2x10 8'-9" 7'-7" 61-9" ELEC ELECTRICAL ARCHITECTURAL MIGHT HAVE A BEARING ON THE WORK. FENESTRATION U-FACTOR = 0.35 ELEV ELEVATION SKYLIGHT U-FACTOR = 0.55 EXT EXTERIOR A-101 FIRST FLOOR PLAN DESIGN LOADS GLAZED FENESTRATION SHGC = 0.40 FE FIRE EXTINGUISHER 1ST FLOOR DECK: LIVE-40 PSF + DEAD-15 PSF = 55 PSF CEILING R-VALUE = 49 FF FINISHED FLOOR WOOD FRAME WALL R-VALUE = 20 OR 13+5 F.O. FACE OF TOTAL LOAD MASS WALL R-VALUE = 943 FRP FIBERGLASS REINFORCED PLASTIC 2ND FLOOR DECK: LIVE=30 PSF + DEAD=15 PSF = 45 PSF FLOOR R-VALUE = 19 ICF INSULATED CONCRETE FORMS TOTAL LOAD ROOF: LIVE=20 PSF + DEAD=15 PSF = 35 PSF BASEMENT WALL R-VALUE = 1943 INT INTERIOR TOTAL LOAD SLAB R-VALUE & DEPTH = 10, 2' MDF MEDIUM-DENSITY FIBERBOARD CRAWL SPACE WALL R-VALUE = 1943 O.A. OPEN ABOVE RO ROUGH OPENING FRAMING (R313.5.1) CARBON MONOXIDE DETECTORS TO BE INSTALLED AS S.O.W. SCOPE OF WORK IT IS VERY IMPORTANT TO FOLLOW MANUFACTURER'S REQUIRED AND SHALL RECEIVE THEIR PRIMARY POWER FROM THE SIM SIMILAR SPECIFICATIONS FOR PROPER INSTALLATION METHODS FOR BUILDING WIRING. SS STAINLESS STEEL ENGINEERED LUMBER MATERIAL. STL STEEL 1. ALL FRAMING LUMBER SHALL BE GRADE STAMPED DOUGLAS DIMENSIONAL LUMBER DESIGN CRITERIA TOM TOP OF MASONRY TYP TYPICAL FIR-LARCH STRUCTURAL GRADE NO. 2 OR BETTER. WIND DESIGN SUBJECT TO DAMAGE FROM LION UNLESS OTHERWISE NOTED GROUND SEISMIC WINTER ICE AIR MEAN 2. ALL HEADERS 6'-0" AND OVER SHALL BE SUPPORTED WITH SPEED TOPOGRAPHIC SPECIAL WINDBORN FROST FLOOD SNOW DESIGN DESIGN BARRIER FREEZING ANNUAL DOUBLE UPRIGHTS, 9'-0" AND OVER WITH TRIPLE UPRIGHTS. LOAD (MPH) EFFECTS WIND DEBRIS CATEGORY WEATHERING LINE TERMITE TEMP NDERLAYMEN AZARD INDEX TEMP 3. ALL HEADERS UNDER 6'-0" SHALL BE (2) 2 X 8 MINIMUM DESIGN ONE DEPTH UNLESS OTHERWISE INDICATED. 25 130 B 1 B SEVERE MODERATE YES 4. DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND POINT TO HEAVY LOADS UNLESS ADDITIONAL SUPPORT IS NEEDED AS _ INDICATED ON PLANS. 5. ALL FLUSH WOOD CONNECTIONS SHALL BE FASTENED WITH RATED GALVANIZED METAL CONNECTORS BY SIMPSON OR LOCATION MAP APPROVED EQUAL WOOD-I-BEAMS AND LVL. 6. ALL PRE-ENGINEERED LUMBER SHALL BE WOOD-1-BEAMS ° 1, M .. " AND LVL PRODUCTS BRAND AND SIZE AS INDICATED ON 'i I 6 ,,Q ., d ARC 9i �: PLANS. 1. W, g<. 'd x_ V �;: / ,� ,1 , 6 <Yy, ( i'`�si V L ! 1'• 4 I '�. V' 1 7. ALL MULTIPLE LVL PRODUCTS USED AS BEAMS AND GIRDERS `' � ,, . ,, a'°�"1� , '.: ;; y �.i, �" A. GALV. MACHINE BOLTS 0 1211 , - ,.V, , 111 . _ '" - TO HAVE 2 ROWS OF 1/2 DI . 3 :° ;' :_ fA Q = t,� r ' � AMS % :;; 11 :.: �, ,, O.C.. CONTRACTOR MAY SUBSTITUTE GLU LAM BE - . ', < M, ,, .ice<'' „;.4K Y 0 R OR E UAL USE A 3-1/2- APB IN PLACE , ANTHON P WE Q ( ,r: `- p ,, s: A:.YM. '",,' "c3"£'P,,R"yf'.:' .ex .&£.'� •iS xa;., „' ° OF /2 1 3 4 LVL S AND A 5-1/2- APB IN PLACE OFA " , , , d;:: ', m ,°- 4 b., 3-' y ,.�, `« t. tom. ;�` 035 ,, " N 4 LVL'S EXCEPT IN SITUATIONS WHERE THERE ISA : 3 1 3 :. ° O / = ,r V a &' O R. .- .• w CANTILEVER. `�.. �>; 6" -g pr.•r d S qg yy .i 11 :° A WALL ��` 1 > 8. WHERE WOOD GIRDERS AND BEAMS INTERSECT ;- ve,'y ' �< a,, F'`"e/ a ': ,"satµ 're.er.�� ��w,.v h" `a` A . �. ACCP E BE M DO A UT TO E T TH DOUBLE PLATE SHALL BE C ers 3:. �k € e .. �;n a ,� NOT NOTCH BEAM. 9. POINT LOADS SHALL BE MINIMUM OF 3 STUDS UNLESSV ¢ ;11: Table 3.2 Sail) or Bottom Plate to Foundation Connection �:l�pt)�it�"� � Footnotes for Table 3.2A Exposures and C Table 3*4A Rafter and/or Ceiling,foist to Top Plate)Lateral and Ex Requirements for Wind{Cont,} Shear Connection Requirements Exposure 2018 IRC TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA Dead Load Assumptions:Roof/Ceiling Assembly DL=15 psf,Wall DL=121 plf I Prescriptive limits are based on assumptions in Table 3.2. (Prescriptive Alternative to Table 3.4) Wind Speed 3-second gust(mph) 110 its 120 130 140 a Anchor bolts shall be uniformly distributed along the length of the sill plate.For anchor bolt limitations see Section WIND DESIGN SUBJECT TO DAMAGE FROM {See Figure 1.1) Wind Speed GROUND Ind SEISMIC WINTER ICE BARRIER FLOOD AIR MEAN 3.2.1.7. SNOW Special DESIGN Frost DESIGN UNDERLAYMENT FREEZING ANNUAL Roof Required Capacity of Connect n ' * a 3-second gust{mph} 90 95 100 105 110 115 120 130 140 150 160 170 180 q p city (ptf) Sill Eales are assumed to be treated Southern Pine. LOAD Speed Topographic wind borne CATEGORY Weathering line Termite TEMP REQUIRED HAZARDS INDEX TEMP Foundation p See fi re 1.1 (mph) effects debris Connections Span a Tabulated shear capacity is tabulated based upon a 10 ft wall height and 10 ft to late to ridge height.For other region Zone depth SupportingP y P g P P U L S U L S U L S U L S U L 5 Moderate (ft) Conditions,multiply value by the following adjustment. Rafter/Ceiling Joist Wan Number of 8d Common Na or 10d x Nails(7oenaited) E2O PSF 130 NO NO 1 B Severe 3'-0" To era 15 YES NO 01 5t0E0� 51.7'F , * „ „ Spacing(in.) Height Required in Each Rafter and s>la.� Heavy 12 - 134R - 147R - 160R 23 1888 49 218R Ift-) e4 /or Cei g foist Top Plate Connection 16 - - 10 40 73 Roof+1 Floor Roof+2 Floors Roof+3 Floors 20 - 6 23 58 96 12 8 2 2 2 2 2 2 2 2 3 3 3 3 3 LISTED TABLES TAKEN FROM THE 2018 WOOD FRAME CONSTRUCTION MANUAL (WFCM) Raaf&1 - Walt Height 8. 10 g' 10, 8' 10' 10 2 2 2 2 2 2 2 2 3 3 3 3 3 Floor 24 16 35 76 120 8 2 2 2 2 2 2 3 3 3 3 3 3 3 28 6 27 48 94 144 Top Plate to i6 10 2 2 2 2 2 2 3 3 3 3 3 3 3 Table 3.1 Nailing Schedule 32 14 37 61 112 168 Roof Pitch RidgeHeightAdjustment Factor 24 s 3 3 3 3 3 3 4 4 5 5 5 S 5 Sill piste to 36 22 47 74 131 192 20 3 3 3 3 3 3 4 4 S 5 5 5 5 - Number of Number of Foundation 0" flat 0..58 0.72 0.66 0,81 0.70 0,86 T20 - * 2028 - * 221R - �' 240R - * 282R 24 * 327R (flat) Prescriptive limits are based on assumpt€ons in table 3.4. Joint Description Common Nails Box Nails Nall Spacing (Crawl Space or S6:12 S' 0.66 0.79 0.71 0.86 0.74 0.90 ? when ceili s i 24 - - _ 4 47 rag joists are installed paraitel to rafter,the sum of the toenails in t�a rafter and Leri€n o€lit shaft equal or exceed the hub ed number of nails re ROOF FRAMING Basement) Roof&2 28 - - - 22 71 S, 0.72 0.87 0.75 0.91 0.78 0.94 # To avoid sohtting.no more than 2 toenails shall be installed in each side of a ratter or ceiling joist when fastened to a 2x4 top plate or 3 toenails in each side Rafter to Top Plate (Toe-Wailed) (see Table 3.4A) (see Table 14A) per rafter Floors _ _ _ S, 0.72 0.86 0.75 0,90 0.77' 0.93 #scleral to a 2x8 top piste. 32 40 9S Ceiling Joist to Top plate (Toe•nalted) (see Table 3AA) (see Table 3.4A) per joist - - 10' 0.87 1.00 0.85 1,010 0.84 1.00 ' Where top platedo•r€dge heights exceed 10',they shall be adjusted as follows: 36 3 58 119 >6:1x Ceiling Joist to Parallel Rafter(Face-nailed) (see Table 3.9A) (see Table 3.9A) each lap . " * * * is, 2.01 1.14 0.95 1.10 0.91 1.07 28 - 270R - 295R - 32iR - 376R - 1437R 0.99 1.14 Wall Height il' 2a' C'eiting Joist Laps over Partitions (Fare-Waited) (are Table 3.9A) (see Table 3,9A) each lap Raaf&3 20' 1.15 2.29 1.04 1.19 Collar Tie to Rafter (Face-nailed) (see Table 3.6) (see Table 3.6) per tie Floors 32 - - - - 23 Top Plate to Ridge (ft) Adjustment factor Mocking to Rafter{Toe-nailed} 2-8d 2-10d each end 36 - - - 47 Nei i . Rim Board to Rafter(End-Walled) 2-16d 3 16d each end 12 - 79 436 3 - 87 4363 - 94 436' 23 111 436 3 49 129 4367 10' 1.00 1.00 WALLfRAMING 16 - - 10 $0 73 is` 1.25 1.25 lop Plate to Top Plate (Face-nalted) 2-16d 2.16d• perfoot 20 - 6 23 58 96 Table 3.213 Bottom Plate to Foundation Connections{AnchorExposures *0" I.�o 1.5a lop Plates at intersections(Face-nailed) 4.16d 5-16d joints-each side Roof Stud to Stud (Face-nalled) 2-16d 2-16d 24"o.c. 24 - 16 35 76 120 Bolts) Resisting Lateral and Shear Loads from Wind Header to Header(Face-nailed 16d 16d 16"o.c.along edges 28 6 27 48 1 144 and g g (Prescriptive Alternative to Table 3.2) 32 14 37 62 122 168 ••-••---..-...u�.-. �. Top or Bottom Plate to Stud (End-nailed) (see Table 3.5A) (see Table 3.SA) per stud Wall Bottom Plate 36 22 47 74 131 192 For Exposures B&C and ati Wind Speeds Bottom Plate to floor jolst,Band(olst,End}olst 2-101 2-16d" per foot to Foundation 20 - 79 436 3 - 87 4363 - 94 436 3 - 111 436 24 129 436 3 Maximum Anchor Bolt r Blocking (Face-nailed) (Stab-on-Grade) Roof&1 24 - - - 4 47 Anchor Boit Diameter(in.) Spacing(in.)1,2,3,* Table 3.48 Shear Walls Resisting Uplift and Shear' �+ FLOOR FRAMING Floor 28 - - - 22 71 pose■ ic Joist toSill, Top Plate orGirder (Toe-nailed) 4-8d 4-I0d Per Joist 32 - - - 40 95 1 2" 31 (Prescriptive Alternative to Table 3.4) Bridging to Joist (Toe-natled) 2-8d 2.10d each end 36 - - 1 58 119 5/8" 48 Flocking to Joist(Toe-nailed) 2-8d 2-10d each end a 3 3 a a 28 - 79 436 - 87 436 - 94 436 - 111 1436 - 129 436 Wind Speed 3-second gust(mph) Blocking to Sill or Top plate(Toe Walled) 3.164 4.16d each block Raof&2 1 Prescriptive limits are based on assumptions in Table 3.2. P ( p l 90 95 100 105 110 115 120 130 140 150 160 170 180 Ledger Strip to Beam(Fate-nailed) 3-16d 4.164 each joist Floors 32 - 23 2 When anchor bolts are used to resist uplift,lateral,and shear loads,the maximum anchor bolt spacing shall not exceed See Fi ure 1.1 Joist on Ledger to Beam(Toe-Waned) 3-8d 3-10d per joist 36 - - 47 Top&Bottom of Eland Joist to foto(End-Waited) 316d 4-lad per joist tJ = Connector uplift Toad. the lesser of the tabulated values for uplift loads(Table 3.2C)or lateral and shear loads(Table 3.2B), For other anchor Wood Structural Panel Shear Wall Band Joist to Sill or Top Plate(Toe-nailed) 2-16th 3-16d per foot L Connector lateral load(perpendicular to the wall). bolt limitations see Section 3.2.1.7 and 3.2.2.3, Requirements Panel Nailing .� ROOF SHEATHING S = Connector shear load(parallel to the wall). 3 Tabulated anchor bolt spacings for shear loads assume walls are sheathed in accordance with section 3.4.4.2. For other Requirementsl Maximum Roof Span(ft)''3 R - L W for wind perpendicular to the ridge and W/L for wind parallel to the ridge,where W is the building width and wall sheathing types the tabulated anchor bolt spacings shall be multiplied by the appropriate sheathing type adjustment Sheathing Shear Wall Rows of Nail Wood Structural Panels tad 10d (ser 7atrte 3.101 Spacing Diagonat Board Sheathing L is the building length. factor in Table 3.17D,but in no case shalt anchor bolt spacings exceed 6 feet on center. Thickness Nailing Nall$ in 1"x6"or 1"x8" 2-8d 2-10d per support * 4 Lateral connections shall be designed to resist the loads in Table 3.5. ? 16 OSB or S Common 1"x20"or wider 3-$4 3-10d per support Anchorage required to resist lateral toads shall be determined In the foundation design per Section 1.1.4. 1° 4 - - - - - - - See footnotes 1-4. Table 3.2C Sill or Bottom Plate to Foundation Connections Exposure B with s plywood of Nails p ci paned 3 36 36 36 36 36 28 20 12 CEILING SHEATHING pe g spacing and 6 36 36 36 36 36 28 20 12 with species of edge Gypsum Wallboard Sd coolers Sd coolers 7"edge/10"field (Anchor Bolts)Resisting Uplift Loads from Wind yp F plies having 12"field edge 2 s 4 36 36 36 36 36 36 36 36 36 32 24 20 16 WALLSHEATHtNG Footnotes for Table 3.2 (Prescriptive Altemative to Table 3.2) G= 0„44 spacing3 36 36 36 36 36 36 36 36 36 36 36 36 32 Wood Structural Panels 8d 10d (see Table 3.111 " 6 Wind Speed 3-second gust(mph) T/16 OSB or $d Common * Structural Fiberboard Panels 1 Tabulated uplift and lateral loads shalt be permitted to be multiplied by 0.75 and 0.92,respectively,for See Fi re 1.1 90 95 100 105 110 115 120 130 140 150 160 170 180 195 15/32"plywood Nails @ 6"panel 1 4 36 36 36 36 36 28 20 12 - - - 1/2" 11 Ill.gale. roofing nail - 3"edge/6"field 3 36 36 36 36 36 36 36 36 24 20 12 12 framingnot located within 8 feet of building corners. Sill or Bottom Plate to with species of edge spacing and " (0.120"xl-1/2"long x 7/26"head) z g plate Foundation � plies having 12"field edge s 6 36 36 36 36 36 36 36 36 24 20 12 12 - 25/32" 11 ga.gaty. roofing nail - 3"edge/s"field Tabulated connection requirements are based on total uplift minus the roof assembly dead load of 9 psf Foundation Anchor Bolt Maximum Anchor Bolt Spacing(in-) 2 4 36 36 36 36 36 36 36 36 36 36 36 28 24 0.6 x 15 psf=9 s and wall assembly dead load of 73 if 0.6 x 121 if Connection Resisting Size Supporting GN3'49 spacing 3 36 36 36 36 36 36 36 36 36 36 36 36 36 {0.120"xl-3/4"lung x 3/8"head) ( P psf) Y P ( P }• g Gypsum Wallboard 5d coolers Sit coolers 7"edge/10"field 3 Tabulated shear capacity requirements assume all walls are sheathed In accordance with Section 8 En " 10d Common 4 6 - - - - - - - - - - Plardboard 8d 8d 3.4.4.2. For other wall sheathing types the tabulated shear capacity of the connection shall be divided 1-3 stories 72 72 72 72 72 72 7i S7 43 3S 30 27 24 22 15/32 058 or " 1 4 36 36 36 36 36 36 28 16 12 - - (see Table 3.12) g YP P tY 2x4 Nails�6 panel Particleboard Panels 8d Rd (see manufacturer) by the appropriate sheathing type adjustment factor in Table 3.17D. Inter€ Zon plywood with edge sparing and 3 36 36 36 36 36 36 36 36 32 24 20 16 12 1-3 stories 72 72 72 72 72 72 72 66 SO species of plies 6 36 36 36 36 36 36 36 36 32 24 20 16 12 Octagonal Board Sheathing " Tabulated shear capacity is tabulated based upon a 10 ft wall height and 20 ft top plate to ridge height. Uplift Loads 4i 3S 31 28 26 12"field edge ; 1"x6"or 1"x8" 2-8d 2.104 per support For other conditions multiply value b the following adjustment. 8'En one having G?OA9 2 4 36 36 36 36 36 36 36 36 36 36 36 36 32 R pP p Y Y g J 42 36 32 29 26 spacing 3 36 36 36 36 36 36 36 36 36 36 36 36 36 2x6 1-3 stories 72 72 72 72 72 T2 72 68 51 a d detailing of wood structural at i"xI0"or wider 3•t3d 3 10d per support See AWC/ANSI Special Design provisions or Wind and Seismic SDPWS for ra er �'„ a FLOOR SHEATHING Roof+1 Floor Roof+2 Floors Roof+3 Floors Interi Zon t� 9 ,/ f d P P �.� 8 p 1-3 stories 72 72 72 72 72 72 72 72 60 49 42 37 �34 31 used to resist combined shear and uplift from wind. Wall Height Be 10' 8' 10' 8' 10' ' Where framing has a specific gravity of 0.49 or greater,tabulated maximum roof spans shall be permitted to be multiplied by Wood Structural Panels g I'or less 8d 10d 6"edge/72"field Tap Plate to Ridge greater than 1" 10d 16d 6"edge 112'field Roof Pitch Height ft Adjustment Factor but In no case shall they exceed a span of 36 ft. Diagonal Board Sheathing 0'(fiat) 0.58 0.72 0.66 0.81 0.70 0.86 1 Tabulated values for plywood assume plywood with a species of plies having a specific gravity of 0.49 or greater.For plywood 1"x6"or 1"x8" 2-8d 2-10d per support , other species,multiply the tabulated maximum roof spans by 0.90. 56:12 S 0.66 0.79 0.71 0.86 0.74 0.90 1"x10"or wider 3.8d 3-10d per support 10' 0.74 0.87 0.76 0.91 0.78 0.94 Footnotes to Table 3.3A ° Wood structural panels shall overlap the top member of the double top plate and bottom plate by 1%'and a single row of fast _T Nailing requirements are based on wall sheathing nailed 6 Inches on-center at the panel edge.Alternative nailing scnedules shall S. 0.72 0.86 0.75 0.90 0.77 0,33 i shall be placed Y."from the panel edge. be used where wall sheathing nailing is reduced.For example,if wall sheathing is Waited 3 inches on-censer at the panel edge to , x Prescriptive limits are beard on assumptions in Table 3.3, s 10 0.87 1.00 0.85 1.00 0.84 1.00 Anchor bolts shall be uniformly distributed along the length of the sill plate.See Section 3.2.1.7 for anchor bolt limitations. Wood structural panels shall overlap the top member of the double top plate and bottom plate by 114".Rows of fasteners steal obtain higher shear capacities,naffing requirements for structural members shall be doubled,or alternate connectors shall be >6:12 , 15 1.01 1,14 0.95 1.10 0,91 1,07 Sill pietas are assumed to be treated Southern Pine apart with a minimum edge distance of Y".Each row shall have nails at the specified spacing. used to maintain the load path. , P P 8• 2 When wall sheathing is continuous over connected members,the tabulated number of nails shall be permitted to be reduced to 20' 1.15 1.29 1,04 1,19 0.99 1.14 Where the lateral force resisting system is other than wood structural panel shear walls the number of anchor bolts requirtid shall be increased by multiplying by 3.25. 1-16d Wait er foot s The number of foundation silt plate anchor bolts can be determined for other load cases by multiplying by the appropriate Adjustment faetorgiyen in the following table: Minimum Roof/Ceiling Assembly a 1S psf Roof/Ceiling Assembly*25 psf Table 3.3A1 2"Anchor Botts-Foundation Sill Plate Connection ... � foundation Building Floor a l2 psf floor"20 psf Floor*12 psf Floor*20 Pill Floor a 12 psf floor a 2a psf floor a 12 psf Ftw c 20 psf 1I �. - 3� Table 3.3A4 6j8 Anchor Bolts-Founds#ton Sill Plate Cann ectton +� Partitiwa*s Psf Partition*s psf Partkion*b pat Panition•tl psi PaRklon=g psf Partittori*g� Partitions 6 psf Partkion*a psf Resisting Shear Loads from Seismic(prescriptive Im �r Resisting Shear Loads from Selsmic +�L ' Supporting Dimension,w THE NEW 2018 INTERNATIONAL RESIDENTIAL CODE ADOPTED BY NEW YORK STATE REFERS TO THE 2018 WOOD FRAM j g (prescriptive wadi=sso x wall.iso x was•110 was*l4o if wan s lAa tf wan�.1go wan•1zo tt watt.Ito n alternative to Table 3.3) � m 1l ,alternative to Table 3.3) 4) 'm m 5/811 (ft) Foundation sill plate connection shear load adjustment facto►= CONSTRUCTION MANUAL(WFCM)FOR ONE-AND TWO-FAMILY DWELLINGS DEVELOPED BY THE AMERICAN WOOD COU (Dead Load Assumptions:Roof/ceiling-15 psf,Floor-12 psf,Partition=8 psf,Wall-110 plf: (Dead load Assumptions:Roof/ceiling=15 psf,Floor=12 psf,Partition=8 psf,Walt=110 Of; 12 133 1.41 1.00 1.20 1.51 1.60 1.18 1.28 WOOD DESIGN STANDARDS COMMITTEE.THE CONTRACTOR AND FRAMING FOREMAN SHOULD BE FAMILIAR WITH THI: Ground Snow Load=30 psf;Lateral force resisting systern:Wood structural panel spar walls) Ground Snow Load=30 psf:Lateral force resisting systern:Wood structural panel shear walls) 16 1.30 1.39 1.01 1.12 IAA 1.59 1.20• w 1.31 _M AND BE RESPONSIBLE FOR BUILDING IN CONFORMANCE WITH IT.THE WFCM HAS DEVELOPED GUIDES TO WOOD CON: Minimum SDCA Sot B sot c Roof,Ceiling 70 1,27 1.38 1.00 1.13 147 1:58' 1.21 1.33 IN.HIGH WiND AREAS.USE OF THE HiGH WIND PROVISIONS OF THESE GUIDES WILL RESULT IN DESIGN SOLUTIONS THI Minimum SDC A SDC B SDC C 24 1.24 1.37 1,00 1.14 IAS 1.57 1.21 135 Foundation Building L/W L/W &1 Floor PRESCRIPTIVELY MEET THE APPLICABLE REQUIREMENTS OF THE WFCM, IRC,AND IBC.THESE GUIDES CONTAIN FiGUF Supporting Dirnension,W 1 i.S 2 2.5 3 1 1.5 2 2.S 3 1 1.5 2 2.5 ; Foundation Building L/W L/W _[_ tjVlr 2tt 1.22 1.36 1.00# 1,1s 1,44 1,57 1>22 .1.37 ixsas.e Supporting Dimension,W 1 1.5 2 2s 3 1 1.5 2 2.s 3 1 ss x 2,5 3 32 1,21 1.35 1,00 1.15 1.43 1,56 1.23 1<38 TABLES DESCRIBING THE REQUIRED NAILING OR FASTENERS BETWEEN ALL STRUCTURAL MEMBERS WITH THE RESPE ftNumber of Bolts Required"-'*'-' (ft) Number of Bolts R utred''"'''s'a 36 1.19 1.34 1.01 1.16 2.42 1,56 1.23 1.39 SPACING.SHEET 1.0 IS A DiAGRAM OF TYPICAL STRAPPING APPLICATIONS FOR HIGH WIND UPLIFT AND LATERAL FOR 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 12 4.36 1.46 1.00 1.13 1.48 1.58 1.12 1,25 CONSULT THE ARCHITECT IF THERE ARE SPECIFIC CONDITIONS WHICH ARE NOT COVERED IN THE MANUAL OR ON THE 16 2 1 I 1 1 1 1 1 i 1 1 1 Y w1 2,,•. : .?..,. 16 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 16 1,32 1.45 1.00 1.15 1.44 1.57 1.13 1.28 .. ..�20,..... 1,. .;,.. 1 ...>.<2< , . i _..,..1:.,. . 1 ,�.>.1, 1 .,.R...2�.... 2. 1 1 2 2 2 �.,-.�. _„ .�,.. . .>,.. . . . ...,.,.. _.... .><._... ,.. ...... , -,.m... ... .....,.. .o...,.,�. . SHEET 1.0 Roof,Ceiling,& 20 1 1 4 1 1 1 1 1 1 1 1 1 1 2 2 20 1,2'3 ...1.43 1.00 1.17 1.42 1.56 -1.43 1.34' 24 1 1 1 1 1 1 1' 2 2 2 1 2 2 3 3 Roof,Ceiling,& Roof,Ceiling I Floor I Floor 24 1 1 1 1 1 1 1 1 i 2 1 2 2 2 2 &2 Floors x4 1.21' 1.42 1.00 1,18 z.4a 1.55 7.14 .1,31 ADDITIONAL DESIGN CRITERIA: 28 1 1 2 1 2 1 2 2 2 2 2 2 3 3 4 28 1 1 1 1 1 1 1 2 2 2 1 2 2 2 3 7 7 32 1 1 1 1 1 1 2 2 - 2 2 2 3 26., 1.25 1.41 1.00 1,19 1.38 1.54 1,14 1.33 1, GRAVITY LOADING: 32 2 1 2 2 - 1 Z 2 3 2 3 3 4 7 7 36 1 1 2 27 - 2 2 3 3r 2 3 4 4' 36 1 1 1 17 1 2 2 27 2 2 3 37 - a6 1.22 1.39 1.00 1-220.19 1.35 1.53 1.15 1.1,14 35 A. FIRST FLOOR- COMBINED LIVE AND DEAD LOAD=50 PSF 12 2 2 1 i 1 1 2 I 1 1 1 1 2 2 2 22 ! 1 1 1 1 2 1 1 i 1 1 i 1 1 2 1 1 1 1 1 1 1 2 2 2 1 2 2 2 3 16 1 1 1 1 1 1 1 4 1 2 1 1 2 2 2 12 1,37 1.49 1.00 1,14 1,46 7 1.09 1.23 _ _ """16 -.,1 .,<,,., ''1,>._ ,..�,- ..,<.,•..,..ri�.: _....,. _ _.:...... :.,.. _ 16 1.34 1.47 100 1.16 1.42 1.56 1.09 1.26 r 20 1 1 i 1 2 1 2 2 2 3 z 2 3 . 3 4 x° 1 1 1 1 1 1 .1 2 2 2 1.. a 2 .2 3 w < -. , ,. _.. m, CC. ROOFN GROUND SNOW I OADD QTPSF+DEAD LOAD 5AL LIVE AND DEAD 0PSF 40 PSF %¢�O A C , s R Roof,tailing,& Roof,Ceiling,& 20 1.30 1.d6 1.00 1,18 1=40 1,55 1.10 <1.28' �'J•,>. � 24 1 1 1 2 2 2 2: 2 3 3 2 3 3 4 5 24 1 1 1 1 2 1 2 2 2 2 2 2 3 3 3 Roof,Ceiling 2. WIND LOADING: 2 Floors 2 Floors &3 floors tri #.28 1.45 I,t'ki 1.2p 1.37 1.54 2.10 1.3ti. ! 28 1 1 2 , 2_ 2 2 2 3 4 4 3 . 3 4 5 6 28 1 1 1 .2 2 1 2 2 3 3 2 3 3 4 4 2 1° 1.31 A. WFCM GUIDE TO WOOD CONSTRUCTION IN HIGH WIND AREA 130 MPH EXPOSURE B HiGH WIND GUID 32 1 2 2 27 2 3 4 47 - 3 4 5 6' - 32 1 1 2 27 2 2 3 37 2 3 4 57 2$ 4 2`a 1.+14 1<00 2.21 1.35 1.53Z- r 7 7 7 7 32 1.24 1.43 1.00 1.21 1.34 1,.53 1.11 1.32 UNLESS OTHERWISE NOTED. c k. 36 2 2 2 3 - 3 3 4 5 4 S 6 7 36 1 2 2 2 - 2 3 3 3 3 A d 57 tt1 „7 36 1.22 1.42 1,00 1.22 1.32 1.52 1.11 1.33 3. DESIGN PRESSURE: � 12 1 1 1 1 1 1 1 2 2 2 1 2 2 2 3 12 1 1 1 1 1 1 1 1 1 2 1 1 2 2 2 s P' 16 1 1 1 1 2 1 2 2 2 3 2 2 3 3 4 16 1 1 1 1 1 1 1 2 2 2 1 2 2 2 3 iv of grow TION R609 EXTERIOR WINDOWS AND DOORS �_.. ., r.... '3 . ,._p . _..r, ......._,_., A and re as follows Effect' r seismic weight used to determine foundation sett plate anchorage toad includes 20� ground snow toad where the ground snow load exceeds 30 A A PER 2018 IRC SEC cl. LIGHT AND VENTILATION: psf, Sus used for SDC B,C.Da,Di a D2 a :5�=0.17 for SDC A:Srn•D.33 for SDC B;Sus*0.50 for SDC C:Sm-0,67 for SDC�:Sxri•�•l33 for SDC D=, Roof,Ceiling& xa 1 1 ? 2 2 2 .2 3 3 4 2 3 4 4 5 � 1...,.•.1 .,.,..1 1 x 1 2 x 2 3 2 2 3 3 4 , Roof,Ceiling& A. AS PER 2018 IRC SECTION R303 LIGHT VENTILATION AND HEATING -A 1 24 1 2 2 2 3 2 3 3 4 5 3 4 5 6 7 3 floors 24 1 1 2 2 2 2 2 3 3 3 2 3 4 4 S �=1.17 for SDC D�, Q3 3 Mors 5. ENERGY CODE CALCULATIONS: '`�/' �� 28 2 2 2 3 •3 3 3 4 5 6 4. 5 6 7 8 28 1 2 2 2 2 2 3 3 4 4 3 4 4 5 6 ' The number of foundation slit plate anchor bolts is based on a building length.L,squat to tf0 ft. �'r> >�' tJ 32 2 2 3 37 3 4 5 57 - 4 6 7 97 32 1 2 2 37 - 2 3 4 A7 - 3 4 5 67 - A. REFER TO THE 2018 iECC t" �- 36 2 3 3 4r 4 5 6 7' - S 7 9 107 36 2 2 3 ' 3 4 4 57 4 5 6 77 Minimum SDC Do soc Di SDC 0, Minimum SDC Dp SDC Di SDC DZ foundation Building L/W L/W t/W foundation Building L/W L/W L/W Supporting Dlmetnlon,W 1 1.5 2 2.5 3 1 1.5 2 2.5 3 1 1.5 2 2.5 3 Supporting Dimension,W 1 1.5 2 2,S 3 1 1,S 2 2.5 3 1 1.5 x 2.S 3 "able 3.38 Bottom Plate to Foundation Connections(Anchor Bolts)(Reslstlng Shear ft Number of Botts Re uired''''s'"•s'6 (ft) Number of Bolts Re uiredi,a i.+.s c 12 1 1 1 1 2 1 1 2 2 2 1 2 2 2 3 12 1 1 1 1 1 1 1 1 1 2 1 1 1 2 2 from Seismic REV. DATE REVISIONS 16 1 1 2 2 2 1 2 2 2 3 2 2 3 3 4 16 i 1 1 2 2 1 1 2 2 2 1 2 2 2 .. .: . .... ._. .. >.. .. .. . .. <, x 1 2 2 2 3 2 2 3 3 -11311 20 1 2 2 3 3 2 2 3 3 4 2 3 3 4 5 Roof,Ceiling,& 2° 2 1 2 2 For Seismic Design Categories A,B,C,Da,D1,and Dr Roof,Ceiling & i t 1 20 DEC 23 PERMIT DRAWINGS 24 2 - 2 .3 .3 4 2 ; 3 3 4 5 3 4 4 5 6 24 1 2 2 2 3 2 2 2 3 3 2 3 3 4 5 PERMIT DRAWINGS FOR MCMILLEN RESIDENCE ALL NEW WORK TO CONFORM WITH THE 2020 INTERNATIONAL RESIDENTIAL CODE (IRC). 3600 LITTLE NECK RD CUTCHOGUE, NY 11935 IN ADDITION FOLLOW THE SUPPLEMENT TO THE 2020 NEW YORK STATE ENERGY CONSERVATION CODE SHEET CONSTRUCTION CODE WHERE APPLICABLE. • s ~ DRAWN BY: BAM,KLT SHEET NO.: CHECKED BY: JMM,ZTC 1.4 SCALE: AS NOTED GA. 001 t ISSUED DATE: 12.20 2023 Tattle 3.5 Top and Bottom Plate to Stud lateral Connection Exposure B Table 3.6 Ridge Connection Requirements for wind ExposureEl Table 3.10 Roof Sheathing Attachment Requirements for Wind Exposure B R301.2.1.2 Protection of Openings Requirements for Wind toads (Dead Load Assumptions: Roof Assembly DL=10 psf toads Exterior glazing in buildings located in v:inr$bfars re debris re,;ic;ns shall be Wind Speed w€ndSpeed3-second gust(mph) protected from windborne debris.Glazed opening protection for windborne Wind Speed 3-secondgust e1.1) ) 90 ss lqo xos lio 115 120 13o 140 xso iso 170 i$q 195 (See Figure 1.1) 9a ss i� los slo xis i2o o iso i6o ago xso 1915 debris shall meet the requirements of the Large Missile Test of ASTM E1996 (See Figure x.1) and ASTM E1886 as madi f 3-second gust 90 95 100 105 110 125 120 130 140 150 160 17'0 180 195 Rafter Fastener Spacing ied in Section 301-2.1.2.1.Garage door glazed(mph) Roof Pitch Roofs Pan Requiredcapacityof Rid n(pif)"t " , /Truss Panel t»term. opening protection for windborne debris shall meet the requirements of an (ft) Sheathing Location Uplift Load per Nall(lbs) approved impact-resisting standard or ANSI/DASMA 115. {See Figure i.l) Spacing Edges Supports IafT p � 12 28 39 51 64 77 91 105 136 169 205 243 284 327 397 1,z 16 37 52 68 85 103 121 141 182 226 274 _ 325 379 436 529 . .., w,,. Wall Height(ft) Unit Framin n6m 615 855 206 128 152 ` 176 227 282 342Y 406/ 473 " 545 -661 6 6 9 19 21 23 2S 28 30 5 1 47 53 60 67 78 Exception:t�ti'c�c�d strucrtlrai f 1pwith a thickness of not less than 7116 inch 3:12 24 56 78 102 128 .154 182 211 272 339 41D 487 568 654 793 12 6 6 9 7 ii 12 23 9 15 8 1 24 27 30 34 39 8 4.5 50 55 61 67 73 79 93 2Q8 124 341 159 178 209 (11 mm)and a span of not more than 8 feet(2438 mm)shall be permitted 4 4 b 7 7 8 9 9 10 2 I6 i8 20 23 26 28 65 91 119 149 180 212 246 318 395 479 568 663 763 925 fora opening protection.Panels shall be recut and attached to the framing 10 53 S9 66 72 79 87 94 112 129 148 168 190 212 249 32 74 105 137 170 206 243 281 363 452 547 649 758 873 1057 3 3 S 5 fi 6 7 7 $ 22 14 15 17 20 p g p p g .. _°._ .,... _.".. _ _- _,. re. ....._. u... . 6 12 23 2S 28 31 34 37 40 7 62 70 79 89 104 surrounding the opening containing the product with the glazed opening, F .~ 12_...��, -TMfj2 " 6�° ��76 $� 41 X00 109 128 -14$ 170 193 218 245 287 36 83 118 154 192 231 2T3 316 409 508 626 730 852 '982 1190 6 6 12 13 14 16 17 19 2D 7 31 35 40 45 52 � id 619 71 85 94 103 112 122 144 167 191 218 , "246 275 323 12 26 35 45 ss ss 77 88 113 1.19 168 199 231 266 321 16 Panels shat)be predrilled as required for the anchorage method and shall be 4 4 8 9 10 10 11 12 14 .6 8 21 24 27 30 35 16 77 85 94 104 114 124 135 159 184 212 '241 272 305 358 16 35 47 60 73 87 102 118 iso 186 224 265 308 354 428 i secured with the attachment hardware provided.Attachments shall be 2 wm r«�• �-•..•.- ,. w -. ..-.1 Interior Zone 3 3 6 7 7 8 9 9 10 2 i6 18 20 23 2b 18 86 93 103 113 124 136 148 174 201 231 263 297 333 391 2d d3 58 95 91 109 128 147 188 23z 280 331 385 443 b36 6 12 27 30 33 37 40 44 48 6 s 74 84 95 107 125 designed to resist the component and cladd.ng loads determined in 4:12 24 52 70 89 110 131 153 176 226 279 336 397 463 532 1543 6 6 14 15 17 19 20 22 24 8 3 37 42 48 54 63 accordance with either 7 abfe F301.2,12)or ASCE 7 with the permanent 20 96 1Qq 111 123 135 147 160 218 25Q 285 321 360 423 28 61 82 . 304 128 153 179 206 263 325 392 464 540 620 750 1�`2 4 4 9 10 11 12 14 15 16 2 25 28 32 36 42 1 Tabulated framing loads and connection requirements Shall be permitted to be multiplied by 0.92 for framing not located within 8 feet of corners. 32 69 94 119 146 174 204 235 301 372 448 530 617 709 857 3 3 7 $ 9 9 10 11 12 7 19 21 24 27 32 corrosion hardware provided and anchors 36 78 IDS iia 164 196 230 264 338 418 504 596 694 797 964 6 12 34 37 41 46 50 55 59 1 93 105 119 133 156 permanently installed on the building.Attachment in accordance with 1r�!7is 2 Tabulated framing loads are specified in pounds per linear foot of wall. To determine connection requirements(lbs),multiply the tabulated unit lateral 12 20 27 35 43 51 60 69 88 109 132 156 182 209 253 24 6 6 17 19 21 23 25 2$ 30 5 1 47 53 60 67 78 R-201.2.1.2 is permitted for buildings with a nit`an roof i e.ght of 45 feet(13 framing load by the multiplier from the t corresponding to the spacing of the connection: 16 26 36 46 57 68 80 92 118 146 176 208 242 279 337 4 4 12 13 14 16 17 19 20 4 7 31 35 40 45 52 728 mm)or less where the ultimate design wind speed, V,,It,is 180 mph(290 2q 33 4S '58 71 85 100 115 147 182 ... 220 26D 363 " 348 -4-21 3 3 9 10 11 12 13 14 15 9 1 24 27 30 34 34 Connection Spatting{tn.) 12 16 19.2 24 4$ 5:12 24 40 54 69 85 102 119 1.38 177 219 264 312 364 418 506 6 12 32 35 39 43 47 51 56 6 87 99 112 125 147 kph)or less. Multiplier 1,00 1.60 2,00 4.00 28 46 63 81 99 119 139 161 206 255 308 364 424 498 590 12 6 6 16 18 20 22 24 26 28 3 S 44 SO 56 63 74 TABLE 8301.2.1.2 32 53 72 92 114 136 159 184 236 292 352 416 485 557 674 4 4 11 12 13 15 16 17 19 2 6 29 33 38 42 49 36 60 81 104 128 153 179 207 265 328 396 468 545 627 758 3 3 8 9 10 11 12 13 14 7 22 25 28 32 37 WINDBORNE DEBRIS PROTECTION FASTENING SCHEDULE FOR WOOD iv 12 20 26 33 40 48 55 63 81 99 119 141 164 188 227 6 12 42 47 52 57 63 68 74 7 1 116 132 149 167 196 STRUCTURAL PANELSa,b,c,d 6 6 21 24 26 29 32 34 37 1 58 6b 75 84 98 16 27 35 44 54 b3 74 85 108 133 159 188 218 254 302 4 4 14 16 i8 19 21 23 25 39 44 50 56 66 FASTENER SPACING(inches)a'b TTLOtJR JOIST . . �__.. .. ._._ _ ., .._ .... . . .: .. .,. .,.,... ..° - . . . .., 115 2q 33 44 55 67 79 92 106 135 166 199 235 273 X313° 378 6:12 24 40 53 66 80 95 ill 127, 162 199 239 282 327 376 453 Perimeter Edge Zone 3 3 11 12 13 15 16 17 19 2 29 33 38 42 49 28 47 61 77 94 111 129 148 188 232 279• 329 38.2 .438 529 6 12 so 56 62 68 75 82 89 5 1 139 158 179 200 235 FASTENER TYPE Panel 4 feet< 6 feet< No 32 53 70 88 107 127 148 169 215 265 319 376 436 501 605 19.2 6 6 25 28 31 34 38 41 45 3 1 70 79 90 100 118 ,c span_ panel span panel span a 4 17 19 21 23 25 28 30 5 i 47 53 60 67 79 4 feet <_6 feet <_8 feet 36 60 79 99 121 143 166 190 242 298 358 423 491 564 680 3 3 13 14 16 17 i9 21 23 7 2 35 46 415 50 59 12 27 32 37 43 49 55 62 76 94 112 132 153 175 211 6 12 63 70 78 85 94 102 112 1 2 174 198 223 250 294 16 36 43 50 S7 65 73 8z 102 125 149 176 204 233 281 6 6 32 35 39 43 47 51 56 6 87 99 ii2 125 147 No•8 wood-screw-based _ 2a 45 $3, 6T .�-72 si �� '92 103 12'7"" 156 187 -220 '- " 254-7 � 293 351 24 4 4 21 24 26 29 32 34 37 1 58 66 75 84 98 anchor with 2-inch embedment 16 10 8 7:x2-12.12 24 54 64 75 86 98 210 123 153 187 224 263. 305 .350 421 3 3 16 18 2q 22 24 26 28 d4 50 S6 63 74 length 28 62 74 87 100 114 129 144 178 218 261 3D7 356 408 491 32 71 85 99 115 130 147 164 204 250 299 351 407 466 562 Fastener Spacing 36 8o 96 112 129 147 165 185 281 336 395 458 525 632 Gable Endwall Rake or (in.) Uplift Load per Naii{lbs} No.1 Q wood-screw-based i Tabulated connection requirements shall be permitted to be multiplied by 0.70 for framing not located within 8 feet of building corners, Rake Truss with up to 9" 6 28 31 35 3$ 42 46 5D 78 88 100 112 131 anchor with 2-inch embedment 16 12 9 LATERAL Rake Overhang 4 19 21 23 26 28 32 33 S2 53 67 75 88 length 2 Tabulated connection requirements are based on total uplift minus the roof assembly dead load of 6 psf (0.6 x 10 psf=6 psf). FRAMING MING 3 14 16 18 19 2i 23 2S 39 44 50 56 66 1',[\,j'S, 1 j'd � 3 Tabulated connection requirements are based on a 12 inch ridge connection spaeing,for different ridge connection spacing,multiply the tabulated values by the appropriate 1/4-inch lag-screw-based LOADS multiplier below- Fastener uplift Capacity 1"(ibs) anchor with 2-inchembedrnent 16 16 16 Sheathing Thickness(in.) 318 7/16 15/32 19/32 23/32 length Ridge Connection Spacing(in.) 12 16 19.2 24 48 Framing Member 0,42 0.49 0.42 0.49 0.42 0.49 0.42 0.49 0.42 0.49 Multiplier 1.00 1.60 2.00 4.00 4 for lack rafter uplift connections,use a roof span equal to twice the jack rafter length.The jack rafter length includes the overhang length and the jack span. 8d common 70 91 68 100 67 98 6_319-2- ss 86 For Si:1 inch=25.4 mm,1 foot=304,8 mm,1 pound=4.448 N, 1 mile per hour=0.447 10d box 84 Sol 82 118 81 120 77 114 73 108 m/5. RSR5-0315 41 41 99 106 49 114 99 135 99 135 a.This table is based on 180 mph ultimate design wird speeds. Vuit,and a 45- foot Jr?�^d+s li7s32 1:�+!�i�t. 1 For roof sheathing within 4 feet of the perimeter edge of the roof,including 4 feet on each side of the roof peak,the 4-foot perimeter edge zone attachment requirements shall be used. b.Fasteners shall be installed at opposing ends of the,^,rood stru<tLtra'1>om,!,. 2 Minimum capacity of withdrawal and fastener head pull-through is tabulated. Fasteners shall be located not less than 1 inch from the edge of the panel, 3 Tabulated values include a load duration factor adjustment,Cc-1.6. 4 Tabulated values for 8d common nails and 10d box nails are applicable to carbon steel nails(bright or galvanized), c.Anchors shall penetrate through the extego,yr 1`.: ^�er ir`la with an 5 Tabulated values for RSRS-03 nails are applicable to carbon steel(bright or galvanized)or stainless steel nails. embedment length of not less than 2 inches into the building frame. i`L R JOIST Fasteners shall be located not less than 2''/r inches from the edge of Table 3.11 Wall sheathing and Cladding Attachment 1P cor rFte block or cc:: ore . Requirements for Wind Loads d.panels attached to masonry or masonry/stucco shall be attached using vibration-resistant anchors having an ultimate withdrawal capacity of not Wind Speed less than 1,540 pounds. Table 3.9A Rafter/Ceiling Joist Heed Joint Connection Requirements 3-second gust 1-d 95 100 I-110S 110 115 120 0 0 250 160 170 180 195 (Prescriptive Altemative to Table 3.9) (mph) Fi ur 1. Table 3.5A Top and Bottom Plate to Stud Lateral Connections Roof Live Load Ground Snow Load STRUCTURAL SHEATHING 8301.2.1.2.1 Application of ASTM E1996 cxposure20 psf 50 psf 70 psf E F E f E F E F £ F E F E F E E E f £ F E F E F E F E F for Mind Loads n( ) t Stud Spacing 1 a The text of Section 2.2 of ASTM El 996 shall be substituted as follows: Alternative to Table 3.5) Sheathing Location Maximum Nail Spacing for$d Common Nails or 10d Box Nails(inches,o.c,)2" (Prescriptive 12 24 36 12 24 36 12 24 36 (inches,o.c.) Wind Speed Rafter 1,2,301 12 6 12 6 12 6 i2 6 1121 5 1121 6 12 6 12 6 12 12 6 12 6 12 6 12 6 12 6 12 2.2 ASCE Standard: Rafter Slope Required Number of 16d Common or 40d Box Nails per Heel Joint Connection interior Zone 16 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 SZ 12 6 12 6 12 6 12 6 12 6 12 3-second gust{lnph) 90 95 100 105 110 115 120 130 140 150 160 170 180 195 Spacing{in.) 24 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 12 6 12 6 12 5 6 6 6 6 6 12 3 5 8 3 6 9 5 9 13 6 12 17 ASCE 7-10 American Society of Civil Engineers Minimum Design Loads for (See Figure 2..1) 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 6 12 121611216 12 6 12 6 12 6112 16 4 7 10 4 8 12 6 12 17 8 15 23 buildings and Other Structures Stud 3,12 Perimeter Edge Zone 16 6 12 6 22 6 12 6 12 6 12 6 12 6 12 6 12 12 6 12 6 12 6 12 6 12 6 6 t 19.2 4 8 12 S 10 14 1 14 21 9 18 27 Spacing Watt Height(ft) Required Number of 16d Common Nails or 40d Box Nails per Stud to Plate Connection{pill 24 6 12 6 12 6 12 6 12 6 12 6 12 b 12 6 12 6 12 6 6 6 6 6 6 6 6 (in.) 24 5 10 1s 6 12 18 9 17 26 12 23 34 The text of Section 6.2.2 of ASTM E1996 shall be substituted as follows: 8 2 2 2 2 2 2 2 2 2 2 2 2 2 2 12 3 4 6 3 5 7 4 7 10 5 9 13 BOARD SHEATHING or LAP SIDING 16 3 S 8 3 6 9 5 9 13 6 12 17 Sheathing Size Rafter/TrussSpacing 6.2.2 Unless otherwise specified,select the wind zone based on the 10 2 3 2 2 2 2 2 2 Z 2 2 2 2 2 4:12 Minimum Number of 8d Common Nails or lOd Bax Nails 19.2 3 6 9 4 7 11 6 11 16 7 14 21 (inches,o.c.) ultimate design wind speed, V 1p as follows: 12 , 2 � � . . ,2.. :� .._.�.., � .�..-:. ...� .. �. 2M.. .. �, , -.� ." Z _� 24 4 8 11 5 9 13 7 13 19 9 17 26 Per Support 12 14 2 2 2 2 2 2 2 2 2 2 2 2 2 3 12 3 3 5 3 4 6 3 6 8 4 7 11 1x6 orix8Sheathing 12-24 2 2 2 2 2 2 2 2 2 2 2 2T-2- 16 6.2.2.1 Wind Zone 1-130 mph<ultimate design wind speed, V 140 2 2 2 2 2 2 2 2 2 2 2 2 2 3 1x10 or Larger Sheathing 12-24 3 3 3 3 3 3 3 3 3 3 33 g p ulr` 16 3 4 6 3 5 7 4 7 11 5 9 14 g g 18 2 2 2 2 2 2 2 2 2 2 2 2 3 3 5'12 19.2 3 5 7 3 6 9 5 9 13 6 11 17 mph. 20 2 2 2 2 2 2 2 2 2 2 3 3 3 24 3 6 9 4 7 11 6 11 16 7 14 21 E - Nail spacing at panel edges(in.) 8 2 2 2 2 2 2 2 2 2 2 2 2 2 2 12 3 3 4 3 3 4 3 4 6 3 5 8 F - Nail spacing at intermediate supports in the panel field(in.) 6.2.2.2 Wind Zone 2-140 mph:5 ultimate design wind speed, Vutt<150 10 2 2 2 2 2 2 2 2 2 2 2 2 2 3 16 3 3 5 3 4 5 3 5 8 4 7 10 mph at greater than 1 mile(1.6 km)from the coastline.The coastline "-' ' '•...... " " ° 7: 1 For wall sheathingwithin 4 feet of the corners,the 4 foot edge zone attachment requirements shall be used. 12 2 2 2<.. 2 2 2 2 2 2 2 2 2 3 3 19.2 3 4 5 3 4 6 3 6 9 4 8 12 g q shelf be measured from the mean high-water mark, 16 14 2 2 2 2 2 2 2 2 2 2 2 3 3 3 24 3 5 7 3 5 8 4 8 11 5 10 i5 2 Tabulated nail spacing assumes sheathing attached to stud framing members with 0,42: G<0.49. 16 2 2 2 2 2 2 2 2 2 2 3 3 3 4 12 3 3 3 3 3 3 3 3 5 3 4 6 3 For exterior panel siding,galvanized box nails shall be permitted to be substituted for common nails. 6.2.2.3 Wind Zone 3-150 mph(58 m/s)15 ultimate design wind speed, 18 2 2 2 2 2 2 2 2 2 3 3 3 4 4 16 3 3 4 3 3 4 3 4 6 3 5 8 Vutts 170 mph(76 m/s),or 140 mph(54 m/s)s ultimate design wind speed, V„tt s 170 mph(76 mIs)and within 1 mile(1,6 km)of the coastline. 8 2 2 2 2 2 2 2 2 3 3 3 4 5 24 3 3 4 3 4 5 3 5 7 3 6 9 The coastline shall be measured from the mean high-water mark. E3 2 2 2 2 2 2 2 2 2 2 2 3 3 3 Z4 3 4 5 3 4 6 3 6 9 4 8 12 A - B 10 2 2 2 2 2 2 2 2 2 2 3 3 3 4 12 3 3 3 3 3 3 3 3 4 3 3 5 12 2 2 2 2 2' 2 2 2 2` 3 3 4 4 5 16 3 3 3 3 3 3 3 3 5 3 4 6 y, - 12:12 '` ._ 6.2.2.4 Wind Zane 4-ultimate design wind speed, Vu,t> 170 mph(76 24 14 2 2 2 2 2 2 2 2 3 3 4 4 4 5 19.2 3 3 3 3 3 4 3 4 6 3 5 7 � � - 24 3 3 4 3 5 7 3 6 9 f 0. m/s), 16 2 2 2 2 2 2 2 3, 3 3 4 4 5 6 ~ 18 2 2 2 2 2 2 2 3 3 4 4 5 5 6 1 Heel joint connections are not required when the ridge is supported by a loadbearing wall,header or ridge beam designed to 20 2 2 2 2 2 2 3 3 4 4 5 5 6 7 resist the applied loads. �•� (,� 2 When intermediate support of the rafter is provided by vertical struts or purlins to a loadbearing wall,the tabulated heel joint 1 Prescriptive)units are based an assumptions in Table 3.5. connection requirements shall be permitted to be reduced proportionally to the reduction in span. 4"o.c.Nail Spacing Panel Nailing 3 Equivalent connections are required for ceiling joist to ceiling joist lap splices. perTabte 2 6"o c Nail Spacing Panel Nailing perTable 2 4 Tabulated heel joint connection requirements do not include the additional weight of the ceiling assembly. t0"g°'1 -L ............................` �- 5 Tabulated heel joint connection requirements assume ceiling joists or rafter ties are located at the bottom of the atticspace. - Plate-to-stud t When ceiling joists or rafter ties are located higher in the attics ace,no attic storage is assumed,end the tabulated heel'Dint 1 Connectlon g l g p g 1 ! s � -..------ I <�• i (Table 8) I Lesser of L/2 AR connection requirements shall be increased b the followin factors: are. Required �D �ly�� REV. DATE REVISIONS Ceiling Height/Top ; Upifft Blocking € �� �Zz0 CL* �. Plate-to-Roof Ridge Hee!Joint Connection Lookout( (optional)tock Connection / Mlnimum 2x4 f� ��� , r' �iA NOTE: Height(Hc/Hit)HR) Adjustment Factors per Table 9 outlooaer W �� 1 20 DEC 23 PERMIT DRAWINGS s Gable Endwail Section 9-B ti THIS BUILDING SHALL COMPLY WITH AND REFERENCE THE 2018 INTERNATIONAL T T 112 2.00 8ectionA-A RESIDENTIAL (:ODE. REFER WHERE APPLICABLE TO THE 2018 SUPPLEMENT TO THE "c 1/3 1.50 Figure 15. Rake Overhang Framed Without Structural Figure 17, Rake Overhang Framed With Structural p4 NYS ENERGY CONSERVATION CONSTRUCTION CODE TO THE 2018 IECC. 1/4 1.33 Outiaokers Outtookers 0354`�� il 1/5 1.25 Panel Nailing �{ 1/6 1.20 per Table 2(page 7) / / rF OF GLAZED OPENINGS TO BE PROTECTED AGAINST WIND BORNE DEBRIS AS SPECIFIED 1/10 1.11 4°o.c.NailSpacmg IN R 301.2.1.2 OF THE 2018 IBC RESIDENTIAL CODE. PANELS TO BE Note:Lateral deflection of the rafter below the rafter ties may exceed 314 inch when rafter ties are located above one-third of PROJECT CONSTRUCTED IN ACCORDANCE WITH CODE AND STORED ON SITE. REFER TO the top plate-to-roof ridge height,Ha,or when He is greater than 2 feet and may require additional consideration. )•-- Block (` Tables. t1 lift Forces for Two Foot Rake t°' PROJECT DRAWINGS FOR OPENING SIZES. Brock i P Copyright 0 American Wood Council,Downfoadedrprinted pursuant to License Agreement.No reproduction or transfer authorized. (optional) Overhang Framed With Structural Outlookers AMERICAN WOOD COUNCIL �_._..- Truss-to-Stud PERMIT DRAWINGS FOR Connections Rake Outlooker Spacing uttooker Truss uplift(lb.) MCMILLEN RESIDENCE 12"o.C. 262 - - 3600 LITTLE NECK RD CUTCHOGUE, NY 11935 Section A-A 16°O.C. i 349 Figure 16. Rake Overfiarlg Framed iYUb Rake Truss ( 24"o.c. 524 . ... ...._... CODE SHEET DRAWN BY: BAM,KLT SHEET NO.: a n- CHECKED BY: JMM,ZTC • M SCALE: AS NOTED _ • ` G 002 0 ISSUED DATE 12.20.2023 8d NAILS 04"o.c. RIDGE CONNECTION SEE TYPICAL VENTING RIDGE DETAIL SEE 3D7.4 ;I. PITCH AND STEEPER,RAFTER SPAN UP TO 36' USE LSTA9 l,C SCALE: 3" = 1'-0" " CONNECTION W/ A TOTAL OF 8/10D NAILS " CUT THROUGH- ***FOR ROOF PITCH LESS THAN 7 CONSULT ARCHITECT WRAP INSECT SCREEN STUD BEAM \ �2 � (CONTINUOUS NAILS BASED ON NOTE: WHEN A COLLAR TIE IS USED IN THE UPPER Y3 OF THE BEVELED CEDAR FOR VENTING�� BEVELED CEDAR FOR VENTING STDs SHEAR WALL ROOF SYSTEM W/ A MIN. OF 5 10/D NAILS PER CONNECTION THE FINISHED WOOD CAP 6' REQUIREMENTS RIDGE STRAP DOES NOT HAVE TO BE USED 'yiy (45 DEG. ANGLE CUT EVERY 12" O.C. WIDTH OF VENT IS 4" WIDE) 5" L.C.C. FLASHING W/ 3/4" BENT EDGE RAFTER TO PLATE TO STUD 1 1 x 3 SPRUCE LATH Wj A L30 W/ A NIN OF 4-10D NAILS 16" O.C. (VERTICAL AND HORIZONTAL) � 1 I ` 1X3 SPRUCE VERTICAL LATH RAFTERS WITH A SPAN UP TO 36' USE H7 RAFT-R-MATE-ATTIC RAFTER VENTS BY ® RAFTER SPACING 4" 8" 4" I. NO CEILING CONNECTOR W/ 4-8D'S IN RAFTER, 2-8D'S IN OWENS CORNING CONTINUOUS FROM SOFFIT TO RIDGE ------------------'-------_..._.......________._.._..__................_........_._._ ._��`__. DIAPHRAGM TER 2x BLOCKING PLATE, 8-8D'S IN STUD I ON SHEATHING JOINT INSTALLED BEFORE SPAY-FOAM. ---_,, ,;,- ��'- J - REQUIRED-- ADEQUATELY FASTEN TO SUPPORT SPRAY-FOAM '' ADEQUATE CONNECTORS & \__ 9� PLAN VIEW � WOOD STRUCTURAL PANELS CURING. STRAPPING TO CODE 10 ON GABLE FACE AND ON WALL BELOW W/ 30# FELT AS PER SPEC. l P\� (� \ TAPERSAWN ROOF SHAKE AS <D� BASED ON SHEARWALL REQUIREMENTS PER SPEC. AT 5 1/2- EXP. GABLE ENDWALL " 'y BALLOON FRAMING DETAIL `�o .` 1/2--SPRUCE CSPACINIGONTAL LATH C� 5 6 » » y• }r'' �G ��, I.0 SCALE: 3/4 � 1 -0 o p W/ 30#ELT AS PER SPEC. The new Residential Code of New York State refers to the American Forest y T Paper Association publication "Wood Frame Construction Manual (WFCM), � RIDGE DETAIL High Wind Edition. The contractor and framing foreman should be familiar y REFER TO ROOF FRAMING a' ! with this manual and be responsible for building in conformance with it. SHEET FOR RIDGE BEAM SPEC. ' ' . v F. =,;. The WFCM has a chart which describes the required nailing or stapling a - - EADER 10 TOP PLATE TO RAFTER - connections between all structural members. This page is a diagram of ER TO PLATE TO HEADER CONNECTION TO BE MADE W H6 , ORS Wj MIN OF 8-8D NAILS W A L30 W MIN. o typical strapping applications for high wind uplift and lateral forces. Please 1 O LS BETWEEN RAFTER TO PLATE CONNECTION . , x consult the architect if there are specific conditions which are not covered in the manual or on this diagram page. HEADER TO JACKAING r• RAFT-R-MATE-ATTIC RAFTER VENTS BY \ OWENS CORNING CONTINUOUS FROM SOFFIT TO RIDGE NOTE:ALL NAILS AND STRAPS THAT COME IN f X• INSTALLED BEFORE SPAY-FOAM. HEADERS UP TO 4' LONG W/ ROOF SPAN UP TO 28' TO BE FASTENED f° `''>: ADEQUATELY FASTEN TO SUPPORT SPRAY-FOAM CURING. CONTACT W/ ACID. SHALL BE ZMAX RATED. TO THE JACK STUDS W/ A CS18 MIN. 18-IOD NAILS / 1,y KING STUD TO BE FASTENED TO PLATE W/ HGA10 W/ MIN. OF 8SDSY4 x f 3" SCREWSn j TAPERSAWN ROOF SHAKE AS PER SPEC. AT 5 1/2" EXP. \ HEADERS UP TO 8' LONG W/ ROOF SPAN UP TO 28' TO BE FASTENED TO THE JACK STUDS W/ A CS16 MIN. 22-10D NAILS 1X3 SPRUCE VERTICAL LATH ® RAFTER SPACING \ KING STUD TO BE FASTENED TO PLATE W/ HGA10 W/ MIN. OF 8SDSY4 x 3" SCREWS S O HEADERS UP TO 4' LONG W/ ROOF SPAN UP TO 36' TO BE FASTENEDk f TM.* 1/2' P.T. PLYWD. W/ 30# FELT & 'CEDAR BREATHER' TO THE JACK STUDS W/ A CS18 MIN. 18-10D NAILS ` . " \�` THIS CONDITION ENDS MIN. 24" PAST PLANE KING STUD TO BE FASTENED TO PLATE W/ HGA10 W/ MIN. OF 8SDSY4 x / OF EXTERIOR WALL 3" SCREWS BLOCK RAFTER BAYS \ � \ \ — \ • HEADERS UP TO 8' LONG W/ ROOF SPAN UP TO 36' TO BE FASTENED W/2 x MATERIAL FOR AIR SEALING 6 - TO THE JACK STUDS W/ A (2)CS18 MIN. 36-10D NAILS NOTE` °` Ja NO GYPSUM BOARD REQUIRED IN PRIMED & PAINTED 5/4 TRIM BD. ON UNFINISHED ATTIC SPACES. 2 6 ALL SIDES (CONSIDER AZEK) W/ \ KING STUD TO BE FASTENED TO PLATE W/ HGA10 W/ MIN. OF 8SDSY4 x 2 3/8" AZEK SPACERS FASTENED WITH 3" SCREWS + FINISH NAILS OR TO BE SCREWED TO �O 1/2" PLYWD. �\ DRYWALL AS PER SPEC. SCREENED VENT - = K INSULATION AS PER SPEC. --- NOTE ` : • REFER TO GUTTER \ 16" O.C. STUD TO STUD CONNECTIONS SHALL BE MADE W/ &-HANGAR SPEC. LSTA24 STRAPS MIN 10-8D NAILS PER STRAP NOTE: THIS BUILDING SHALL COMPLY WITH AND REFERENCE 2 (EACH STUD TO RECEIVE 5 NAILS) THE 2018 INTERNATIONAL RESIDENTIAL CODE - . NOTE 4 , \-L.C.C. METAL DRIP EDGE ALL STRAPS AND CONNECTIONS TITLED ARE \ .\ WINDOW SILL PLATE CONNECTION TO BE SIMPSON CONNECTORS AND CAN BE v RUN PLYWD. LONG & CUT TO FIT \ AS SOFFIT IS FABRICATED FOR WINDOWSILL SPANS UP TO 8' THE SILL TO STUD CONNECTION FOUND IN THE SIMPSON CATALOGUE. THIS SHALL BE MADE SSP CONNECTORS W/ MIN. OF 7-10D NAILS DIAGRAM APPLIES TO A HOUSE CONTAINING WOOD BLOCKING AS REQUIRED FOR WINDOWSILL SPANS UP TO 8' THE SILL TO JACK STUD CONNECTION A 7/2 PITCH-1�2 PITCH. IF PITCH IS SCREENED VENT \ �\ SHALL BE MADE W/ HGA10 CONNECTION W/ 8-SDSy4 x3" SCREWS SHALLOWER OR STEEPER REFER TO 1= TYPICAL 1X SOFFIT REFER NN ARCHITECTS CUSTOM SPECIFICATIONS. = REFER TO DETAIL SHEETSTO SPEC. Z FOR MOULDING & TRIM SPEC. �\ J�AC KING STUD TO PLATE J \`~--REFER TO FRAMING SHEETS REFER TO SHEET 8.b & 8.c FOR SOFFIT C- DETAILING AND MOULDING INFO HEADER OR BOX CONNECT. FOR HEADER SPEC. THE JACK/KING STUD CONNECTION SHALL BE MADE W/ HGA10 W/ A \ \ MIN. 8-SDS-Y4x3" SCREWS. MATCH STRAP CONNECTION AND MIN NAILING ON HEADER TO JACK STUD FOR JACKSTUD/DECK/STUD CONNECTION. MIN, NAILING APPLIES TO STUD CONNECTIONS NOT DECK CONNECTION 2 TYPICAL 'HOT ROOF' DETAIL I.0 SCALE: 3" - V-0" N TO BID FOR HOT ROOF DEADER TO SUPPORT 1s" O.C. STUD TO STUD CONNECTIONS SHALL ,\ BRIDGING. Rafters and ceiling joists shall be supported - .-- - - \ STUD CONNECTION laterally by solid blocking, diagonal bridging (wood or metal) BE MADE W/ SPH6 STRAPS Ul N Int MATCH "HEADER TO JACK/KING STUD" CONECTIONS or a continuous 1–insh by 3–inch wood strip nailed across MIN 10-8D NAILS PER STRAP (EACH STUD TO * i the rafters or ceiling joists at intervals not exceeding 8 feet. RECIEVE 5 NAILS) ZMAX RATING WHEN IN Q \ \ o CONTACT W/ ACQ. s�r . 0354ti r OF N 'WINDOW SILL PLATE TO s SUPPORT STUD CONNECTION CEILING JOIST a ~ GABLE END FOR WINDOWSILL SPANS UP TO 8' THE SILL TO JACK STUD CONNECTION WALL PLATE SHALL BE MADE W/ HGA10 CONNECTION W/ 8-SDSy4 x3" SCREWS FOR 2-10d NAILS >_1 WINDOW SILL SPANS UP TO 8' THE SILL TO STUD CONNECTION SHALL EACH TRUSS \ NAILS REV. DATE REVISIONS BE MADE SSP CONNECTORS W/ MIN. OF 7-10D NAILS \ \ a \ 1 20 DEC 23 PERMIT DRAWINGS AIL o GYPSUM BOARD DOUBLE SILL PLATE NO FURRING MASONRY CONNECTION 5d COOLER--- NAILS 07"o.c. FOR A SINGLE STORY. SILL PLATE CONNECTION TO BE MADE W/ 2x4 BLOCK NAILED ANCHOR BOLT W/ BP SIMPSON BOLT WASHER PLACED EVERY 72" ON CENTER TO EACH BRACE 2-10d NAILS BOX TO SILL PLATE TO BE CONNECTED IX CONNECTION I WITH 4-10d NAILS \ ALIGNED W/ EACH STUD STRAP (16" O.C.) 16" O.C. STUD FOR 2 STORY. SILL PLATE CONNECTION TO BE MADE W/ �" ANCHOR , TO STUD CONNECTIDNS BOLT W/ BP 10d NAILS W/ AN LTP4 MIN. 10-8D NAILS SHALL BE MADE Wj LSTA15 STRAPS ENDWALL STUDS PERMIT DRAWINGS FOR MIN 10-8D NAILS PER STRAP SIMPSON BOLT WASHER PLACED EVERY 36" ON CENTER 0 6"o.c. NAILS MATCH SPACING OF WIND (EACH STUD 10 RECIEVE 5 NAILS) NOTE: THE NEW CODE FOR HIGH WIND WOOD FRAME CONSTRUCTION 5d NAILS — LSTA21 20 GA. STRAP BY SIMPSON LOAD STRAPPING DIAGRAM MCMILLEN RESIDENCE REQUIRES A SIMPSON "BP" WASHER ON THE ANCHOR BOLTS. ALSO, THE 0 7"o.c. WITH 16-10d NAILS PER TABLE 306G /►�y� ANCHOR BOLTS MUST BE 36 INCHES MAXIMUM ON CENTER WHEREVER THE [ff SILL PLATE Y �QN. FRAME WALL DIRECTLY ABOVE IS A FULL TWO STORIES TALL. 1. SIZE AND NUMBER OF NAILS IN STRAP AS 3600 LITTLE NECK RD CUTCHOGUE, NY 11935 BOX TO SILL PLATE TO BE CONNECTED ALIGNED W/ REQUIRED FOR LOAD GIVEN IN TABLE 306G EACH STUD STRAP (16" O.C.) W/ AN LTP4 MIN. 10-8D NAILS d" .: 1 WIND STRAPPING CEILING CONNECTION TO TYP. WIND LOADING STRAPPING , ` , DRAWN BY: BAM,KLT SHEET NO.: 1 TYP.WIND LOADING STRAPPING DIAGRAM GABLE ENDWALL DETAIL s DIAGRAM FOR SPLIT SILLS , .; d S CHECKED BY: JMM•ZTC I.0 SCALE: 3/4" = 1'-0" ISOMETRIC VIEW - BALLOON FRAMED GABLE ENDWALL i,C ALTERNATE GABLE END FRAMING IF BALLOON FRAMING IS NOT CHOSEN I.0 ISOMETRIC VIEW SCALE: 3/4" - 1'-0" SCALE: AS NOTED ' G 003 6 ?�! ISSUED DATE: 12 20 2023 7,_2„ PLAN LEGEND EXISTING EXTERIOR EXISITING ROOF TO REMAIN WALL AND ENTRY PROVIDE TEMPORARY SUPPORT EXISTING WALLS TO TO REMAIN REMOVE DOOR TO ROOF DURING DEMOLITION REMAIN REMOVE WALLS I F - - - - - I DEMOLITION / AND FRAMING _ I I _ _ � REMOVAL I II— -I1 III I I I I III III II II i 1 IIII I II I I I 1 1 I I I NEW FRAMED WALLS REMOVE EXISTING _ __ I I I 1 1 L =1� J I I I REMOVE EXISTING I I I I III N IIII II WINDOWS I I I IF/ 11 1 IIII 1 WINDOWS (TYP) I II I II 1 II 1 1 II IIII I I I I II- I IIII III 1 I I� I 111 I EXISTING SHINGLES, &IF EXISTING FLOOR TO I -I� �I- I I J 1 I I I L _ _ _ I WALL AND1 L _ _ _ I p WALL TYPE REMAIN � I I it II II I III II 1 �- --- I �1 1 III IFRAMING TO BEI l CEILING MOUNTED LIGHT _- - J I I I i� REMOVED 1 I ��=1� �1= 1 11 I III 1 I I I I I1 I 1 III 11 I - FIXTURE �� - - I I II II I IIII III 1 I III I I A j I 1 11 I 111 L11 I I� I NEW OR RELOCATED EXISTING I f =i7\11- I II L11 _I- II I II L___� I1 I I LL _ _ _ _j 11 DUPLEX OUTLET BLUESTONE STOOP TO REMAIN L _ILJI�J REMOVE DOOR _ _ _ _ _ If I EXISTING BLUESTONE STOOP L NOTES TO REMAIN 1. PROVIDE STRAPPING FOR ALL NEW FRAMING MEMBERS INCLUDING: WALL STUDS TO FOUNDATION PLATE WALL STUDS TO EXISTING GABLE RAFTERS WALL FRAMING TO DEMOLITIC>N ENTRY PLAN DEMOL TION FRONT ELEVAT ON LEFT SIDE ELEVAT ON DEMOLITION RIGHT SDE ELEVATION WINDOW HEADER TO JACK CK STUI DDEMOLITIOIDS, ETC 1 1/2"=1'-0" 2 1/2"=1'-0" 1/z°=1'-0" 4 1/2"=1'-0" 2. IN CORNERS OF NEW WALLS STRAP o" 4'-0" 8'-0" 16'-o" o" 4'-0" 8'-0" 1s'-o" o" 4'-0" 8'-0" 16'-0 0" 4'-0" 8'-0" 1s'-o° POSTS TO RIM JOIST WITH SIMPSON STRONG TIE MSTD. 3. CONNECT NEW HEADER TO CORNER POSTS WITH SIMPSON STRONG TIE ECCU. 7,_2„ NEW WALLS AND FRAMING EXTERIOR SHEATHING SEE WALL DETAIL 1 AND TYVEK NEW OUTLET 2x4 WOOD STUDS NEW NEW CEDAR CEDAR SIDING TO R NEW CEILING MOUNT SHINGLES, SHINGLES, MATCHEXISTING LIGHT FIXTURE WALL, AND WALL, AND NEW FRAMING FRAMING VERTICAL TNG CEDAR N (3) NEW ANDERSEN - - EXISTING �. CASEMENT WINDOWSLL WOOD - � � �, �i FLOOR ACW2854 EXISTING IL 2x8 FLOOR 1oc 1 ASSEMBLY 011WALL TYPE 1 — EXTERIOR WALL EXISTING FLOOR TO IN I 8" 8" REMAIN EXISTING BLUESTONE STOOPL-L -Ili NEW ANDERSEN OUTSWING PATIO STORM DOOR 36"X 80 ° 4 PROPOSED ENTRY P-AN 5 PROPOSED FRONT ELEVATION PROPOSED LEFT SIDE ELEVATION 8 PROPOSED RIGHT SDE ELEVATION 0" 4'-0" 8'-0" 16'-0" 0" 4'-0" 8'-0" 16'-0" 0" 4'-0" 8'-0" 16'-0° EXISTING TRUE 2x4 ROOF ASSEMBLY EXISTING 2x6 ROOF ASSEMBLY +.7.4.. y SIMPSON STRONG TIE H3 HURRICANE CLIP ON EACH SIMPSON STRONG TIE RAFTER-TYPICAL MSTD MARRIAGE STRAP ARC NEW 2x8 HEADER © DOOR WINDOW OPENINGS-TYPICAL CONNECT HEADER TO JACK/ STUDS WITH SIMPSON S NOT AP IF STRONG-TIE ECCU CC44 OVER HEADER �Lu � NEW 2x4 WALL ASSEMBLY 16 O.C. SPACING -TYPICAL O EXISTING 2x4 WALL ASSEMBLY ` 035 NOTE: VERIFY �T OF ALL DIMEN.�IONS (2) SIMPSON STRONG TIE H8 WITH EXISTING CONDITIONS SIMPSON STRONG TIE HDU2 .r EXISTING 2x8 FLOOR ASSEMBLY-TYPICAL SIMPSON STRONG TIE H3 REV. DATE REVISIONS DETA L - HEADER CONNECTION 1 20 DEC 23 PERMIT DRAWINGS 10 NOT TO SCALE EXISTING GRADE 0 a� DOOR P: EXISTING CONCRETE FOUNDATION WALL -z-z EXISTING CONTINUOUS INSULATION BOARD DOOR SILL SLOPED SILL PAN PERMIT DRAWINGS FOR ° MCMILLEN RESIDENCE EXISTING BLUESTONE EXISTING COMPACTED FILL 3600 LITTLE NECK RD CUTCHOGUE, NY 11935 e EXISTING FLOOR AT EXISTING EXISTING CONCRETE FOOTING • . ,,` FIRST FLOOR PLAN USE (10) 10Dx1X" NAILS UNDISTURBED SOIL - DRAWN BY BAM,KLT SHEET NO.: SECT ON DETAIL - RAFTER TO TOP PLATE ° ° ° CHECKED BY- JMM,ZTC 9 1/2"=l'—O" DETAIL TRANSITION 12 NOT TO SCALE ' o" SCALE: AS NOTED 4'-0" 8'-0" 16'-0" 11 _ NOT TO SCALE :. + �k1€ A 101 rr ISSUED DATE' 12.20 2023