Loading...
HomeMy WebLinkAbout51967-Z TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 51967 Date: 06/02/2025 Permission is hereby granted to: Dominique D'Anna-Stanley 39 Cedar Dr Huntington, NY 11743 To: Construct an accessory shed with loft to an existing single-family dwelling as applied for. Structure must maintain setbacks of 15 feet. Premises Located at: 1985 Skunk Ln, Cutchogue, NY 11935 SCTM#97.-4-10 Pursuant to application dated 04/29/2025 and approved by the Building Inspector.. To expire on 06/02/2027. Contractors: Required Inspections: Fees: Accessory-New Structure $509.00 CO Accessory $100.00 Total $609.00 JA 4u Building Inspector TOWN OF SOUTFIOLD—BUILDING DEPARTMENT Town Hall Annex 54375 Main Road P. O.Box 1179 Southold,NY 11971 0959 Telephone (631) 765-1802 Fax(631) 765-9502 __ s://www.soLitl,tol townie . ov Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only PERMIT NO. 5 � Building Inspector: A ICI 2 9 2025 Applications and forms must be filled out in their entirety.Incomplete applications will not be accepted. Where the Applicant is not the owner,an Town Southold Owner's Authorization form(Page 2)shall be completed. f� (toi Date:2025.04.24 OWNER(S)OF PROPERTY: Name:Matthew Stanley scrM#s000-97 _4-10 Project Address: 1985 Skunk Lane, Cutchogue, NY 11935 Phone#:(917) 923-7303 ]—Email: mstanley@dasny.org Mailing Address: 39 Cedar Drive, Huntington, NY 11743 CONTACT PERSON: Name:Jake LaChapelle Mailing Address:P.O. Box 1251, Mattituck, NY 11952 Phone#: 646 251-5058 Email:jake@lachapeilearchitecture.com DESIGN PROFESSIONAL INFORMATION: Name:Jake LaChapelle AIA Mailing Address:P.O. Box 1251 Mattituck, NY 11952 Phone#:(646) 251-5058 Email:jake@lachapellearchitecture.com CONTRACTOR INFORMATION: Name:tbd Mailing Address: _ Phone#: Email: DESCRIPTION OF PROPOSED CONSTRUCTION BNew Structure ❑Addition ❑Alteration []Repair ❑Demolition Estimated Cost of Project: ❑Other $so,000 Will the lot be re-graded? ❑Yes RNo Will excess fill be removed from premises? ❑Yes @No 1 i PROPERTY INFORMATION ' Intended use of property: Existing use of ro ert _ n0 Change g p p Y single family res. 9 Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to R-40 this property? ❑Yes ®No IF YES, PROVIDE A COPY. 119 Check 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. APPUCATION 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 210AS of the New York State Penal Law. Application Submitted By(print name):Jake LaChapelle @Authorized Agent Downer Signature of Applicant: Date: STATE OF NEW YORK) SS: COUNTY OF Suffolk Jake LaChapelle being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)he is the Agent (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 AL�j!jQRL7AIIQ.N (Where the applicant is not the owner) Matthew Stanley residing at 39 Cedar Drive, Huntington, NY 11743 I, , do hereby authorize Jake LaChapelle to apply on my behalf to the Town of Southold Building Department for approval as described herein. 4/24/2025 Owner's Signature Date Matthew Stanley Print Owner's Name 2 ACCESSORY BUILDING DRAWING INDEX PROJECT NOTES 16' X 24' = 384 SQ FT S2 - PLANS, S EOAREWALL SCHEDULE 1. DESIGN REQUIREMENTS S3 - SECTIONS, DETAILS GOVERNING CODES: 2020 RCNYS OCCUPANCY GROUP: GROUP U CONSTRUCTION TYPE:V-B 2. DESIGN SCHEDULE A. BUILDING SIZE WIDTH: 16'-0" LENGTH: 24'-0" SIDE WALL HEIGHT: 7'-8 1/4" TOTAL HEIGHT: 18'-2 1/2" B. ROOF PITCH: 5/12; 50/12 C. BUILDING LOADS GROUND SNOW LOAD, P9:25 PSF ' C.: 1.00 ,` u 1 j Ct: 1.20 ��� 6 � .I�i 12 Cs: 1.00 L R J h%Ct ROOF SNOW LOAD, Ps: 21 PSF ROOF LIVE LOAD: 20 PSF 5 ROOF DEAD LOAD: 10 PSF ;• �� "'- w LOFT LIVE LOAD: 40 PSFIn LOFT DEAD LOAD: 10 PSF �o ;po••'•J4S�` '• �a��� 2 0 12 D. DESIGN ID SPEED,V: 130 MPH s, ofto ND �N o BASIC WIND EXPOSURE: C 18 APR 2025 E. SEISMIC DESIGN CATEGORY: B 50 F. SITE CLASS: D Z C) CLASS'A'SHINGLES W Lj LW 3. ROOFING SCHEDULE 2 cl AC14 . ROOF SHEATHING SHALL BE APA RATED 7/16"THICK OSB WITH FOIL U F p E- O m BACKING, 24/16 RATED MIN., UNBLOCKED DIAPHRAGM. STAGGER LAYOUT Z Q co W p o 50 PER APA CONDITION 1. D- J = Z Q a0 B. SHEATHING NAILING SHALL BE PER NAILING SCHEDULE. W p U- UO O Co 6" 6" 6" 6., C. LIFETIME DIMENSIONAL ASPHALT SHINGLES (U.N.O.). 2 (� LL J ti D. GAF FELTBUSTER. Z p F- W O 4030 E. TYPE'D' METAL DRIP EDGE FLASHING REQUIRED ALL SIDES. Lei (J Q U o EC 7WINDOW F. TRUSSES SHALL BE SPACED @ 24"O.C. p W Q U) _ W DR 3/8"SMARTSIDE 3/8"SMARTSIDE TEMP. G. SEE SEPARATE TRUSS SHEETS FOR TRUSS FRAMING AND MATERIALS. I— Z U J W OVER HOUSE WRAP OVER HOUSE WRAP H. TRUSSES MUST BE BRACED ACCORDING TO THE LATEST EDITION OF THE Z ti W BUILDING COMPONENT SAFETY INFORMATION "GUIDE TO GOOD PRACTICE Cl OF METAL PLATE CONNECTED WOOD TRUSSES" (BCSI) W 5% DOWNSLOPE FOR 10' I. TRUSS CONNECTION PLATES'EAGLE METAL PLATES'. MINIMUM ON ALL SIDES J. THE TRUSS PLATE INSTITUTE(TPI) (NER QA 430) IS THE INSPECTION z Co Q w FINISHED GRADE FINISHED GRADE AGENCY RESPONSIBLE FOR IN-PLANT INSPECTIONS. w a t� Cuj o U-x z uj Q O K. TRUSS MANUFACTURER: TUFF SHED, INC. �- > o z z ifl 16'-0" 24'-0" w F- O w w _I 4. WOOD FRAMING aNmo � v_� zO, C . _ z w O o I A. ALL HEADERS ARE SPF#2(U.N.O.). o = u. — _ jr w B. ALL WALL FRAMING MEMBERS SHALL BE SPF STUD GRADE OR BETTER. Co O � o w o z C. STUDS SHALL BE SPACED @ 16"O.C. o z o U_ m o >_ = z LU WALL A ELEVATION WALL B ELEVATION D. FASTEN EXTERIOR WALL SHEATHING TO FRAMING PER NAILING SCHEDULE. = 65 z w a W E. PROVIDE SOLID BLOCKING AT ALL HORIZONTAL JOINTS OCCURRING IN o = M m o W W o z BRACED WALL PANELS. z Co a � — O LL z 0 F. SHEAR WALL MATERIAL AND NAILING SHALL BE AS SPECIFIED IN SHEAR can � o E5 W W 5. (D N WALL SCHEDULE. O w m z zLLAU_ zwWoN — wf- Oz G. LAMINATED VENEER LUMBER (LVL) SHALL BE LVL 2.0E-2600 Fb WITH THE i;: O q z — o o Q WLu FOLLOWING MIN. DESIGN VALUES: Fb=2600 PSI, Ft= 1555 PSI, Fv=285 PSI, o in w z w o � FCii=2510 PSI, FC1= 750 PSI, E=2.0 x 106 PSI, SG= 0.50 w W z J = o a u o H 0 W 0a. CL W uj w fn 5. SOIL = W � � I_ ZO = v = A. MIN. REQUIRED SOIL TYPE SHALL BE CLAY, SANDY CLAY, SILTY CLAY, OR 1�' °- 0 Co O a > F- -' H CLAYEY SILT(CL, ML, MH &CH). PRESCRIPTIVE ALLOWABLE SOIL BEARING PRESSURE USED IN DESIGN IS 1500 PSF AT 12" DEEP. VALUES ARE PER TABLE R401.4.1. } B. ALL FOOTINGS SHALL BE FOUNDED ON UNDISTURBED NATURAL SOIL. °O C. IN THE EVENT OF THE DISCOVERY OF EXPANSIVE SOILS OR UNFAVORABLE cc) CONDITIONS, THE SERVICES OF A SOILS ENGINEER MAY BE REQUIRED. � Z O Lo 6. PERMIT Z Z m A. PERMIT APPLICATIONS, WHERE NO PERMIT IS ISSUED, SHALL EXPIRE PER W Qp B- Lll LIMITATIONS SET BY LOCAL CODES. SECTION R105. Q C1 Z } B. JOB CARD REQUIRED TO BE AVAILABLE FOR SIGNATURE AT JOB SITE p Co U) Q Z 7. GENERAL NOTES o _j _ M (InnZ Z) A. INSTALLATION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. �t O p (D =u) :;T -p `YO BUILDER SHALL PROTECT ALL ADJACENT PROPERTY, STRUCTURES, N 2-U) -� TREES, UTILITIES, ETC. 0 W X Q U B. BUILDER IS RESPONSIBLE FOR SAFETY OF BUILDING DURING N N U 0) 00 CONSTRUCTION. PROVIDE ALL SHORING OR BRACING AS REQUIRED AND O(n U 0 Q W U PER GOVERNING REGULATIONS. o C. ALL WOOD CONSTRUCTION CONNECTORS REFERENCED IN THIS DRAWINGCo SHALL BE SIMPSON 'STRONG-TIE'OR EQUIVALENT INSTALLED PER � () MANUFACTURER'S SPECIFICATIONS. �Z 12 D. GREEN VINYL SINKER NAILS DO NOT MEET THE NAILING REQUIREMENTS OF o COMMON NAILS. C'sw z 0 �5 � W 8. MATERIAL EVALUATION REPORT IDENTIFICATION o? _ °W � ° w A. TRUSS CONNECTION PLATES BY EAGLE METAL PLATES PER En U z z 0 ICC-ES REPORT#ESR-1082. ALL- `� o o n 2 0 B. SMARTSIDE SIDING BY LP CORPORATION PER 4 U)Cn iN o 12 ICC-ES REPORT#ESR-1301. _ LL TEMP. C. HARDIE PANEL SIDING BY JAMES HARDIE BUILDING PRODUCTS PER 50 D. HARDIE PLANK LAP SIDING BY JAMES HARDIE BUILDING PRODUCTS PER N CLASS'A'SHINGLES ICC-ES REPORT#ESR-2290. b�A E. LAMINATED VENEER LUMBER (LVL) BY WEYERHAEUSER PER := � w ICC-ES REPORT#ESR-1387. O a E `V F. ASPHALT SHINGLES BY GAF PER ICC-ES REPORT#ESR-1475. °IX Co G. FELTBUSTER ROOFING UNDERLAYMENT BY GAF PER a 6" 4. 6" 6.. 6 ICC-ES REPORT#ESR-2808. Drawn By: TB H. HDU PRE-DEFLECTED HOLD-DOWNS BY SIMPSON STRONG-TIE PER ICC-ES REPORT#ESR-2330. Date: 4/14/25 40306068 I. SSTB ANCHOR BOLTS BY SIMPSON STRONG-TIE PER WIN OW DOOR ICC-ES REPORT#ESR-2611. Checked By: 3/8"SMARTSIDE 3/8"SMARTSIDE Date: r OVER HOUSE WRAP OVER HOUSE WRAP Revised: Revised: 5% DOWNSLOPE FOR 10' MINIMUM ON ALL SIDES Title: FINISHED GRADE FINISHED GRADE PROJECT NOTES — — — — — — — — — ELEVATIONS 16-0" _ 24'-0" WALL C ELEVATION WALL D ELEVATION Scale: 1/4" = 1'-0" Sheet: Sheet 1 of 3 CALC. ALLOW. CALC. ALLOW. NAILING SCHEDULE SHEAR WALL SCHEDULE LOADR LOADR SHEAR WALL SCHEDULE LO DR D Lo R FASTENER EQUIVALENCY SI (Ib/ft) (Ib/ft) (Ib/ft) (Ib/ft) H2.5A RT7AMPSON USP CHORD SPLICE NAILING: (8) 16d NAILS EACH SIDE OF SPLICE. 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" 2X4 FRAMING. SHEATHE EXTERIOR WITH 3/8" SSTB16-SSTB36 STB16-ST636 TRUSS BLOCKING: (4) 16d (TOENAILED) SMARTSIDE. SHEATHE INTERIOR WITH 7/16" OSB. SMARTSIDE. HDU2-SSTBHDU5 PHD2A-STB36 16'-0" LONG TOTAL. (4'+4') = V USED FOR SHEAR. 384 465 � 24'-0" LONG TOTAL. (10'+10') = 20' USED FOR SHEAR. 85 148 FRAMING NAILING: HDU8 PHD8 STUD TO TOP PLATE, (2) 16d END NAIL ED NAILING: NAILING: LUS24-LUS210 JUS24-JUS210 STUD TO SILL PLATE, (2) 16d END NAIL OR (4) 8d TOENAIL EDGE: 8d COMMON @ 4" OC EDGE: 8d COMMON @ 6" OC LS30/LS50 MP3/MP5 DOUBLE HEADER 16d @ 16" OC ALONG EACH EDGE FIELD: 8d COMMON @ 12" OC FIELD: 8d COMMON @ 12" OC LSTA9-LSTA24 LSTA9-LSTA24 HEADER TO KING STUD (4) 8d TOENAIL OR (4) 16d END NAIL A24 TDL5 NO HOLD-DOWNS REQUIRED. DOUBLE TOP PLATES, 16d @ 16" FACE NAIL H1 RT15 UNLESS SPECIFIED HEREIN, ALL NAILING SHALL BE PER 2020 RCNY H3 RT3A uti PROVIDE SIMPSON HDU4 HOLD-DOWNS ATTACHED H6 LFTA6 TABLE R602.3(1). TO END STUDS AND SSTB16 ANCHOR BOLTS. H8 LTW12 �••a �"w.r09�'% H10 RT16A •"�c, '4': UPLIFT TRANSFER: PROVIDE SIMPSON H8 AT EACH END OF * :;� �•+ s JOISTS AND SIMPSON A35 AT EACH END OF TRUSSES. TOENAIL BLOCKING TO TOP PLATE: (3) 8d/BLOCK 150 PA51/PA68 TA51/TA71 _ • ABA44/ABA66 PA44E/PA66E • eu PROVIDE 2X4 SOLID BLOCKING ON ALL UNSUPPORTED EDGES OF BC4/BC6 C44/C66 `(ys�_•.^ �? PLYWOOD ON SHEAR WALLS. SMARTSIDE.IG. SHEATHE EXTERIOR WITH 3/8 SMARTSIDE.IG. SHEATHE EXTERIOR WITH 3/8 HST2 KDST2 ♦'�os�Rp ASS P���` CALC. ALLOW. C 16'-0" LONG TOTAL. 16' USED FOR SHEAR. 192 221 ED 24'-0" LONG TOTAL. 8'+3'+3' = 14' AND 2bS/h=0.78 122 173 ������������UNBLOCKED ROOF DIAPHRAGM SHEAR SHEAR � ( ) SDS1/4X3 SCREW WS3 18 APR 2025 NAILING: USED FOR SHEAR. A34 MP34 ROOF SHEATHING NAILING: LOAD LOAD EDGE: 8d COMMON @ 4" OC NAILING: A35 MPA1 o BORDER: 8d COMMON @ 6" OC (Ib/ft) (Ib/ft) EDGE: 8d COMMON @ 6" OC FIELD: 8d COMMON @ 12" OC EDGE: 8d COMMON @ 4" OC CS18/CS22 RE200/RS300 w LU p w N FIELD: 8d COMMON @ 12" OC 71 166 FIELD: 8d COMMON @ 12" OC HTT4/HTT5 HTT16/HTT22 � a �? W 00 NO HOLD-DOWNS REQUIRED. U Ir 0 f- O M CMSTC16 CMSTC16 z a J w co 0 ch END WALL SHEAR TRANSFER: SHEATHING AT END WALL LAPS TOP - a. �_ = z o PLATE OF WALL BELOW. PROVIDE EDGE NAILING. REFERENCE w 0 � u- O M PROVIDE SIMPSON HDU2 HOLD-DOWNS ATTACHED O END WALL ASSEMBLY/S3, OR BALLOON FRAME END WALLS. C� -� 0 O ti TO END STUDS AND SSTB16 ANCHOR BOLTS. z 0 I- of SIDING TESTED TO MEET THE REQUIREMENTS OF SECTION U- a U o R703.1.1, EXCEPTION 2 OF THE 2018 IRC. REFER TO INTERTEK H w III = _j (=/) w LETTER REPORT NO. 104417961 MID-001 R1. TOENAIL BLOCKING TO TOP PLATE: (3) 8d/BLOCK 150 z U -' ti > O � � tiw w WHEN PERFORATED SHEAR WALL DESIGN IS DESIGNATED, AREAS ABOVE AND BELOW OPENINGS ARE USED IN SHEAR CALCULATIONS. REFER TO ANSI/AWC SDPWS. z co Q uj w = az mo ~ J J a w wZwQ � o0 zwoowf- oww cn U)Lu Q Lu wtjzl� ~ � a. UJ 0z � tLmO } = Z S — JF- Z WZ ~ J aui Smm � t�t reUj Ztna � � OU0ZO _j m w' mOw 3::0p W w Z Jz �w LL Z_ W � � � _ wF-- OZ S' OQ < ui = 0UCUJ con a Z W W 0 W W 0 W W _J � � h- QN00 in C) UJ W CO 2Ir1 a.= =' Z02 V = co 'Cr 00 M z z co B D B LL 16'4' D B W D C'1 w D B 16'-0" 4'-0" 8'-0" 4'-0" 16'-0" DOUBLE TOP PLATES D LO z to z 7-0" 2'-0" 7-0" - 4'-0" 8'-0" 4'-0" 2X4 TREATED SILL 1 INTERLOCK AT (0J � Y W PLATE TYPICAL ALL CORNERS 00 o O II N M � ZD r- }, 3'-61y6" 3�-6 Yg" WALLS (U.N.O.) (D cn ;;1. -0YOS3 2'-3"LOFT HEADER N E e'� N 0 � O 65/6„ 8'x3' g5�6�� A HDU4 HDU4 8'- " HEADER p A U W a L 2 LANDING 2-fX6 SPF#2 2-2X4 SPF#2 (� X U A DOOR m O A a� U ' � rn0 cnU Da � cn �- U — 8'-0"x 6'-7" 2'-0-x 2•_0- --I UW SST616 SSTB16 HOLD-DOWNS SHALL BE T01 z cn I _ RE-TIGHTENED JUST PRIORct I I o } C. b TO COVERING THE WALL o W z FRAMING. o; W VJ N = UW o cn I I _ j rn O Z 2X4 WALL FRAMING STUDS @ 16"O.C. 2 I I V- W oUDjf 3 ANCHOR BOLT MAX. SPACING, S3 I I W J =of S3 END DISTANCE, EDGE I 7� U DISTANCE, MINIMUM EMBEDMENT, &MINIMUM END J ~ I O w N I ( © J D-84 DISTANCE PER FOUNDATION U _ N a I PLAN NOTES ON S3. I _ _ w Q } 3'x6' o w (o � _ 6'-0"x 6'-8" Q p W � (!') U H LANDING cm - DM Zfl - d w x w 1 0 4'-0'x 3'-0" W cn - �t W I a s r� 0 0 N N IMNDOW-iF11P. _ (0 f- 00 M V 1 U X I TRUSSES _j n I a 3'A O " `1 N 0 _ @ 24"O.C. w _ 2'-10 -0 8 � N N N Drawn By: TB F I UP _ N ( I Date: 4/14/25 11'-83/g' cohecked By: I I I BEARING N 1 7 Date: _ WALL SIMPSON LUS210-2 w S3 S3 I Revised: OR EQUIV o 0 4'-max 3' on w cn I I Revised: I L� 2 2 12 JOISTS = (0 Title: p L_ , 6,-3„ - = PLANS D '-11�s' T01 in — `° — I NAILING SCHEDULE C 6�6" �-SSTB16 SSTB16 65�s' C C 2-0'xx22'_)" SIMPSON c Scale: 1/4" = 1'-0" HDU2 HDU2 LUS210 OR 2'-3"LOFT HEADER Sheet: EQUIV,TYP. 2-2X4 SPF#2 (2)2X12 HEADER 7'-0" 2'-0" 7'-0" HOLD-DOWNS SHALL BE HOLD-DOWN ANCHORS SHALL BE SET AND RE-TIGHTENED JUST PRIOR POSITIONED IN PLACE FOUNDATION PLAN FOUNDATONNS ECTION�RECALLINGFOR FLOOR PLAN FRAMING. TO RINGTHEWALL LOFT PLAN ROOF FRAMING PLAN Sheet 2 of 3 SEE PROJECT NOTES FOR MATERIALS TRUSS ROOF SHEATHING GABLE WALL STUDS AS NOTED IN NAIL TO INTERMEDIATE FRAMING MEMBERS-REFERENCE NAILING SHEATHING NAIL SHEATHING PER SHEAR WALL SCHEDULE. UNDERLAYMENT SCHEDULE/S2 TOENAIL TRUSS NAILING SCHEDULE�"� USE(2)2X OR(1)3X OR SHINGLES SIMPSON A35 WITH (3) 10d GREATER STUD. DIAPHRAGM • • . COMMON NAILS GABLE TRUSS BOTTOM CORD BOUNDARY 2X6#2 PLATE FASTEN GABLE WALL TRIM ASSEMBLY TO SDS1AX3 SCREWS NAIL PLATE WITH PLYWOOD FLOOR (2) 16d COMMON W/16d @ 16"O.C. HEX NUT NAILS PER FLOOR PANEL EDGE IS NOT JOIST 3/4" 3/4"T&G PLYWOOD HDU HOLDOWN ° • a ' • SUPPORTED BY BLOCKING- FLOOR a a UNLESS NOTED RIM JOIST TREATED SILL PLATE a ° TOP EDGE OF BOTTOM a .e SIDING SHEATHING PANEL SSTB ANCHOR < ° ' ° '• 1 Llff HOLD BACK 1 1/2" �. °• ����` ��/�� SIMPSON H8 Q "< . •• �` •• '• !• r�9 �� DRIP EDGE RAFTERS AND/ �-WALL STUDS J FOUNDATION Ft J It j�•;'� �% OR TRUSSES REFERENCE NAILING * `� : * = SCHEDULE/S2 SECTION BARN SHED TRUSS ATTACHMENT SSTB & HDU INSTALLATION © ROOFING SHEATHING NAILING DTL 70 DETAIL ® ENDWALL ASSEMBLY DETAIL 0 , ;Po..•• ��,, NOT TO SCALE o �Qd� TOP PLATES �- TOP PLATES se,�11Ofii�11 'k11% CRIPPLES(IF REQ.) CRIPPLES (IF REQ.) 18 APR 2025 SPACER(IF REQ.) SPACER(IF REQ.) DOUBLE HEADER DOUBLE HEADER Z I- o STUD STUD p: OU � TRIMMER DOUBLE TRIMMERS U 0 1­ O M ZQ � uJcopcM a -I = ZQOo Ww � u) OCEOo SILL PLATE S LLw0m � 0 -� :D FOR OPENINGS UP FOR OPENINGS 6-0" L Z ~iE Q U o TO 5'-11 1/2" UNLESS AND WIDER UNLESS Z) w = U w OTHERWISE NOTED OTHERWISE NOTED z C) J > C7 tiw w NAILING: HEADER TO STUD-(4)8d TOENAIL OR(4) 16d END NAIL >- w co DOUBLED HEADER- 16d @ 16"STAGGERED FACE NAIL w a (i U) LL � REFERENCE TABLE R602.3(1) z Z O Q HEADER DETAIL W Z W Q s C Q � mON � z� or O Z W O p NOT TO SCALE F- _ � � - Z t7 = �- w � ~ N � w w z � Lu p z o u- m O y Wx W W — J_ p UZF- m d5I- Z W < w -j ~ W m >- 0 W w W Z p 2 m LL p Ix NJ =:) Cn Cn u- O GC NJ V. m C9 � Wmu- Z Z � F- Z_ Lu u. M pcn — L' pOZ 'y O N Q w W Z Q a = fe Z W � W O W U W W — JCC = F- QU) F- Q WOQa. = p -j LuCo F- CL p to O Q > F- 00 00 m N Z LO BOUNDARY U NAILING w Q LLi _ CY z m Z m -1 } 00 Y Llf 'aod L o0'^ M Tj (nn cV � lz� N � RO QLO 12 UNHEATED GARAGE SPACE SECURE ALL STRINGERS TO HEADER USING 0 : U ZD � m ATTACH 7/16 OSB SHEATHING TO SIMPSON (4)A35 ANGLE BRACKETS 1 EACH AT (A 0 Q r- (n "- U 5 TRUSSES PER NAILING SCHEDULE. ANCHOR BOLT& ACCESSIBLE SIDE OF STRINGER(TYP AT LOWER REFERENCE TABLE 2306.3.1. P.T. SILL PLATE SET OF STRINGERS ON MID-LANDING, IF REQUIRED co ) FLOOR PLY STAIR HANDRAIL TO v� 2X SOLID BLOCKING BETWEEN JOISTS PER NOTES BELOW7a� V W RETURN TO WALL AT � 0 bnz #4 CONTINUOUS 2X12 TREAD ENDS. cct a! a TOP&BOTTOM w z n TRUSSES @ 24"O.C. c� FINISH a CONCRETE FLOOR 7/16"OSB RISER 1 1/2" 1/4"-2" W 12 M GRADE MIN. DIA. ? N = °' v w z -- -- -•------ �r FLOOR JOIST bA L z w w u- =w 3/4"T&G OSB 50 CO � ".°' _ 2X4 STAIR WALL FOR LOFT FLOOR00 ° / r-O DOUBLE STAIR '� U) // HEADER I- / g \�\\��\ ° \SLAB REINFORCEMENT _ 2X12 STRINGER M PER NOTES BELOW (3)TOTAL z M O ©DMI Q of NAIL SHEATHING TO WALL STUD PER 2X12 FLOOR T _ c� 0 `'' JOISTS a 3' CLR. �� THICKENED SLAB �., Fx- SHEAR WALL SCHEDULE 16"O.C@ v NP O o rr 0 Cl) 1'_011 V� v a N co Drawn By: TB SHEAR TRANSFER NOTES: MIN STAIR HEAD SECTION STAIR HANDRAIL 1. REFERENCE SHEAR WALL SCHEDULE FOR MONOLITHIC FOUNDATION Date: 4/14/25 NAILING AND HOLD-DOWN REQUIREMENTS. --2. REFERENCE ROOFING SCHEDULE FOR Checked By: MATERIAL AND NAILING REQUIREMENTS. Date: 2X12 TREAD Revised: CONTINUOUS FOOTING NOTES Revised: 1. TOP OF CONCRETE TO BE 6"MIN.ABOVE GRADE. SLAB REINFORCEMENT SHALL BE 7/16"OSB RISER EXTERIOR WALL °� -- CEILING AND WALLS WWF 6X6 W10xW10 PER ASTM A185. LOCATE AT MID-DEPTH OF SLAB. Title:NAIL SHEATHING TO SILL PLATE PER SHEAR WALL -OR- SHALL BE LEFT SCHEDULE EDGE NAILING SLAB REINFORCEMENT SHALL BE FIBERMESH 150 OR BLENDED FIBERMESH150. MIN 3/4" UNFINISHED FIBERMESH:HOULD BE DISPERSED UNIFORMLY THROUGH CONCRETE W/MIN. 1 MAX 1 1/4" SECTIONS POUND PER CUBIC YARD OF CONCRETE. STRINGER 2X4 STAIR WALL 2. ALL FOOTING FORMS SHALL BE INSPECTED FOR SIZE AND REINFORCING BEFORE I MIN 10" TREAD DETAILS POURING CONCRETE. NAIL STRINGER 2x4 STUDS @ 16"O.C. 3. FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL,COMPETENT SOIL,OR PROPERLY TO STUDS WITH 0 0 ° COMPACTED STRUCTURAL FILL. ALLOWABLE SOIL BEARING PRESSURE IS 1500 PSF AT (3) 10D NAILS Q ° 12"BELOW GRADE. _ TREAD Scale: NONE ° . e : A 4. CONCRETE:MINIMUM 28 DAY COMPRESSIVE STRENGTH,fc=2500 PSI. ti 2X12 STRINGER PER STUD a 5. REINFORCING STEEL:A615,GRADE 40 OR GRADE 60. ALL REINFORCING STEEL SHOWN (3)T Sheet: h t. •. •. •p ,• •, TO BE CONTINUOUS MAY BE LAPPED A MINIMUM OF 38 BAR DIAMETERS OR 24". -717 e 6. SEISMIC DESIGN CATEGORY:B SHED BASE A. ATTACH PRESSURE TREATED SILL PLATE TO THE FOOTING USING 1/2"DIA X 10" SHED BASE 2X4 BETWEEN STRINGERS a `� LONG'L'BOLTS WITH NUTS AND WASHERS. 2X4 BETWEEN STRINGERS NAILED TO FLOOR(OR LANDING _ 16'-0" B. ANCHOR EOLTS SHALL BE EMBEDDED AT LEAST 7"INTO THE CONCRETE AND SHALL NAILED TO FLOOR(OR LANDING) WITH MINIMUM (5) 10D NAILS BE SPACED NOT MORE THAN OC.C. THERE SHALL BE A MINIMUM OF BOLTS PER SILL PLATE PIECE WITH 1 BOLT WITH MINIMUM (5) 10D NAILS AND TO STRINGERS AND TO STRINGERS WITH (2 LOCATED NOT MORE THAN 12"NOR LESS THAN 7 BOLT DIAMETERS FROM EACH END (2) 10D NAILS,TYP. WITH (2) 10D NAILS,TYP. OF EACH PIECE. �<r � SHEAR TRANSFER DETAIL O BUILDING SECTION O FOUNDATION DETAIL U 4 STAIR FOOTING SECTION STAIR SECTION O 3/4 1 0 3/8 1 0 O Sheet 3 of 3 TRUSS LABEL:T01 6'4%" f 12 5 © 4 COLLAR 12 3X6 20 GA PLATES BOTH SIDES 50. T-2yl 6' o 00 q 5X6 20 GA PLATES CO C0 TYP BOTH SIDES 2X6 TOP CHORDS 0 � 4'-3y4' 15'-9�2" DESIGN-LOADS: TOP CHORD LIVE LOAD=20 PSF 1/4"= 1'-0" REP MEMBER INCREASE:YES LUMBER D.O.L.: 1.15 TOP CHORD SNOW LOAD=40 PSF TOP CHORD DEAD LOAD= 10 PSF DEFLECTION COLLAR TIE LOAD=5 PSF VERT LL: 0.74 in. MEMBER FORCES: VERT TL:0.84 in. 1 -2 -3,464 Ibs REACTIONS: 2-3 -608 Ibs -608 Ibs MAX.VERTICAL: 830 LBS. 3-4 Ibs MAX. UPLIFT:-410 LBS. 4-5 - -608 6-7 476 Ibs MAX. HORIZONTAL:±200 LBS. WIND: NOTES: ASCE 7-16, 130 mph, Exposure C, D.O.L.=1.60 2015/201E92021 IBC/IRC,2022 CBC/CRC,2023 LABC ANSI/TP1 1-2014 TRUSSES TO BE SPACED @ 24"OC MATERIAL TO BE 2X6 HEM-FIR GRADE#2 OR BETTER(U.N.O.) PLATES ARE TO BE PRESSED IN THE WOOD PER TPI. �t Y f/ If PLATES ARE MANUFACTURED BY EAGLE METAL PRODUCTS, ICC-ES#ESR-1082. `��� fz NOTE: • TRUSS MUST BE ANCHORED FOR ALL REACTIONS. s VA A • W NOTE:RAFTER IS DESIGNED AS AN IMPORTANCE CATEGORY I STRUCTURE �� •.,�Q1a�p.••• ��,�� W/GRICULTURAL OR MINOR CORRESPONDING LOAD REDUCTIONS.ONSGE CILITY WITH FOR ALL OTOHER USERSITEO HUMAN SPECIFIC LIFE) I70FE 11 1, DESIGN IS REQUIRED. 18 APR 2025 ALL PERSONS FABRICATING, HANDLING,ERECTING OR INSTALLING THIS TRUSS ARE TO DO SO IN ACCORDANCE TO THE RECOMMENDATIONS OF THE LATEST VERSION OF THE BCSI. Drawn By:DWM Date Drawn:8/16/2010 Checked By: RJW Date Revised: 11/25/2015 Scale: 1/4"= 1'-0" ®Title: FRAMING DETAIL n66 TUFF SHED 16' BARN SHED TRUSS Storage Buildings & Garages I I TUFF SHEBO Structural Calculations for Site: Linda Danna 1985 Skunk Lane Cutchogue, NY 11935 Project: 16.0' x 24.0' Shed SO# 2148675 EP- 23848 Store: 680 Long Island 1172 Route 109 Lindenhurst, NY 11757 Engineer: Richard J. Wills, P.E. Tuff Shed Inc. 1777 South Harrison St., Ste. 600 Denver, CO 80210 (303) 753-8833 RWills@tuffshed.com Date: April 18, 2025 Ulf . cc % �i •: iu a• ,' •• `'.` off$$i�i i�i�`. 18 APR 2025 Page 1 of 11 TUFF SHED" DESIGN CRITERIA Building Code: 2020 RCNYS Risk Category: II-Regular Seismic Design Category: B Basic Wind Speed: 130 mph Wind Exposure: C Building Specifications Width: 16.0 ft. Length: 24.0 ft. Side Wall Height: 7.69 ft. Stud Size: 2x4 Stud Spacing: 16 in. o.c. Wall Sheathing: 3/8" Smartside Panel Roof Sheathing: 7/16" OSB Wall Wood Species & Grade: SPF Stud Wall "A" Overhang: 6.0 in. Wall "B" Overhang: 6.0 in. Wall "C" Overhang: 6.0 in. Wall "D" Overhang: 6.0 in. Foundation: Concrete - Monolithic Foundation Anchor: J- or L-Bolts Anchor Bolt Diameter: .5 in. Roof Support Span: 16.0 ft. Left Overhang: 6.0 in. Right Overhang: 6.0 in. Roof Support Spacing: 24 in. o.c. Pitch: 5./12 Lumber: SPF #142 Roofing: Composition Shingles Top Chord Live/Snow Load: 21 psf Top Chord Dead Load: 10 psf Bottom Chord Live Load: 40 psf Bottom Chord Dead Load: 10 psf Page 2 of 11 ' OTUFF YHYD• Page 3 of 11 Header:Loft Wall A,Hdr 1;Loft Wall C,Hdr.1 Top Chord Live/Snow Load:21 psf Tap Chord Dead Load:10 psf Tributary Width=1.50 ft. Bottom Chord Live Load:0 psf Height of wall above Header-2.0 ft. , Bottom Chord Dead Load:10 psf Moment-619 in.Ibs. Reaction=92lbs. Header Size:2x4 Header Size:1Yx3Y2 LVL Number of Headers:2 Number of Headers:2 Header depth=3.50 in. Lumber Header depth=3.50 in. Lumber Total header width=3.0 in. SPF#11#2 Total header width=3.50 in. LVL 2600Fb Header span=2.25 ft. Fb=875 psi Header span=2.25 ft. Fb=2600 psi F,=450 psi F,=1555 psi Bending F,=135 psi Bending F,=285 psi S, 6.13 cu.in. FdP=425 psi S,r 7.15 cu.in. F,P=750 psi F'b=1505 psi F,=1150 psi OR F'b=2984 psi F,=2510 psi fb=101 psi E=1,400,000 psi fb=87 psi E=1,900,000 psi E,,,;=510,000 psi En*, 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors C0=1.15 Duration Co=1.15 Duration Shear C.=1.00 Wet Service Shear CM=1.00 Wet Service F',r 155 psi C,=1.00 Temperature F',=328 psi C,=1.00 Temperature f=13 psi Cb=1.00 Beam Stability fr 11 psi CL=1.00 Beam Stability Good/No Good? O.K. CF=1.50 Size GoodVo Good? O.K. CF=1.00 Size Cf.=1.00 Flat Use C,�=1.00 Flat Use Deflection CF 1.00 Incising Deflection C;=1.00 Incising IF=1,400,000 psi C,=1.00 Repetitive Member E'=1,900,000 psi ci 1.00 Repetitive Member 1=10.719 Cp 1.00 Forth 1=12.505 C,=1.00 Forth Deflection Ratio=U180 TL(Ux) L/240 LL(L/x) Deflection Ratio=U180 TL(Ux) 1-1240 LL(Ux) Allowable Deflection=.15 in. .11 in. Allowable Deflection=.15 in. .15 in. A=.0 in. .0 in. A=.0 in. .0 in. Good/No Good? O.K. O.K. Goo&No Good? O.K. O.K. Header:Wall A,Hdr 1 Top Chord Live/Snow Load:21 psf Top Chord Dead Load:10 psf Tributary Width=1.50 ft. Bottom Chord Live Load:0 psf Height of wall above Header-1.50 ft. Bottom Chord Dead Load:10 psf Moment--8,291 in:Ibs. Reaction=325lbs. Header Size:2x6 Header Size:1%.x3%LVL Number of Headers:2 Number of Headers:2 Header depth=5.50 in. Lumber Header depth=3.50 in. Lumber Total header width=3.0 in. SPF#11#2 Total header width=3.50 in. LVL 2600Fb Header span=8.50 ft Fb=875 psi Header span=8.50 ft. Fb=2600 psi F,=450 psi Fe 1555 psi Bending F,r 135 psi Bending F,=285 psi S.x 15.13 cu.in. F,P=425 psi S,r 7.15 cu.in. F,P=750 psi F%=1288 psi F.=1150 psi OR F'b=2968 psi F�=2510 psi fb=548 psi E=1,400,000 psi fb=1160 psi E=1,900,000 psi E„,=510,000 psi E,,,;,,=965,710 psi Goo&No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors CD=1.15 Duration. Ca=1.15 Duration Shear Cu=1.00 Wet Service Shear Cm=1.00 Wet Service F',=155 psi Ce 1.00 Temperature F'�=328 psi Cf=1.00 Temperature f=30 psi Cb=0.98 Beam Stability f.=40 psi Cb=0.99 Beam Stability Good/No Good? O.K. CF=1.30 Size Good/No Good? O.K. CF=1.00 Size Of,=1.00 Flat Use Cf,=1.00 Flat Use Deflection Ci=1.00 Incising Deflection C;=1.00 Incising E'=1,400,000 psi Cr 1.00 Repetitive Member E'=1,900,000 psi C,=1.00 Repetitive Member 1=41.59375 Cf=1.00 Form 1=12.50520833 C,=1.00 Form Deflection Ratio=U180 TL(Ux) U240 LL(L/x) Deflection Ratio=U180 TL(L/x) 1-1240 LL(Ux) Allowable Deflection=.57 in. .43 in. Allowable Deflection=.57 in. .57 in. A=.15 in. .09in. A=.38 in. .23 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. QTUFF SHED' Page 4 of 11 Header:Wall B,Hdr 1;Wall D,Hdr.1 Top Chord Live/Snow Load:21 psf Top Chord Dead Load:10 psf Tributary Width=8.50 ft. Bottom Chord Live Load:40 psf Height of wall above Heade-1.50 ft. Bottom Chord Dead Load:10 psf Moment=19,060 in.Ibs. Reaction=1.495lbs. Header Size:2x6 Header Size:1%x3%LVL Number of Headers:2 Number of Headers:2 Header depth=5.50 in. Lumber Header depth=3.50 in. Lumber Total header width=3.0 in. SPF#11#2 Total header width=3.50 in. LVL 2600Fb Header span=4.25 fL Fb=875 psi Header span=4.25 ft. Fb=2600 psi F,=450 psi F,=1555 psi Bending F,=135 psi Bending F,=285 psi S,r 15.13 cu.in. F.P=425 psi S„=7.15 cu.in. F.P=750 psi F'b=1298 psi F�=1150 psi OR F'b=2979 psi F.=2510 psi fb=1260 psi E=1,400.000 psi fb=2667 psi E=1,900,000 psi E, 510,000 psi E,,m=965,710 psi GoodNo Good? O.K. Lumber Factors Good(No Good? O.K. Lumber Factors CD=1.15 Duration CD=1.15 Duration Shear C.=1.00 Wet Service Shear CM=1.00 Wet Service F'„=155 psi C,=1.00 Temperature F'�=328 psi C,=1.00 Temperature f=136 psi CL=0.99 Beam Stability f,=183 psi CL=1.00 Beam Stability Good/No Good? O.K. CF=1.30 Size Good/No Good? O.K. CF=1.00 Size C,u=1.00 Flat Use Cry 1.00 Flat Use Deflection C=1.00 Incising Deflection Cj=1.00 Incising E'=1,400,000 psi Cr=1.00 Repetitive Member E'=1,900,000 psi C,=1.00 Repetitive Member 1=41.59375 C,=1.00 Form 1=12.50520833 Cf=1.00 Form Deflection Ratio=U180 TL(L/x) L/240 LL(Ux) Deflection Ratio=U180 TL(Ux) 1-1240 LL(Ux) Allowable Deflection=.28 in. .21 in. Allowable Deflection=.28 in. .28 in. A=.09 in. .07 in. A=.22 in. .16 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Header:Wall D,Hdr 2 Tap Chord Live/Snow Load:21 psf Top Chord Dead Load:10 psf Tributary Width=8.50 ft. Bottom Chord Live Load:40 psf Height of wall above Heade-1.50 ft. Bottom Chord Dead Load:10 psf Moment--48,080 in:lbs. Reaction=2,374lbs. Header Size:2x12 Header Size:1%.x5/:LVL Number of Headers:2 Number of Headers:2 Header depth=11.25 in. Lumber Header depth=5.50 in. Lumber Total header width=3.0 in. SPF#11#2 Total header width=3.50 in. LVL 2600Fb 'Header span=6.75 ft. Fb=875 psi Header span=6.75 ft. Fb=2600 psi Fr 450 psi F,=1555 psi Bending F�=135 psi Bending F,r 285 psi SX-63.28 cu.in. FOP=425 psi Sx=17.65 cu.in. FOP=750 psi F'b=982 psi F,=1150 psi OR F'b=2960 psi F�=2510 psi fb=760 psi E=1,400,000 psi fb=2725 psi E=1,900,000 psi E..=510,000 psi Em;�=965,710 psi Good/No Good? O.K. Lumber Factors Good(No Good? O.K. Lumber Factors CD=1.15 Duration CD=1.15 Duration Shear C,,=1.00 Wet Service Shear CM=1.00 Wet Service F',=155 psi C,=1.00 Temperature F'�=328 psi C,=1.00 Temperature f=106 psi CL=0.98 Beam Stability f=185 psi CL=0.99 Beam Stability Good/No Good? O.K. CF=1.00 Size GoodMo Good? O.K. CF=1.00 Size Cf.=1.00 Flat Use Cry 1.00 Flat Use Deflection CF 1.00 Incising Deflection C;=1.00 Incising E'=1,400,000 psi C,=1.00 Repetitive Member E'=1,900,000 psi C,1.00 Repetitive Member 1=355.9570313 Cp 1.00 Form 1=48.52604167 Cr=1.00 Form Deflection Ratio=U180 TL(Ux) U240 LL(L/x) Deflection Ratio=U180 TL(Ux) 1-1240 LL(L/x) Allowable Deflection=.45 in. .34 in. Allowable Deflection=.45 in. .45 in. A=.07 in. .05 in. A=.36 in. .27 in. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. TUFF SHED' Page 5 of 11 Beam:Floor Beam Top Chord Live/Snow Load:0 psf Top Chord Dead Load:0 psf Tributary Width=8.0 ft. Bottom Chord Live Load:40 psf Height of wall above Header-1.50 ft. Bottom Chord Dead Load:10 psf Moment=9,960 in:Ibs. - Reaction=830lbs. Header Size:2x12 Header Size:1%.xl I%LVL Number of Headers:2 Number of Headers:2 Header depth=11.25 in. Lumber Header depth=11.25 in. Lumber Total header width 3.0 in. SPF#1!#2 Total header width=3.50 in. LVL 2600Fb Header span=4.0 ft. Fb=875 psi Header span=4.0 ft. Fb=2600 psi F=450 psi Ft=1555 psi Bending Fv=135 psi Bending F,=285 psi S,=63.28 cu.in. F,P=425 psi S,=73.83 cu.in. F.P=750 psi F'b=865 psi F,=1150 psi OR F'b=2568 psi F,=2510 psi fb=157 psi E=1,400,000 psi fo 135 psi E=1,900,000 psi E,,,;,,=510,000 psi E,,,;,,=965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Co=1.00 Duration Cc=1.00 Duration Shear C.=1.00 Wet Service Shear CM=1.00 Wet Service F',=135 psi Cf=1.00 Temperature F',=285 psi Cf=1.00 Temperature fr 37 psi CL=0.99 Beam Stability ,=32 psi CL=0.99 Beam Stability Good/No Good? O.K. CF=1.00 Size Good/NoGood? O.K. CF=1.00 Size Cr=1.00 Flat Use Cry 1.00 Flat Use Deflection C=1.00 Incising Deflection C=1.00 Incising E'=1,400,000 psi C=1.00 Repetitive Member E'=1,900,000 psi C=1.00 Repetitive Member 1=355.957 Cr=1.00 Form 1=415.283 G=1.00 Form Deflection Ratio=U180 TL(Ux) L/240 LL(Ux) Deflection Ratio=U180 TL(Ux) U240 LL(L/x) Allowable Deflection=.27 in. .20 in. Allowable Deflection=.27 in. .27 in. A=.0 in. .0 in. A=.0 in. .0 in.. Good/No Good? O.K. O.K. Good/No Good? O.K. O.K. Beam:Floor Transfer Beam Top Chord Uve/Snow Load:0 psf Top Chord Dead Load:0 psf Tributary Width=1.33 ft. Bottom Chord Live Load:40 psf Height of wall above Header-.0 ft. Bottom Chord Dead Load:10 psf Moment=43,029 in:lbs. Reaction=806lbs. Header Size:2xl2 Header Size:1 Y4x11%LVL Number of Headers:2 Number of Headers:2 Header depth=11.25 in. Lumber Header depth=11.25 in. Lumber Total header width=3.0 in. SPF#t/#2 Total header width=3.50 in. LVL 2600Fb Header span=11.75 ft. Fb=875 psi Header span=11.75 ft. Fb=2600 psi Fr=450 psi Fr=1555 psi Bending F,x 135 psi Bending Fr 285 psi S,=63.28 cu.in. FOP=425 psi S=73.83 cu.in. Fcp=750 psi F'b=840 psi F�=1150 psi OR F'b=2469 psi ` F.=2510 psi fb=680 psi E=1,400,000 psi fb=583 psi E=1,900,000 psi E 510,000 psi E,i, 965,710 psi Good/No Good? O.K. Lumber Factors Good/No Good? O.K. Lumber Factors Cc=1.00 Duration Cc=1.00 Duration Shear CM=1.00 Wet Service Shear C.=1.00 Wet Service F'r 135 psi Ci=1.00 Temperature F',=285 psi Cr=1.00 Temperature f„=-36 psi CL=0.96 Beam Stability f,31 psi CL=0.95 Beam Stability Good/No Good? O.K. CF=1.00 Size Good/No Good? O.K. CF=1.00 Size Cry 1.00 Flat Use Cry 1.00 Flat Use Deflection C=1.00 Incising Deflection C=1.00 Incising E'=1,400,000 psi C=1.00 Repetitive Member E'=1,900,000 psi C,=1.00 Repetitive Member 1=355.9570313 Cr=1.00 Form 1=415.2832031 Cf=1.00 Form Deflection Ratio=U180 TL(Ux) L/240 LL(Ux) Deflection Ratio=U180 TL(Ux) L/240 LL(Lbo Allowable Deflection=.78 in. .59 in. Allowable Deflection=.78 in. .78 in. A=.18 in. .05 in. A=.11 in. .03 in. GoodNo Good? O.K. O.K. Good/No Good? O.K. O.K. TUFF SHED Page 6ef 11 Trimmer for:Header:Loft Wall A,Hdr 1;Loft Wall C,Hdr.1 Trimmer for:Header:Wall A,Hdr 1 SPF Stud SPF Stud Fe=675 psi Fb=675 psi Load=92 tbs. Fi=350 psi Load=325 lbs. F,=350 psi width=3.50 in. F.,=135 psi width=3.50 in. F,135 psi thickness=1.50 in. Fw=425 psi thickness=1.50 in. Fw=425 psi No.of members=1 F�=725 psi No.of members=2 F�=725 psi Unbraced Lenglh(x)(widlh)=90.0 in. E,,,;,,=440,000 psi Unbraced Length(x)(widlh)=90.0 in. Ems;„=440,000 psi Unbraced Length(y)(thickness)=6.0 in. Unbraced Length(y)(thickness)=6.0 in. Effective Length factor,K,p,l=1 Lumber Factors Effective Length factor,K,p,=1 Lumber Factors Effective Length factor,K,s.,=1 Cc=1.15 Duration Effective Length factor,K,kl=1 Co=1.15 Duration Cm=1.00 Wet Service CM=1.00 Wet Service c=0.8 C,1.00 Temperature c=0.8 C,1.00 Temperature A=5.25 sq.in. CL=1.00 Beam Stability A=10.50 sq.in. CL=1.00 Beam Stability (I/d),25.71 C�=1.05 Size (Vd),=25.71 CF=1.05 Size (I/d)y=4.00 Cry 1.00 Flat Use (Vd)y=2.00 Cry 1.00 Flat Use E',,,b,=440,000 psi C;=1.00 Incising E'„,b,=440,000 psi C;=1.00 Incising C;1.00 Repetitive Member C,=1.00 Repetitive Member C,=1.00 Forth C,=1.00 Forth CT 1.00 Buckling Stiffness Cr 1.00 Buckling Stiffness Weak Axis Calculations(y) Strong Axis Calculations(x) Weak Axis Calculations(y) Strong Axis Calculations(x) F,E=22605.00 F,E=546.99 F,s=90420.00 F,E=546.99 F'�=875.44 F'c=875.44 F',=875.44 F'=875.44 F,E/F'=25.82 FE/P'e 0.62 Fa/F'.=103.29 F,E/F'�0.62 1+F,E/F'd2c=16.76 1+F,E/F'd2c=1.02 1+F,E/F'd2c=65.18 1+F,E/F'd2c=1.02 CP=0.99 Cp=0.52 Cp=1.00 Cp=0.52 F'�=868.50 F',=451.08 F'.=873.73 Pe 451.08 P,n_O 4,560 lbs. P.,,,,,,b„=2,368 lbs. P,o,w.,b„=9,174 tbs. P,o,,,r bbF 4,736 lbs. GoodqVo Good? O.K. Good4Vo Good? O.K. GoodMo Good? O.K. Good/No Good? O.K. Trimmer for:Header:Wall B,Hdr 1;Wall D,Hdr.1 Trimmer for:Header:Wall D,Hdr 2 SPF Stud SPF Stud Fb=675 psi Fb=675 psi Load=1,495 lbs. F,=350 psi Load=2,374 lbs. F&350 psi width=3.50 in. F„=135 psi width=3.50 in. F,135 psi thickness=1.50 in. F,p=425 psi thickness=1.50 in. F,=425 psi No.of members=1 Fe 725 psi No.of members=2 F,=725 psi Unbraced Length(x)(width)=90.0 in. Ems, 440,000 psi Unbraced Length(x)(width)=90.0 in. Ep,;,,=440,000 psi Unbraced Length(y)(thickness)=6.0 in. Unbraced Length(y)(thickness)=6.0 in. Effective Length factor,K,(,)=1 Lumber Factors Effective Length factor,K,a,l=1 Lumber Factors Effective Length factor,K„y,=1 Cc=1.15 Duration Effective Length factor,K,b,l=1 Cc=1.15 Duration CM=1.00 Wet Service CM=1.00 Wet Service c=0.8 C,=1.00 Temperature c=0.8 C,=1.00 Temperature A=5.25 sq.in. CL=1.00 Beam Stability A=10.50 sq.in. CL=1.00 Beam Stability (Vd),=25.71 Cr=1.05 Size (1/d) 25.71 Cr=1.05 Size (Ud)y=4.00 CfL 1.00 Flat Use (Vd)y 2.00 Cry 1.00 Flat Use E',,,b,=440.000 psi C,=1.00 Incising E'p,m 440,000 psi C;=1.00 Incising C,=1.00 Repetitive Member C,=1.00 Repetitive Member Cp 1.00 Form C,=1.00 Form CT=1.00 Buckling Stiffness Cr=1.00 Buckling Stiffness Weak Axis Calculations(y) Strong Axis Calculations(x) - Weak Axis Calculations(y) Strong Axis Calculations(x) Fes=22605.00 F,E=546.99 F,E=90420.00 F,E=546.99 F-e 875.44 F'c=876.44 F'�=875.44 F'�=875.44 F,cJF'.=25.82 F,E/F'�=0.62 F,E/F'=103.29 Fall", 0.62 1+F,E/F'd2c=16.76 1+1',EIF',12c=1.02 1+F,E/F`,J2c=65.18. 1+Fa/F`,/2c=1.02 CP=0.99 Cp=0.52 Cp=1.00 Cp=0.52 F,=868.50 F',=461.08 P�=873.73 F'=451.08 P,m.. =4,560 tbs. P.,,, . 2,368 lbs. P,o,,W, 9,174 tbs. P,o,,.,b„=4,736 lbs. Good/No Good? O.K. Good4Vo Good? O.K. GoodllVo Good? O.K. Good/No Good? O.K. OTUFF SHED, Page of 11 Joist:Floor Top Chord Live/Snow Load:0 psf Top Chord Dead Load:0 psf Tributary Width=1.33 ft. Bottom Chord Live Load:40 psf Bottom Chord Dead Load:10 psf Moment--25,536 in.-Ibs. Reaction=532 lbs. Joist Size:2x12 Number of Joists:1 Joist depth=11.25 in. Lumber Total Joist width=1.50 in. SPF#1/#2 Joist span=16.0 ft. Fb=875 psi Ft=450 psi Bending Fv=135 psi Sx 31.64 cu.in. FOP=425 psi F'b=1006 psi F�=1150 psi fb=807 psi E=1,400,000 psi Emb,=510,000 psi Good/No Good? O.K. Lumber Factors CD=1.00 Duration Shear CM=1.00 Wet Service F',=135 psi Ci=1.00 Temperature f=47 psi CL=1.00 Beam Stability Good4Vo Good? O.K. CF=1.00 Size CN=1.00 Flat Use Deflection Cj=1.00 Incising E'=1,400,000 psi C 1.15 Repetitive Member 1=177.979 Cf=1.00 Form Deflection Ratio=U180 TL(Ux) U240 LL(Ux) Allowable Deflection 1.07 in. .80 in. A=.39 in. .31 in. Good/No Good? O.K. O.K. MTUFF SHED® PageSofll SEISMIC CALCULATIONS Building Code: 2020 RCNYS Seismic Design Classification: B Site Class: D Ss=.0.175 Figure 22-1 F= 1 Section 12.14.8.1 Fa= 1.6 Table 11.4-1 R= 6.5 Table 12.14-1 1= 1 Table 11.5-1 p= 1.30 W= 11,165 lbs. S= lbs. 20% of snow weight (if applicable) SDS= 0.19 Eq. 12.14-12 V= 417 lbs. Eq. 12.14-12 " OTUFF SHED- Page 9 of 11 Wind Calculations(MWFRS) ASCE 7-16 Chapt.28 Part 1 Wind Speed,vnso:101 mph Basic Wind Speed,V:130 mph Wind Exposure:C Risk Category:II-Regular Roof Angle=22.62 Gable Walt Span=16.0 ft. Longitude Wall Span=24.0 ft. Overall Roof Height=18.21 ft. Mean Roof Height--12.70 ft. Enclosure Classification:Enclosed Sections 26.12&26.13 Ke 1 Section 26.8 K,=0.85 Table 26.10-1 K'=0.85 Table 26.6-1 K,=1 Table 26.9-1 GCpp t0.18 Table 26.11-1 qh=31.26 psf Eq.26.10-1 a1 1 2 3 4 5 6 1E 2E 3E 4E 5E 6E Load Case A 0.54 -0.45 -0.47 -0.41 N/A N/A 0.77 - -0.72 -0.65 - -0.60 N/A N/A 10 Load Case B -0.45 -0.69 -0.37 -0.45 0.40 -0.29 -0.48 -1.07 -0.53 -0.48 0.61 -0.43 Load Case A(-GCp) 11.19 psf -19.82 psf-20.22 psf -18.58 psf WA WA 18.48 psf -28.10 psf-25.88 psf-24.32 psf N/A N/A Load Case A(+GCp) 22.44 psf -8.57 psf -8.97 psf -7.32 psf N/A WA 29.73 psf -16.85 psf-14.63 psf-13.07 psf N/A N/A c Load Case B-GC -19.69 psf -27.19 psf-17.19 psf -19.69 psf 6.88 psf -14.69 psf -20.63 psf -39.07 psf-22.19 psf-20.63 psf 13.44 psf -19.07 psf ( vJ P P P P P P P P P P P Load Case B(+GCoo -8.44 psf -15.94 psf-5.94 psf -8.44 psf 18.13 psf -3.44 psf -9.38 psf -27,82 psf-10.94 psf-9.38 psf 24.69 psf -7.81 psf max.pL=29.73 psf Side Wall,maximum wind pressure max.pT 24.69 psf Gable End Wall,maximum wind pressure max p_j=-39.07 psf VL=2,838 lbs. Max.Longitudinal Shear per wall Vr 5,125 lbs. Max.Transversial Shear per wall Max.uplift pressure=-16,606 lbs. Max.uplift pressure on the building due to wind on roof Diaphragm Calculations Length(for shear) Wall A:8.0 ft. Sheathe Both Faces of Wall Wall B:20.0 ft. Wall C:16.0 ft. Wall D:14.0 ft. ge Boundary Sheathing• Nail Size Nailing Nailing veo,„, Factor Roof 7/16"OSB ad 6 in.o.c. 12 in.o.c. v--180.0 plf 165.6 plf 0.92 Wall 3/8"Smartside Panel 8d 6 in.o.c. 12 in.o.c. v=180.0 plf 147.6 plf 0.82 Wall 3/8"Smartside Panel ad 4 in.o.c. 12 in.o.c. v=270.0 plf 221.4 plf 0.82 Wall 3/8"Smartside Panel 8d 3 in.o.c. 12 in.o.c. v=350.0 plf 287.0 plf 0.82 Wall 7/16"OSB ad 4 in.o.c. 12 in.o.c. v=265.0 pif 243.8 plf 0.92 'Must be Rated sheathing Wind Seismic �V C,�. 2bLfh Nail Size Edge Nailing Sheathing Notes Wall A: 384.4 plf 18.2 plf 465.2 pif 1.00 1.00 8d 4"o.c. 318"Smartside Pane18 7/16"OSB Sheathe Both Faces of Wall Wall B: 85.1 pif 7.3 plf 147.6 pif 1.00 1.00 ad 6"o.c. 3/8"Smartside Panel Wall C: 192.2 plf 9.1 plf 221.4 plf 1.00 1.00 6d 4"o.c. 3/8"Smartside Panel Wall D: 121.6 plf 10.4 pif 172.8 calf 1.00 0.78 8d 4"o.c. 3/8"Smartside Panel Roof: 70.9 plf 165.6 plf 8d 6"o.c. 7/16"OSB • , L TUFF SHED' Page 10 of 11 Foundation Calculations F6=1500 psf Min.allowable bearing pressure Foundation Stem above grade=6.0 in. Height of foundation from the tap of the grade to the top of the foundation/stemwall Foundation Depth=12.0 in. Depth of the foundation from the tap of the grade to the bottom of the footing P e 765.4 plf Max.load per foot of wall bag 6.12 in. min.required footing width PL-e 2,374 lbs. Maximum point load bag 227.93 sq.in. Min.required footing area Rectangular pad=6.33 in. min.required footing width Overturning Calculations Wall A Wall B Min.No.anchor bolts=2 Min.No.anchor bolts=4 Width=8.0 ft. Width=20.0 ft. Height-7.69 ft. Height--7.69 ft. P.,d=5,125 lbs. PWnd=2,838lbs. Pee„a,ic 208lbs. P.;sa,;.=208lbs. Wail Weight--387.0 lbs. Wall Weight--1,024.50lbs. Uplift-d=2,761.43 lbs. Upiiftmn F 142.21 lbs. Uplift,e;-;.=.0 lbs. Uplifye;-=.0 lbs. Allowable Service,wind:6.37 N.G.Holddowns required. Allowable Service,wind:0.60 ok.No additional holddowns required. Allowable Service,seismic:0.02 ok.No additional holddowns required. Allowable Service,seismic:0.01 ok.No additional holddowns required. Wall C Wall D Min.No.anchorbolts=3 Min.No.anchor bolts=4 Width=16.0 ft. Widlh=14.0 ft. Height--7.69 ft. Height--7.69 ft. Pam,,,=5,125lbs. Pwnd=2,838lbs. P.I ,e 208Ibs. 208Ibs. Wall Weight--756.0 Its. Wall Weight=747.75lbs. Uplifi,_F 1,099.47 lbs. Uplift-,F 561.06 lbs. Upliff.,y„k.0 lbs. Uplift,j-, .0 lbs. Allowable Service,wind:2.85 N.G.Holddowns required. Allowable Service,wind:0.69 ok.No additional holddowns required. Allowable Service,seismic:0.01 ok.No additional holddowns required. Allowable Service,seismic:0.01 ok.No additional holddowns required. Building Uplift Wind uplift---16,605.94 Its. Min.building weight--6,699.0 lbs. Additional min.dead load=.0 lbs. additional dead load due to steel floor,wood base,or other permanent loads,if any,(not including foundation Net uplift---9,906.94lbs. Total no.of anchor bolts(min.)=13 (Does not include additional holddowns for overturning of the walls.; Anchor bolt uplift=30,164.06 lbs. OK.No additional anchors needed. n6h TUFF SHED• Page 11of11 Bearing Wall Calculations Lumber Axial Load SPF Stud Stud Spacing=16 in.o.c. Fb=675 psi Max.Load on wall=765.4 plf Ff=350 psi Fv=135 psi depth=3.50 in. FOP=425 psi width=1.50 in. F�=725 psi No.of members=1 Emj�=440,000 psi Length(depth)=87.75 in. unbraced length(depth)(x)(in.) E=1,200,000 psi Length(width)=12.0 in. unbraced length(width)(y)(in.) Lumber Factors Ite(xy=1 effective length factor(x) Co=1.15 Duration for gravity load K.(y)=1 effective length factor(y) CM=1.00 Wet Service KCE=0.3 Cf=1.00 Temperature c=0.8 CL=1.00 Beam Stability CF=1.05 Size for Fc Load=1,021 lbs. Load per stud Cf=1.00 Flat Use Cj=1.00 Incising A=5.25 sq.in. Cr=1.15 Repetitive Member (I/d)x 25.07 Cf=1.00 Form (1/d)y=8.00 CT=1.00 Buckling Stiffness(NDS 4.4.2) E'min 440,000 psi CF=1.10 Size for Fb Co=1.60 Duration for lateral load Cr=1.50 Repetitive Member(wind) Weak Axis Calculations(y) Strong Axis Calculations(x) FEE=5651.25 FeE=575,40 F*�=875.44 F*�=875.44 FEE/F*�=6.46 FEE/F*c=0.66 1+FEE/F*j2c=4.66 1+FcE/F*c/2c=1.04 Cp=0.97 Cp=0.63 F'c=845.67 F'.=467.93 Pd.ble=4,440 lbs. P.11-ble=2,457 lbs. Good/No Good? O.K. Good/No Good? O.K. Wind Load Wind load per stud=39.6 plf Moment--3,180 in.-Ibs. Reaction= 145 lbs. Header depth=3.50 in. Total header width=1.50 in. Header span=8.0 ft. 1 Bending S.3.06 cu.in. F'b= 1782 psi fb= 1038 psi Good/No Good? O.K. Shear F',=216 psi f�=41 psi Good/No Good? O.K. Combined Bending and.Axial Loading F'�=651.04 combine allowable compressive stress f�=48 psi combine compressive stress Combined stress index= 0.64 Good/No Good? O.K. 4 DIAN NA + STAN LEY RESIDENCE DRAWINGLIST 1985 SKUNK LANE 198. 5 SKUNK LANE CUTCHOGUE,NY 11952 ARCHITECTURAL A1.00 DRAWING LIST,ABBREVIATIONS, SYMBOLS, &NOTES CUTCHOGUE, NY SHED A2.00 NOTES A3.00 ZONING DATA A4.00 SITE PLAN SCTM#-1000-97.-4-10 STRUCTURAL 51.00 PROJECT NOTES, ELEVATIONS SCOPE OF WORK 52.00 PLANS, SHEAR WALL SCHEDULE 53.00 SECTIONS, DETAILS THE GENERAL INTENT OF THE WORK IS TO BUILD AN ACCESSORY SHED WITH STORAGE LOFT IN THE REAR YARD OF THIS SINGLE-FAMILY NOTE: DO NOT SCALE FROM DRAWINGS TAX MAP NO.1000-97.4.10 RESIDENCE. NO CHANGE OF USE OR OCCUPANCY IS PROPOSED, a ISSUE/REVISION DATE 00 FILING SET 04.24.2025 SYMBOLS REGULATORY NOTES ABBREVIATIONS DRAWN BY*J.LACHAPELLE 1. THIS APPLICATION FOR BUILDING PERMIT IS FILED WITH THE A.F.F. ABOVE FINISH FLOOR GWB GYPSUM WALL BOARD CHECKED BY:J.LACHAPELLE LEVEL TOWN OF SOUTHOLD BUILDING DEPARTMENT, IN ALT ALTERNATE NOTE:THIS IS AN II"x17"SHEET THIRD FLOOR CONFORMANCE WITH THE TOWN CODE CHAPTER 144. APP. APPLIANCE(S) HM HOLLOW METAL DRAWINGS MAY BE PRINTED NOT TO SCALE AO WINDOW EL. +31'-3° HT HEIGHT ELEVATION ABOVE 0'-0" 2• THE CONTROLLING CODE IS THE 2020 BUILDING CODE OF NEW B.O. BY OTHER HW HOT WATER LaChapelle Architecture PLLC 2O DOOR YORK STATE AND THE 2020 ENERGY CONSERVATION CODE OF P.O.Box 1251 NEW YORK STATE, IN COMBINATION WITH THE TOWN CODE, C/C CENTER TO CENTER MECH. MECHANICAL Mattituck,NY 11952 CLG CEILING MTL METAL 1O PARTITION TYPE 1 ELEVATION NUMBER SHEET NUMBER 3. REFERENCE HEREIN TO 'BC' SHOULD BE CONSTRUED TO MEAN CMU CONCRETE MASONRY UNIT (646)251-5058 jake@lachapellearchitecture.com A6 THE APPLICABLE BUILDING CODES OF NEW YORK STATE. CONC CONCRETE PTD PAINTED CONT. CONTINUOUS 4. THIS SINGLE-FAMILY HOME OCCUPANCY CLASSIFICATION IS CONT'D CONTINUED RCP REFLECTED CEILING PLAN T 1 DETAIL NUMBER RESIDENTIAL GROUP R-3 UNDER BC CHAPTER 3. ED A4 SHEET NUMBER D.H. DOUBLE HUNG O.C. ON CENTER 5. THIS STRUCTURE IS CLASSIFIED AS CONSTRUCTION TYPE V(B) DIM. DIMENSION �E�ACHgAF �c� (UNPROTECTED WOOD FRAME) UNDER BC TABLES 601 AND 602. DIA. DIAMETER SIM. SIMILAR �,, ��, C4 DISC. DISCONTINUOUS S.S. STAINLESS STEEL ., 6. TO THE BEST OF MY KNOWLEDGE THE WORK PROPOSED DWG DRAWING STL. STEEL HEREIN IS COMPLIANT WITH ALL APPLICABLE LAWS, CODES, N AND REGULATIONS. ELEC. ELECTRIC TYP. TYPICAL STAIR DIRECTION LABELS ENG. ENGINEER �T 03393a y O EQ. EQUAL V.I.F. VERIFY IN FIELD �OF NE`N 00 INSPECTIONS EXIST. EXISTING UP DN W/ WITH FL FLOOR WRB WEATHER RESISTIVE BARRIER W a o� ��—ORHE eE- SC SMOKE+CARBON MONOXIDE DETECTOR SPECIAL INSPECTIONS MUST BE PROVIDED IN CONFORMANCE WITH THE WWF WOVEN WIRE FABRIC rt"xroiwsPxaeerer°mcnPumFs,°xF xe°Mmm°xaPxaFer er REQUIREMENTS OF BCNYS 1704&1705. ° xPix�„ �,rawxrt x°o arxrnF ucxPreuEaxxrtE uaEmc ®f9PrANX f ROR B IILHNELLE 0.RNRECNPf R1C SMOKE AND CO DETECTORS SHALL COMPLY WITH UL 268,7th ADDITION FOUNDATION DRAWING LIST, FRAMING,TIE-DOWN/STRAPPING AND PLUMBING ABBREVIATIONS, ® MATCH LINE ROUGH ELECTRIC SYMBOLS, & NOTES CENTER LINE FINAL SHEET NO: BREAK LINE Al SHEET 1 OF 7 GENERAL NOTES GENERAL NOTES DIANNA + STANLEY RESIDENCE 1. ALL WORK TO BE PERFORMED BY LICENSED TECHNICIANS TO 12. PRIOR TO COMMENCING OPERATIONS ON SITE THE ACCOMPLISH THE WORK AS OUTLINED IN THIS SET OF CONTRACTOR SHALL PROVIDE BOTH OWNER AND ARCHITECT 1985 SKUNK LANE DRAWINGS AND AS MAY BE REQUIRED BY THE WORK.ALL 'ACORD' INSURANCE FORM LISTING THE FOLLOWING PARTIES AS CUTCHOGUE,NY 11952 PLUMBING AND ELECTRICAL WORK SHALL BE CERTIFIED BY ADDITIONALLY INSURED: PERSONS LICENSED IN THEIR TRADES,WHO SHALL ARRANGE LYNDA D'ANNA, NICHOLAS D'ANNA, DOMINIQUE STANLEY, FOR AND OBTAIN INSPECTIONS AND REQUIRED SIGN-OFFS.ALL MATTHEW STANLEY WORK SHALL BE DONE CAREFULLY AND NEATLY, IN A LACHAPELLE ARCHITECTURE PLLC SYSTEMATIC MANNER. THE CONTRACTOR MAY NOT BEGIN SITE OPERATIONS OF ANY KIND UNTIL THE ABOVE IS PROVIDED. 2. IN ADDITION TO THE REQUIREMENTS OF THE APPLICABLE BUILDING CODES,ALL WORK MUST CONFORM TO FIRE 13. LACHAPELLE ARCHITECTURE PLLC HAS BEEN RETAINED BY THE DEPARTMENT REGULATIONS, UTILITY COMPANY OWNER TO PERFORM (1) SITE VISIT DURING CONSTRUCTION REQUIREMENTS, AND BEST TRADE PRACTICES. PHASE ONLY, SOLELY TO IDENTIFY SUBSTANTIAL DEVIATIONS FROM THE CONTRACT DOCUMENTS. LACHAPELLE ARCHITECTURE 3. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS IN THE PLLC IS NOT RESPONSIBLE FOR INTERPRETING THE INTENT OF THE TAX MAP NO.1000.97.-0-10 FIELD PRIOR TO COMMENCING WORK,AND SHALL REPORT ANY CONSTRUCTION DOCUMENTS DURING CONSTRUCTION PHASE, a ISSUE/REVISION DATE DISCREPANCIES BETWEEN DRAWINGS AND FIELD CONDITIONS INCLUDING MAKING MODIFICATIONS AS MAY BE NECESSARY TO THE ARCHITECT. DURING THE CONSTRUCTION PHASE. LACHAPELLE ARCHITECTURE .00 FILING SET 04.24.2025 IS NO LONGER LIABLE FOR WORK WHERE CHANGES HAVE BEEN 4. CONTRACTOR SHALL TAKE THEIR OWN DIMENSIONS AND FIELD MADE TO THE WORK SUBSEQUENT TO PREPARATION OF THESE VERIFY ALL DATA CONTAINED HEREIN.THE DIMENSIONAL DATA DOCUMENTS. CONTAINED IN THIS DRAWING SET ARE FOR INFORMATION ONLY.THE BUILDING IS NOT SQUARE OR PLUMB SO VARIATION 14. THE CONTRACTOR SHALL ENSURE THE STRUCTURAL STABILITY OF EXISTS IN THE DIMENSIONS OF THE EXISTING BUILDING.AS A ALL AREAS OF THE WORK THROUGHOUT OPERATIONS.THE DRAWN BY:J.LACHAPELLE RESULT DIMENSIONS OF NEW CONSTRUCTION MAY VARY FROM CONTRACTOR SHALL DO SO BY WHATEVER MEANS HE DEEMS CHECKED BY.J.LACHAPELLE THOSE SHOWN. CONTRACTOR SHALL NOTIFY ARCHITECT OF ARE NECESSARY, INCLUDING BUT NOT LIMITED TO RETAINING A NOTE:THIS IS AN lf'x 17"SHEET DISCREPANCIES AS THEY ARISE. LICENSED ENGINEER AT THE CONTRACTOR'S EXPENSE TO DRAWINGS MAY BE PRINTED NOT TO SCALE OVERSEE AND ADVISE ON THE WORK. 5. MINOR DETAILS NOT SHOWN OR SPECIFIED, BUT NECESSARY LaChapelle Architecture PLLC FOR PROPER CONSTRUCTION OF ANY PART OF THE WORK P.O.Box 1251 SHALL BE INCLUDED AS IF THEY WERE INDICATED IN THE Mattituck,NY 11952 DRAWINGS. (646)251-5058 jake@lachapellearchitecture.com 6. CONTRACTOR SHALL COORDINATE ALL WORK PROCEDURES WITH REQUIREMENTS OF LOCAL AUTHORITIES AND OWNER. 7. CONTRACTOR TO SCHEDULE AND PROVIDE ACCESS REQUIRED ��ERE O ARC FOR ALL INSPECTIONS.WORK MUST REMAIN ACCESSIBLE AND �L.ACygA y�� EXPOSED UNTIL INSPECTED AND ACCEPTED IN WRITING BY THE �� ,e� ��� F- A INSPECTOR. �m 8. CONTRACTOR MUST COMPLY WITH ALL BUILDING DEPARTMENT N I; RULES OF OPERATION (SUCH AS HOURS OF ACTIVITY)AND INSURANCE REQUIREMENTS. �� °3 3 �OF N E��O 9. CONTRACTOR SHALL NEITHER INTERRUPT NOR RELOCATE BUILDING SERVICES WITHOUT WRITTEN REQUEST TO THE OWNERAND RECEIPT OF WRITTEN CONSENT. „�, „,�,„„„�,„,o sERw EAxO RENnwS QRRORER Ci CNFELLE . rxcxnEnu RE ak RrcaRoERs ov wxEn,ER lxE RRwEer ioR wxu!x rt n RREvaaEo p . ERENIED.NOCNPNEE;NiERNT10NS,ORC41EilONS MAYBHMADEFSCEPTBYIFCHAPELLE i0Rro0 NTDIMl PROIFRBY01xNRPRRF9EOR i0�H LOMMI0NOF1X19PRNERBYn 10. CONTRACTOR SHALL FILE ALL NECESSARY CERTIFICATES WITH ,NERR�R�,wR�E,«a,N�,ENro�EN,oi�E�E,�,�x,rt�REm.E. ®CCRYNGNIYO]9 U&HNEt1FIACgRCNPEGLLC THE DEPARTMENT OF BUILDINGS, PAY ALL FEES, OBTAIN ALL PERMITS AND PROVIDE ANY AND ALL BONDS REQUIRED BY ANY CITY AGENCY IN ORDER TO DO THE WORK HEREIN DESCRIBED. NOTES 11. CONTRACTOR SHALL COORDINATE WITH OWNER'S SURVEYOR IN ADVANCE TO PROVIDE FOUNDATION SURVEY AS SOON AS CONCRETE IS PLACED, AND SUBMIT TO SOUTHOLD BUILDING SHEET NO: DEPARTMENT. A2 SHEET -2 OF 7 DIANNA + STANLEY RESIDENCE 1985 SKUNK LANE CUTCHOGUE,NY 11952 TAX MAP NO.1000.97.-4-10 SCTM: 1000-109.-4-5 ZONE: R-40 # ISSUE/REVISION DATE CODE EXISTING PROPOSED COMMENTS REFERENCE LOT INFORMATION: .00 FILINGSET 04.24.2025 LOT AREA(SF) 40,000 25,011 NO CHANGE NONCONFORMING § 280 ATT. 3:1 LOT WIDTH (FT) 150 109.25 NO CHANGE NONCONFORMING " LOT LENGTH (FT) 175 221.37 NO CHANGE CONFORMS " EXISTING HOUSE AREA (SF) -- 649 NO CHANGE -- FRONT PORCH AREA(SF) 215 NO CHANGE -- DRAWN BY:J.LACHAPELLE EXISTING EXTENSION (SF) 240 NO CHANGE -- CHECKED BY:J.LACHAPELLE BACK PORCH AREA (SF) 77 NO CHANGE -- SHED A(SF) 99 NO CHANGE NOTE:THIS IS AN11Nx17"SHEET SHED B (SF) 0 384 DRAWINGS MAYBE PRINTED NOT TO SCALE- — — -- -- TOTAL LOT COVERAGE SF -5,002 1,280 1,664 -- 20% 5.12% 6.65% CONFORMS § 280-124 LaChapelle Architecture PLLC SETBACKS: P.O.Box 1251 FRONT YARD F 40 18.25 NO CHANGE NONCONFORMING §280-124 Mattituck,NY 11952 SIDE YARD F 15 23.9 NO CHANGE CONFORMS §280-124 (646)251-5058 jake@lacha pel lea rch itecture,com BOTH SIDE YARDS F 35 79.9 NO CHANGE CONFORMS § 280-124 REAR YARD F 50 162.1 157.0 CONFORMS §280-124 GROSS SQUARE FOOTAGE: BASEMENT SF -- 0 0 UNFINISHED FIRST FLOOR SF -- 889 1 1126 -- g��RED qRC SECOND FLOOR SF -- 526 1118 MAX.** \-ACh PROPOSED SHED SF -- 0 0 UNFINISHED TOTAL HABITABLE (5F) * *§ 280-207: FOR LOTS BETWEEN 20,000 AND 30,000 SF ** N MECHANICAL SPACE AND STORAGE WILL REDUCE THIS 0 33930 a O�� §280-15:ACCESSORY BUILDINGS AND STRUCTURES (FOR LOTS BETWEEN 20,000 AND 39,999 SF) �O - NE`� HEIGHT F SIDE &REAR SETBACK F 18 10 YNu EPnvnxE r3 a,wsnwmExY of sEmxe axE PEMGMs Y16 PPOPilM m vcxraEue aPcrorEnuo PLLC PEcumussovwnemwnEwwEn,OP NMIex R6 PPI➢APEOn 20 15 E%N 0.N tlNxGEe,K EPPTON4,OPD LB 0N5MATBEMi0EEX0➢BY A WV[£ MCMxECNPE PI141xR OPAW NG N4Y NOt BE NBED BY OlxfA PFPOES fOP OtxFR PPOREIB, e00MEPPE WIOM)Uf iMB NRdrtENEONe[MOf IACIYJFIIf MGxNECNNEPIi BY 22 20 ®fAMMEMieO]91PLH4PFNfpPCHIiEENPEPLLC ZONING DATA DIMENSIONAL DATA IS OBTAINED FROM SURVEY BY AERIAL LAND SURVEYING, D.P.C. DATED 10/18/2024,WITH OVERLAY OF PROPOSED WORK BY LACHAPELLE ARCHITECTURE PLLC. SHEET NO: DZONING DATA A3 NO SCALE SHEET 3 OF 7 r DIANNA + STANLEY RESIDENCE 1985 SKUNK LANE CUTCHOGUE,NY 11952 rn — 20, 21' 22' 2,030 FT ° 221.37' — — — '—' — — 1 ..—' 17' 18' 19' X o.93 \ X zz.ea ' N83 12 00"E — 3f 14' 15' m SIDE YAR \ \ TO MAIN ROAD 10, ' — 12' i Xr — —�1'— / / SETBACK / X CL9.07 9.68 19\ 28"CALIPER DECIDUOUS o / 1 , ' X 1930 \ TAX MAP NO.1000.97.-410 - w \ , \ (SPECIES NOT EXISTING \ `° \ \ ( \ \ \ (DENT.) COVERED \ \ 14.73 / / \ \ \ \ X zz2e # ISSUE/REVISION DATE \ g� 18.25 RCH \ \ X 11.18 25.7' \ \ , ` \ \ \ \ .00 FILING SET 04.24.2025 z \EXISTING 1STORY E�TENSIONz ./ \ 22.79 ,047 m ` X \\ i ` \ 162.1' \ \ \ X� DRAWN BY:J.LACHAPELLE •' \ \ X cLa74 I. \ X\ia.7s \ \ 1 CHECKED BY:J.LACHAPELLE \ X \ \ I X 16.17 \ \ \ NOTE:THIS IS AN 11"x 17"SHEET WATER SUPPLY TO SPIGOT& \ \ DRAWINGS MAY BE PRINTED NOT TO SCALE X 8.73 \ I EXISTING, �� \ ELECTRIC TO SHED „gs �\ —\ J ) COVERED 19"CALIP R \ PORCH � X I6.60 \ \ PROPOSED \ \ \ \ LaChapelle Architecture PLLC NOR WAY E 939 �� ` REMgVE EXISTING r \ \ i ACCESSORY P.O.Box 1251 EXISTING —X'` ASPHALT \ \ i \. SHED \ \ \ \ WATER DRIVEWAY SUPPLY `i Mattituck,NY 11952 - - _ \\ \.\ �I II ' I ' - --\ -__ .\'�}` \ X 19.41 � (646)251-5058 jake@lachapellearchitecture.com 24"CALIPER 9.99 N RWAY SPRUCE � I I _ —, \ 82.8' \ \ 22'1 X 14.40 \ \\ r \ 19.94 21' I i L- NEW DRIVEWAY \ 1&67 X — 201 _ ,— '—'' ��\� �E LACygA C r/� —..— EXIST 1 19' —,. STORY 16' — 17 —•�, —.•— — SHED / ! I X`;1,e6 13_ - - 14 •• 15' - NEW 500 GAL.DRY WELL (DRY) NA I I \ —•' o CD, .7.ea 232.26' 2 'A Z —., r•.—..—.. 2—.•S�°26'50"W A4 ® �j� 033s30 �� L —••i..—• 10 11 PROJECT X cie.z, NORTH 9 22"CALIPER CONIFER (6.55°) (SPECIES NOT IDENT.) ® AFCNIIFCNi¢Rl°HF04vDIF550PNHfiMFATXe P1ECf FOP WNICXRRPIE➢PIVEDL CONFORMS w/SKY °c u"DcwwcEs.a fnanas w DaEnaNs meE aEEttEP p u xnveue AacxnEcrvNE aFc.msawvm+D frar"m°e usEDEroTxeN PAanfx Pon iNFP PFNEDR fOXAD01nONTOTHl4 PNOIERBYOINE"PARTIES,On f00.00M0.ET10N Of TNRPRNE°T0Y PARTIAL PLANE§280-208 TRUE °MPN"E9•KTN°V NEWNnINOONSEN Of WLMAPELLEPH HXECNNIR C O PAPYRWM3039LPONFELLPPACXXECTUFE%!L OVERHEAD LINE TO STORAGE NORTH POLE AT OPP.SIDE OF LOFT N SKUNK LANE 45')i SITE PLAN Q DIMENSIONAL DATA IS OBTAINED FROM SURVEY BY AERIAL 17.5'FLOOR ELEV. c LAND SURVEYING,D.P.C.DATED 10/18/2024,WITH OVERLAY 16.5'AT LOT LINE OF PROPOSED WORK BY LACHAPELLE ARCHITECTURE PLLC. SHEET NO: TSITE PLAN SHED SKY PLANE DIAGRAM SOUTH LOT LINE A4 SCALE: 1" = 20'-0" O SCALE: 1" = 20'-0" SHEET 4 OF 7