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56 Harrison Road Notice of Intent Town Clerk Stamp I oa� ra�� TOWN OF BARNSTABLE Planning 8. I _ Development Department Barnstable a. APR '22uMm°_ ' e� Historical Commission `11<NSTAB!_E TI]W64 tt ,Wvww to -nngharns able ma us/lttalorioaloommlasion I NOTkC4E OF INTENT TO DEMOLISH A SIGNIFICANT BUILDING Date of Application 4ecc I r` a pg ❑ Full Demotion Z Partial Demolition Building Address: S� J� � � 14✓� LiSc� .� Srl Number Street (,a .gfl ��4 it �� ' it ,{ r o a 4 3d Assessor's Map # t Assessor's Parcel # 0 7 village ZIP --n Property Owner: 44 Un 5;' 17 l l t 1 �/"' Phone# Property Owner Mailing Address (if different than building address) y� tJ �1/e K�g' bP/Z/ZU /4lX / '7bD�liZ1' IU ✓� Piupwty Ownere-m�atraddness. iMrlod\Ctu { ,� �j r11rHi� COO Contractor/Agent: 2 ( S co Contractor/Agent Mailing Address: Contractor/Agent Contact Name and Phone #: cvlu, + Uy-k-4, �FC,% E 57 - c; UOQ Name Phone # Contractor/Agent Contact e-mail address: C W C0 \ 660 \ 0 (" (Ei fV m A- : ( Co v,6 Demolition Proposed - please itemize/all chanc 7.. es: / ! tA .4c ) /t Ty Y��c / '1 s (rU4 7 i 6r� ( P /lift - ��� �✓'�; jLr.I ei; l T Errvol l}not f{ 2itl2 . e Type of New Construction Proposed : 64j cep Provide information below to assist the Commission in making the required determination regarding the status of the Building in accordance with Article I , § 112 Year built: Additions Year Built: Is the Building listed on the National Register of Historic Places or is the building located in a National Register District? 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Renovat om to tl e w r Rev: DONA-IUE RF-SIDENCE H Rev 29 December 2021 56 14arr�5cn Road Cento ille, MA. E 0 U c TO ul m � I A 3 A3 T3 u A9 A3 � J 6 '�>� 00 Tr � �r L .Y. fIIL 0. ll L =jr 0zm ° w � 4 w . al OL zz as - HOOD POST DONN - ALL P05T5 @ END5 OF BEAMS To BE z z 312X45 OR (3) 2X6'5 UNLESS NOTED z z ((3) 2.X6'5 AT ALL EXTERIOR NALLS) �``"� - �o' 10 - WOOD P05T UP .AND DOM l ;z < Q ALL NINDON HEADER5 TO BE (5) 2X6'5 x - WOOD P05T UP IN/ 1/2" PLYWOOD UNI-E55 NOTED Ll - % (V _ --- _ - BEARING WALL 5ELON - SEE 5TRU6TURAL GENERAL NOTES i I 0z a AND TYPICAL DETAIL5 FOR OTHER REOUIREMENT5. 0 _� BEARING WALL ABOVE —J o Isseed fnr permitting (REFER TO 5TRJGT. DETAIL5) r� u U (f Date. .,. I�� a�itione Re e at ens to die ML ABOVE ? SID�NC �DS " 2 Rev: 9 Deeemkor 2mI 56 pmr400n (ZoaJ Cente. isle, MA. ek.: b of g g m O � E A I I 6 I E v p cv P ' 2 — = - -- { , o 4U* L - — L I �� 4 of Pi -LL _ Ra I �x g i!' U a a va?V baa , _ ryry , rctr�a t ®� LJ ' w 0 -�l Y d - WOOD POST DOAN - ALL POSTS �s ENDS OF BEAM5 TO BE eIJ 11iIL`h r d (5) X45 OR (3) 2X65 UNLESS NOTED z — _ 6 s - WOOD POST UP AND DOWN ((B) 2)(65 AT ALL EXTERIOR WALLS) rt.. Y x - - ALL WINDOW HEADERS TO BE (5) 2X6'5 WOOp POST UP _ W/ 1/2' PLYTOOD UNLE55 NOTED om -- -- - BEARING WALL BELOW - SEE STRUCTURAL GENERAL NOTES AND TYPIGAL DETAILS FOR OTHER REQUIREMENTS. BEARIN6 WALL ABOVE (REFER TO 5TRUGT. DETAILS) �L Q J WALL .ABOVE 0. z a z � O � Q Issues For Permitting AAdditions enovations to tke RData: DONAI U�IUSIDENCC S ■+ 3 ei ��-�� ,I.,��- i s Rev. 2QDeeem6er2o?i 56 Nater n Road e Cente lie. MA. tit: b eF , 2. FOOTINGS 514ALL BE CARRIED 4, CONCRETE MASONRY UNITS SHALL 10. ALL PLYWOOD SHALL 6E APA -- - - - E _ _ _ ___6__E_NERAL_ __ ____ _ TO LCWER ELEVATION THAN 5%10V1'N PERFORMANCE RATED PANELS GONFORMING 5HEARWALL HOLODOWN SCHEDULE p ON THE DRAWINGS IF REQUIRED TO CONFORM TO ASTFI G 90. TO THE FOLLOWING MINUMUM REQUIREMENT5: I. STRU TUBAL DRAWING5 ARE REACH PROPER SEARING GAPGITY. is TO BE USED WITH THE ENTIREFOUNDATION HOLDDOAN5 4 ANCHOR BOLTS: 3. WALLS ACTING A5 RETAINING WALL5 5. CONCRETE BRICK SHALL CONFORM A. rLOOR-STURD-I-`rLOOR TGG, EXPOSURE I, SET OF DRAWING5. TO ASTM GEE, 5/40, SPAN RATING I6 ". o SHALL NOT BE BACKFILLED WITHOUT BRACING UNTIL ALL SUPPORTING 501E HOU5 HDU5-51752.5 Al 55TB24 S,PS DIAMETER ANCHOR BOLT 1 B WALL SHEATHING-EXPOSURE I, I/2", @) 2. ALL SAFETY REGULATIONS 4 SLABS ARE IN PLACE & AT 6. GROUT SHALL CONFORM 1 THE SPAN RATING I6". W/ GNW 5/b" COUPLER NUT BCTWEEN „ST624 4 TB2 C ' v ARE TO 8E STRICTLY f-OLLONED. ADEQUATE STRENGTH. � REQUIREMENTS OF ASTM G 14b 3 � THREADED ROD INTO HOLDDOWN. "OSITION 55TB24 CV m METHODS OF CON5TRUCTION 4 SHALL HAVE A COMPRE5SI`9E C. ROOF 5HEATHING-EXPOSURE I, 5/P W/ ANGHORMATE TO FORMWORK PRIOR TO CONCRETE c ERECTION OF STRUCTURAL MATERIALS 4. COMPACT ALL FILL UNDER FOOTINGS STRENGTH OF 3000 PSI . SPAN RATING 16" POUR FOR GORREGT PLACEMENT. O ill 15 THE 6ONTRA6TOR'5 RESPONSIBILITY. 4 SLABS TO THE SPECIFIED DEN51'TYLQ 4 VERIFY. 1. VERTICAL OND BEAM HDS-SD52.5 W US HOU55TB28 1/8" DIAMETER ANCHOR BOLT -6 4 B 5. THE GONTRAGTOR 15 RE5PONSIBLE REINFORCEMENT SHALL CONFORM DE516N CRITERIA AI/ GNW 1!b` COUPLER NUT BETWEEN 55TB28 4 l/8" s0 FOR DISSEMINATION OF ALL STRUCTURAL STEEL TO THE REQUIREMENTS OF ASTM A615. THREADED ROD INTO HOLDDOAN. POSITION 55TB28 REVISIONS 4 REQUIREMENTS TO I. APPLICABLE BUILDING-, CODE A/ ANCHORMAP TO FORMWORK PRIOR TO CONCRETE THE SUBCONTRACTORS. I. DESIGN, FABRICATION 4 ERECTION 8. MORTAR SHALL CONFORM TO THE MA55AGHrjE7T5 9TH EDITION POUR FOR CORRECT PLAGEMENT. REQUIREMENT5 OF A5TH G 210 'HALL. BE IN ACCORDANCE WITH -J Ne I AND SHALL BE TYPE M OR 5. HDUI4 HDU14-51752.5 Vi/ 581X30 I " DIAMETER ANCHOR BOLT � 41 I 4. REASONABLE CARE HAS BEEN THE AISG SPEGF7GATION FOR 2. DESIGN WIND SPEED: 136 MPH TAKEN IN THE PREPARATION OF STRUCTURAL STEEL FOR BUILDINGS, 1. QUALITY ASSURANCE TESTING 4 EXPOSURE G 1 = 1 .0, G = +/-O.Ib A/ ONW I " COUPLER NUT BETWEEN 551X30 4 1" �( ' ALL DRAWING5 AND 5PEGIFIGATION5. LATEST EDITION. INSPECTION SHALL BE PERFORMED THREADED ROD IN70 HOLODOAN KITH HOLDDOWN < HOWEVER THE ENGINEER DOES NOT IN TGGORD,ANGE WITH THE ATTACHED TO 6X6 POST. POSITION SBIX30 N/ 0 GUARANTEE AGAINST HUMAN ERROR 2. STRUCTURAL SHAPES SHALL CONFORM REQUIREMENT5 OF AGI 530.1/ASCE 6188. STRUCTURAL DE716N GRIT RIA ANGHORMATE TO FORMWORK PRIOR TO CONCRETE & FOR THAT REASON IT IS IMPERATIVE c LANCE MEMBERS ASTM 10 PSP DL _ POUR FOR CORRECT PLACEMENT. TO THE FOLLOWING: THAT THE CONTRACTOR SHALL GHEGK ------- r ALL DIMENSIONS 4 DETAILS 4 MUST A. AIDE F FRAMING LUMBER 8 GONNEGTORS - FIRST FLOOR 40 PS'r LL VERIFY ALL CONDITIONS, DIMENSIONS, A9g2 GRADE �O. 00 B ELEVATIONS AT THE 51E. ALL I , ALL FRAMING LUMBER SHALL BE - 5EGON17 FLOOR 40 P5, LL TODISCREPANCIESHATTENTION SHALL BE BROUGHT B. CHANNELS 4 ANGLES A5TM A36. KILN DRIED Iq o MAXIMUM M015TURE 10 PSP OL CONNECTION TO CONCRETE FOUNDATION 00 TO THE ATTENTION OF THE ENGINEER CONTENT. LUMBER SHALL MEET r , H55 ROUND 4 RECTANGULAR TUBES AS A MINIMUM THE FOLLOWING - ATTI6/5TO. 20 PSF LL 0 5. THE CONTRACTOR SHALL SUBMIT TO A51-M A 500. GRADE B FY=46 K51. DESIGN VALUES FOR SPRUCE-PINE-FIR: 10 Pyr DL FOWDATION SILL PLATE CONNECTION TO CONCRETE40 to COMPLETE SHOP DRAWINGS FOR LIN7, 55L 30 PI 5L ALL CONCRETE REINFORCING, ALL 3. ALL GALVANIZING SHALL CONFORM A. 2X STUDS GONSTRUGTION GRADE 10 PSF DL STRUCTURAL STEEL, 4 BOTH TO ASTM A 123. FE =800 FV 65, FG=150 5/8" DIAMETER ANCHOR BOLTS G 36 ' O.G. (24" O.G. AT GARAGE) CALCULATIONS 4 SHOP DRAWING5 L5/STOR. 100 PLF PL FOR ALL MANUFAGTURERED LUMBER B. 2X J015T51RAFTER5 NO. I GRADE NOTE: ANCHOR BOLTS REFERENCED ABOVE TO BE 5/8" DIA. PRODUCTS S THEIR GONNEGTOR5 4. BOLTED GONN5GTION5 SHALL BE WITH FB=1150, FV 10 5/5TOR. 80 PLF DL A501 STEEL ANCHOR BOLTS A/ 3" X 3" X I/4" PLATE WASHERS-OR REVIE'N PRIOR TO FABRICATION. HIGH STRENGTH EOLTS IN ACCORDANCE W/ 1" MINIMUM EMBEDMENT INTO GONGRETH.____,_-__ __ WITH THE SPECIFICATION FOR G. POST NO. I GRADE FB=800, RGHES 40 PST �0 GON6RETE STRUCTURAL JOINTS USING A5TM A 325 F/=65, FG=615 IO PoF u OR A 490 BOLTS. --- - SHAH. COMPLY WITH THE 5PEGIFIGATIONS 5. ANCHOR BOLTS SHALL BE ASTM A 301. ALL FASTENING PLATES, SILLS, SHEATHING THING 6, a L ALL CONCRETE WORK AND MATERIALS 2 ATHING 46 FOR 5TRUGTURAL CONCRETE FOR BUILDINGS OTHER HOOD MEMBERS SHALLGRP aE O1 Tu 2.(ALL GOING RETE 514TLL HAVE A 28-DAY 6.CERTIFIED BY H MADE A OPERATOR-3 MASE 9TH CD�ITIONT/11TH THE o �.,,,°°s x.. r sP+< w� ELP5 5 BEIN TA ACCORDANCE CERTIFIED BY THE STANDARD E ILS SHOWN E MINIMUM ATION PROCEDURE OF THE REQUIREMENTS OF THE - - - - - -- -- - OO PIP rMp COMPRESSIVE STRENGTH OF 3000 PSI, AMERICAN NCLDING SOCIETY. - TE BUILDING ° - ...._....- _ WITH MAXIMUM I INCH AGGREGATE § GOD - ) eo 5-160 zoo° MAXIMUM 6% AIR ENTRAINMENT FOR 'd- ... -. _. . .___..____ _ ... n 1. WELDING SHALL BE IN ACCORDANCE 4sO s oo 0zg EXTERIOR CONCRETE EY.POSED TO WITH THE AW5 PIP] CODE FOR WELDING 3. CONNECTORS SHORN ARE N r < MOISTUR`c. MA\NFAGTURED BY 51MPSON O IN BUILDING CONSTRUCTION, STRONG-TIE GO. ING. SUBSTITUTIONS -Ve� "- - " -- "- O6°a bO ® D 3. ALL REINFORCING STEEL SHALL BE 8. GONNEGTIGNS NOT DETAILED SHALL MUST BE APPROVED IN WRITING �VQR To DEFORMED BARS OF NEW BILLET STEEL BY THE ENGINEER. INSTALLATION _ CONFORMING TO A57M A 615 GRADE 60. BE OF516NEP FOR. THE LOADS 5HOWN OF ALL CONNECTORS SHALL SE w TE OR O "T„�oi - o e .O ST ro siu, T� rOe o Too �R .n sr ON THE. DRAWING5 OR FOR LOADS IN STRICT ACCORDANCE AITH THE n�r. xs TO .R TOO E.,cx EI o � GIVEN IN THE STANDARD LOAD THE MANUFAG IUPER'S IN5TRUGTIONS 4" CONCRETE COVER OF REINFO�RGIN5 BARS TABLES OF AI5C FOR THE SPAN. 4 MUST EMPLOY ALL REQUIRED E'^--uW� To � u ae Tw P.-Tre rrOY wE,Eoi 1710 _ E+c . II rd c `gm SHALL BE AS FOLLOWS: SECTION 8 STRENG fH SPECIFIED. FASTENERS. EO _. _. _ In A. 3" AT CONCRETE PLACED DIRECTLY q, ELEVATIONS NOTED A5 "TOP OF 5TEEL" 4. ALL CONNECTORS SHALL BE _ " - _ _ _ _ " AGAINST EARTH. REFER TO THE TOP FLANGE OF ROLLED O " `�' 3+oO a Teo �re ..w"�r H07 DIP GALVANIZED. SECTIONS. S. 2" AT ALL OTHER LOCATIONS. -st SI 5. INSTALL ALL CONNECTOR FA5TENER5 - 5. NO HORIZONTAL 601 UGTION JOINTS MASONRY BEFORE LOADING THE JOINT. w.r,E� Oa Tw �mEOLFTO �_ -- eO ,oO e E�Eis EEO ARE ALLOWCD, LINLE555 54 ECIFIGALLY RUCTION SHALL RAN1,7EIRM OR R , -SPIER 1 - eo. ,op 4 EOSEi4 rEW SHOWN ON THE DRAPP OR ALLOWED 6. SPLIT WOOD 15 NOT ACCEPTABLE . _ - N WRITING BY THE ENGINEER I. MASONRY CONST FOR ANY CONNECTION. -D CONFORM TO THE S FOU MASON m goo 6 OF SPEGIFIGATIONS FOR MASONRY "--- - - -- - e x"x� "I-eTr� '.,wOK STRUCTURES 550.1/A5GE 6-88). �,=E av F,E� ,�,ssw �OOro re.00rs a° io° 4 - (� x :wcK 1. ALL EXPOSED FRAMING MEMBERS a STRENGTH OF MASONRY PM- ISCO PSI , SHALL BE TREATED PER ANPA CSI RHsMriIPe ,e - G2/69 GGA 0.25 4 MEMBERS IN �- � E� - r EOaE i O Fr,.o Lv � ,. ,s, 2. VERTIGAL REINFORCING OF MASONRY TREATED WITH SOIL SHALL 24 � 0 �9' TREATED PER ANPA C33/G24 .. . . .. . .._.__...... __._.___ .__. . _..__ >T 24. ,e' HALLS SHALL BE AS INDICATED ON - _ .__._ THE DRAWING5. ALL GORES Or GGA 0.60. JOB SITE FABRICATIONS MASONRY UNITS SHALL BE FILLED GUTS 4 BORES SHALL BE TREATED IN _ _ _-._ Jz FOUNDATIONS WITH GROUT. REINFORCING BAR .ACCORDANGE WITH AWPA STD. M4. - - - RREPOPPOI rMNR5Do a ZVP� 16' FIELD LAPS SHALL BE 2'-6" MIN. - V2 PIP -- - o a Tao so EOo�Exs LT I. THE ALLOWABLE PRESUMED SOIL b. ALL MANUFACTURED LVL WOOD FRAMINGFLOOR MEMBERS SHALL HAVE THE FOLLOWING - - -- - T- SEARING CAPACITY 15 3000 PSF, 5. HORIZONTAL JOINT REINFORCINGPHYSICAL PROPERTIES AS A MINIMUM: NH16H 15 TO BE VERIFIED IN THE FIELD FOR MA5ONRY SHALL BE EQUAL " � eO o BEFORE CONSTRUCTION. TO CUR-O-WALL 1RU55 MANUFAGT'cRED 0REAr-RPA _ a E= 2.0X106 F51 ., FB=2800, P/= 240. �: iso o ew s re-O u issued For Review WITH WIRE CONFORMING TO A5TM A 82 . .-._.._._..._ __........_. _... _......_. (n Q 4 GOATED FOR GORPC5ION PROTECTION E IN AGGORDANGE KITH A5TM A 153, q ALL FLOOR JOISTS SHALL BE AS \ 1 Q,dditlo Renovations to &F GLASS 5-2. ALL WIRE SHALL BE MANUFAETURERED BY BOISE CASCADE s ` � �y. C Rev w ��i1 - -_ I- - . "- --� q GAGE MINIMUM. PROVIDE MINIMUM 4 AS SIZED ON THE DRAWINGS. ALL I � DONAUU� RC-SID=NCS SMI , LAP OF 6" 4 USE PREFABRIATED T5 FASTENING, BEARING, BRACING 4 Rev. zq 1Decem6en zazl OR CORNER SECTIONS AT .ALL STIFFENING SHALL BE IN STRICT AGGORDANGE ////// 56 uo.rrison Road WALL INTERSEGTION5. WITH THE MANUFACTURER'S REQUIREMENTS. Centewile, �` /-�. s6t,: 4 of 1 E I 0 u I \ V I E cn i, a n w.r� bz<cwr JII tr —73 kA RM'I\C NCNB RS 2 d en eirirezNcow P ( "-i - _ srao a oGs,e nTO 5%D M.) _� E vNI is J i \ as u.. Rersw W 13 O zo - - - MIN — TCPO / rrm Frame __ / s 4 3, W'dm. mLaLEvma Q eo M pv CD sPW6 cq Z HKOTO � vu�v x .a�rs, / I _ PATrIel AI� (G0.RY_[ NAIL CG : OPAL N6 GLTAIL) rr ry a .aa w�rEnwE¢. to PATfrftN _ d*,�s /M N r .es„en vAw. i wAerwL rsr � vxL rxA 'uueL ” _ `uESTaae rwisA.Erosu$n orracxwuz w ,o f rm:cwaev eE.wrw.s um,+E wa.o crneiuuaz VERTICAL AND HORIZONTAL NAILING NARROW-WALL BRACING - FOR ALL PLYWOOC WALL SHEATHING TYP. INT NON-LOAD BEARING- HALL HEAVER 5TRAPPING �J / �J 5CALEi � I - a SCALE . _ z - a o U . v 0. 6 V LSTA STRAP I6" O.L. ROOF SHEATHING ®� u, m (PER 6Wp'° �Er �. EDGE NAILINNAILINGLJ jm p o ROOF SHEATHING --•\ { �� /� Q (�T) - IOD NAILS — ( 2A BLOOMING HETYiFEN �W+Iz RAFTERS (NOTCH FOR�. U o i / ' ENT AT10N IF REQUIRED. U a o EACH END REFER TO AROHJTCOTURAL o mo PLANS FOR MORE INFO) r , SEE SEE ALTERNATE Vr \�\ ROOF RAFTER PER PLAN. �` (REFER TO ARCHITECTURAL —' H25A (INSTALL PRIOR OTO D ,�(( ROOF RAFTER PER PLAN �\ ANDFLrANSE FOR RAFTER DIMS. BLEARING AND PRNATEt V AND SAVE DETAILING) SHEATHING) ALTERNATE. H2A i ALTERNATE. ATTACH R RIDGE RAFTERS BELOYV RIDGE TIE SH RIDGE O'JARD NV DGUBLE 2\ TOP PLATE 4 COLLAR TIE AS ZiNO . RIDGE STRAPS ,ryalL..,�a 'KIT REQUIRC-D ViHEN U51NG A DOLLAR TIE. ~ Y O 5TRUOTURAL RIDGE BEAM O RAFTER TO TOP PLATE % o a w,rTO SCALE r.,T TO SALEcn ! r v � I =CJed For Re4ew 1 A A n a Date: r \ Additions &. Renovations to the � 4 A I R ,, n � DONAI-IU� R�SIDENCL ►� R 2e DeoemLe 2w , Sa } Ja, N Road a Centerville, MA. E V V C n � a' VLtLLJDE O � � �x c4� g g 4os 3F dlbg rya r I �LII O 3 A DEMO NOTE5 d A3 A3 W 3 � ca,ratuo nz,mm. � O TO P S y v ha. z w * �:x .,�-;gym# , z �a, w a 4 S u i/ `e er co PATIO N Q to MCA ,zxova to 'EVNROOMI Rnnofflol _ O NoA>6 .— PID 166 QDTTDa _ � • ITGHCN wrtrE vvs +� t• ` a5 aFa a O 3 :a � RAD �' 'g as s-a PATIO 6 ® — F is n�Qu u -- TO � ¢u MEGH PR R BBDROOM 2 ,p 9 s-oItn ( y s. ma,3i BATH wz< vnnsoii� " °gmg-3 $� vo rzt v 396a2b�." Yo = 71 > Cv � : Sz ! m o . fan G ° a rq� g 4 6 o ur f .TMa re 3 � Z a» y fid$ dr �ee „e J y dB O It �1an3 Y mYn1� inn2u a NFA Ta `p per„ , o O 9, a, a•,a3•, wn . LL -o f Ly =0 0 I==uea for Fermat n9 r Date: vl� gopi Ada,t an & Rana at ans to the Rev; DONA—IUF Rf -SIDE—NCf- ■+ Rev: z9 De==mk ?O]I 56 J lmT n Roaa Center Iia, MA.