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Home My WebLink AboutBLD-20-212a a viae St z v t a Per Cape Cod Cottage South!!'► a Yarmouth MA Rentals T Gay HeaEwa'1 21 Vineyard Street Ah Ri m o QCape Rocker o ` 9 4t I I , t -.In, ,$¢((pri iI l - LIS >.4 Q� • oQ ` w JAMES D. RICHARD 98.94' 5.5 18.E DRI VE l- Y / 4.3 \ O 4o 1 "Ln \ 9s v 21.2' 2g.2 c \ zap 4.2 �si n y .. FLOOD ZONE AE (EL 11) k0 4 I LAND BB CLIOXOASTAL STO FLOWAGE LOT 29 \ 9,076.2 t S.F. 5.5 121.73. ROSEMARIE F. D MAN & CHRISTOPHER J. BFJ?MINGHAM OF 6.7 ZNSSq cqG cj ROSIN N o Vt'ILLIAM Fs WILCO 0 10 20 40 60 80 rn11 No.3134 TOP OF FOUNDATION IS ELEVATION RFs -0 L 4.98 NAD -88 TO THE BEST OF MY INFORMATION, PROPOSED PLOT PLAN KNOWLEDGE, AND BELIEF THE SOUTH YARMOUTH, MASS. STRUCTURES SHOWN ON TH1S PLAN • LOT 29,• PL.ffK 100"M ;69.. .. HAS BEEN LOCATED ON THE GROUND DATE 12/5/2018 SCALE 1" = 20' AS INDICATED. SOB 7854-00 CLIENT HANLON 12 5 2018 SWEETSER ENGINEERING SETUCKET ROAD 203 DATE ROFESSIONAL LAN SURVEYOR �B991 o508-385-6900PO $0SOUTH DENNIS, M X.Q52B6� REVII:1VFI) FO^ E1iIl.Pli IC AND Zxv., ;:; CODE 0"APLI. ANCC, ER(;Of S Oi Oii'JISSIOI��5 DO NOT RELIEVE THE AfTLICANT FROM THE RESPONSIBILITY COMPL,(F,NCE, S BUILT, DATE:_ BUILDING OFFICIAL ►z�� `� Table of Contents A1- FirSt Floor IND 5T. A2 -Elevations 51 -Foundation (Hokal51) 5OUTH YARMOUTH, MPS 02664 A CERTIFIED AS BUILT IS R BEFORE FINAL INSPECTION IT—Fernald Building SPECTION ioo INDEPENDENU DRIVE, HYANNIS, MA 026ol MA CSL #111448 MA HIC #186824 52 -Floor Framing 53 -hoof gaming 54.1- Ea5t Wall Framing 542- CrosisiSoction Framing D1- Details D2-110 MSH Wind Checklist 24' Fernald Building 10o INDEPENDENCE DRIVE, HYANNIS, MA 026oi MA CSL #111448 MA HIC #186824 CONT. Amy Hanlon & Julie O'Brien 21 Vineyard 5t 5cuth Yar mth, MA 02664 V,,L,, Hanlon / O'Brien Residence Bedroom Addtion Project 21 Vineyard 5t South Yarmouth, MA S ET MME FIRST FLOOR PLAN 3 E WI F Al oue 5en5litx Jun -1319 aAEE <At AS SHOWN //;ADJUSTABLE POST MODEL P2: 2,376' x 'TECHNO METAL PD HELICAL PILE FDN SECTION FOUNDATION PLAN SCALE :04-0" SCALE :144-0 4-0" SPECIFICATIONS: STEEL SHAFT: ASTM A500 GRADE 'C' CIRCULAR SECTION HELIX; ASTM A36 STEEL ST" I I I I ! POLYETHYLENE SLE N .. N co `m J a o q allowable load load) , , C15c�or'- ! Ibs.ft 9,600 -75 O Q C .0 BASE BY u! LU "TECNNO METAL POST" I ( -� o4c z The lateral capacity depends on the density of soil (to relidate consult technical department of Techno Metal Post.) HELICAL PILE a 0.154" structural strength of the pile must be approved by the technical department of Tee hno Metal Post. E (SEE DETAIL FOR SPECS) o o the characteristics of the existing soil. c 0 a co m<z 6 requi a ical p and the supporting plate can galveniz in compliance with standard ASTM A123 i i W ! I o Z 3/a" THK FACTORY -N G W Uj 3:0 HELICAL PILE FDN SECTION FOUNDATION PLAN SCALE :04-0" SCALE :144-0 4-0" SPECIFICATIONS: STEEL SHAFT: ASTM A500 GRADE 'C' CIRCULAR SECTION HELIX; ASTM A36 STEEL ST" Maximum compressive Lateral bearing E bearing capacity' 3 capacity2,4 .. N co `m o 8 co allowable load load) , , C15c�or'- c Ibs.ft 9,600 -75 O Q C .0 BASE BY u! LU bearing capacity In compion shown in the selection table. 2 The lateral capacity depends on the density of soil (to relidate consult technical department of Techno Metal Post.) c in `U When the pile is laterally unsupported (soil very loose / soft, liquefiable soils, water and air), the 0.154" structural strength of the pile must be approved by the technical department of Tee hno Metal Post. E ai HELICAL PILE the characteristics of the existing soil. c 0 a co EVE ELDED HELIX Load Capacity i Maximum compressive Lateral bearing Factored bending bearing capacity' 3 capacity2,4 resistance (ultimate allowable load) allowable load load) lbs Ibs Ibs.ft 9,600 450 1,785 NOTES: BY 1 The maximum tensile load capacity can be obtained, conseniatively, by halving the values of theress bearing capacity In compion shown in the selection table. 2 The lateral capacity depends on the density of soil (to relidate consult technical department of Techno Metal Post.) 3 When the pile is laterally unsupported (soil very loose / soft, liquefiable soils, water and air), the structural strength of the pile must be approved by the technical department of Tee hno Metal Post. 4 The values of lateral capacity are average values and can be modified, more or less, depending on the characteristics of the existing soil. 5 If required, piles may be field welded with extensions to achieve greater loading capacities in poor soil conditions. 6 requi a ical p and the supporting plate can galveniz in compliance with standard ASTM A123 i DRAWN br BJ CMCD by -MK PROJECT NMI 2018- 24 S-1 -- MS 07/23/20 RELEASE FCR PERI No. BY DATE DESCION IP'T W U z W o® s i W G W Uj 3:0 3: zW Z z FOUNDAMON PLAN & DETAILS 90AJX- AS NOTE DRAWN br BJ CMCD by -MK PROJECT NMI 2018- 24 S-1 Ovcrhang 2"x10" 9II nn..4n1I 1�T CI I, lnic,t c�h�qn (tvn) Helical Filc wl FT F05t bclou 21'x10" Frc55urc Ti Joist -16" 0( 5-2"x10, FT beam Below 5imp5on LU521OZ Joist Hanger (typ) 5imp5on L90, (typ Ca Corner F oor Flqn Fr�rnme A0 crhang 911 Kt.. 1 Vt myiifm: s'AIU FOR APPROVAL Fernald Building ioo INDEPENDENCE DRIVE, HYANNIS, MA 026oi MA CSL #111448 MA HIC #186824 "ENT: Amy Hanlon & Julie 05rien 21 Vinyard 5t Sou*.h Yarn ma . MA 0266X+ Hanlon / OBrien Residence Bedroom Addition Project 21 Vl"cya-d 5t South Yarmouth, MA `JY.EI WME: FLOOR FRAMING FLAN a�E, rr F,s 52 oa,L aEwsON. Jun -13-19 &E A7 AW,1 B: A5 SHOWN Poof Framing Plan scale: 3/8" = 1' 2"'x10" Rough Fascia iiX5 )locking Over pop date (typ) 5,imp5on H1Z oaf ter to Top �IIate f (typ) 'it Width latch Existing Notes: REV: I OEx' N, 5TA,;S FOR_APFROML Fernald Building wo INDEPENDENCE DRIVE, HYANNIS, MA 02601 MA CSL #111448 MA HIC #186824 Amy Hanlon & Julie O'Brien 21 Yin -yard St South Yarmouth, MA 02664 FkWEr': Hanlon / O'Brien Residence Brdrocm Addition Project 21 Vineyard St South Yarmouth, MA NtEI NAME ROOF FRAMING PLAN %WWWR. 53 DA:E: RE115a, Jun -1319 SCALE AT AVp. AS SHOWN S' Addition ContinUOU5 Ridge 1/ent Ridgeline _ - - - - - - - - - - - - - - - - - - EL +23.00' 2' lce & Water Shield (To Match Existing) — - — — —� w/ Asphalt Shingles (To Match Existing) Addition To plate 2"x10" Ceiling 1.3 p - - - - - - - — Joi5t5 (typ)D1 EL +18.00 To Match Existing 2" Gypsum on 1�� ( � i. 2 Gypsum 1 x3�� Strapping 916 ,� OC On Ceiling On Walls 16" Eastern White Cedar Shingle Siding 4" Oak Finished (To Match Existing) 4 T&G 055 Flooring Addition FFE 5Vloot _ - - - - - - - - - - - - -- - - EL +12.00' 1.2 (To Match Existing)' D1 Existing Level1 FFE r EL +4.98' Existing T.O. -- - - Ground Foundation Elevation EL +4.98' 1.1 � D1 NAVD88 EL +0.00' Mid WgIl Frarniq 5cetion A4.1 5Ca l e: 3/8 =1 Notes: REV: I GE5 mic. IBY: DAiE: STAT°s FOR APPROVAL Fernald Building loo INDEPENDENCE DRIVE, HYANNIS, MA 02601 MA CSL #111448 MA HIC #186824 Amy Hanlon & Julie OBrien 21 Vineyard 5t South Ya"o,th. MA 026E + Hanlon / OSrien Residence 5edroom Addition Project 21 Vineyard 5t 5outh Ya"ojth, MA �hEEt iun+� MID WALL FRAMING SECTION 54.2 )M. jun-13-19 A9 SHOWN _ R38 C105ed Cell 211x6" Bottom Spray Foam Insulation Plate NT&G OSB T7" Huber Zip 211XI01, FT Floor Joist Subf loon System Sheathing 16" Eastern White Cedar Shingle Siding (To Match Existing) ° ° 0 ° ° ° 2' FT Plywood 3.21Ix101 Simpson Simpson PT Beam H2.5Z Hurricane Tie L90Z Angle Bracket Simpson 611X6„ FT LPC6Z Fo5t Cap Fost post to beam Detail P1.2s:aie: NTS 2' Ice. &.Water Shield w/ Asphalt Shingles 2"x8" Blocking Rafter Vent Over To Plate t (To Match Existing) p (yp) 211x10" Rafter 1/2" Huber Zip System Sheathing Drip Edge 1" Fascia K49 Closed Cell(To Match Existing) ° 0 Spray Foam I115ulati0n111x311 2"0' Rough Strapping Fascia Simpson 1" Soffit w/ Vent H1Z Hurricane Tie Double 2"x6" (To Match Existing) Top Plate �61' Huber Zip Sy5teM Sheathing &aftcK r End Detailcae: NTS DieF�cr D1.1 Hel Scale: NTS New _ Exi5i ing Closet Dining Room Nuys: smoke/ CO Locations s�ale NTS DETAIL5 D1 PATE: FEY6oJ Jun -13-19 : ALE A'AN, d. AS SHOWN New Existing Bedroom Laundry kEV: GESGkIPiIOJ: 8Y: DATE: s FOR APPROVAL 0M 0 Existing Kitchen Exi5 !;iq Fernald Building Living Room 1ooINDEPENDENCE DRIVE, HYANNIS,MAo26o1 Existing MA CSL #111448 New Bathroom MA HIC #186824 Bedroom "E'` Amy Hanlon & Julie OBrien - - 21 Vine -yard St ExSting South Yarmouth, MA 02664 Utility Exl5ting Bedroom `R"E" Hanlon / OBrien Residence CioSet Bedroom ior. AdditProject - 21 Vmcyard St South Yarmouth, !, A smoke/ CO Locations s�ale NTS DETAIL5 D1 PATE: FEY6oJ Jun -13-19 : ALE A'AN, d. AS SHOWN oa eanng wa s ........................................................ (Ta e ) ............................. AWC Guide to Wood Construction in High Wind Areas: 110 mph Wind Zone (fable 5) ..2"x6" - ft in. ✓ Gable End Wall Bracing 1 Check .1Sheathing Full Height Endwall Studs ............................................ SP httie Floor Length Compliance 1.1 SCOPE (Fig Gypsum Ceiling Length (if WSP not used) ................... (Fig 11) .............................................. 16 ft z 0.9W And 2 x 4 GGAt;>�v 1 RtAFal a aGe @ a G.G. 1 ) ✓ WindSpeed (3 -sec. gust) .........'....................................................................................................... 110 mph ✓ WindExposure Category .................................................................. ......... ......... ....................I........ B ✓ 1.2 APPLICABILITY ✓ Splice Connection (no. of 16d common nails) .............. (Table 6) ......... ...................... ......... ............8 Number of Stories (a roof which exceeds 8 in 12 slope shall be considered a story) ........ 1 stories -< 2 stories ✓ RoofPitch.................................................................. ..... (Fig 2) .............................................. 5:12:5 12:12 ✓ MeanRoof Height .............................................................. (Fig 2) ................................................... 23 ft:5 33' ✓ BuildingWidth, W............................................................... (Fig 3) .................................................. 39 ft:5 80' ✓ Building Length, L .......................................................... (Fig 3) ................................................... 51 ft <- 80' ✓ Building Aspect Ratio (L/M ............. ......... .................. (Fig 4) .................................................... 1.31 <- 3:1 J Nominal Height of Tallest Opening2................................... (Fig 4) ................................................... 6'8" 5 6'8" ✓ 1.3 FRAMING CONNECTIONS Full Height Studs no. of studs able 9..............................................................2 General compliance with framing connections .................... (Table 2) .,.......................................................... Feundn'tion VValls meeting requirements 0f 78-0 GMR 5404.1 ✓ 9 9 ANCHORAGE 10 Erll INnA110W-, Header Spans............................................................. (Table 9) ......................................... 4 ft 3 in.:5 12' Polt SpaGinj, of plate ............I.............. RolrEmbedrAeRt ^ et .................................. gee+ Embedment masonry 121 -ate %Nasheip . .................................. 'Fig a`_ in � X, (Fig 5` ,.. > (Fig 5',----� (Table 9) .................................. _ ft in. e- 12" 3.1 FLOORS Full Height Studs (no. of studs) .................................... (Table 9) ........................................................3 Floor framing member spans checked ............................... (per 780 CMR Chapter 55) .................................... "R C7 oF OpeningDimension a)' ✓ Maximum Floor Joist Setbacks Minimum Building Dimension, W 24ft Supporting Loadbearing Walls or Shearwall ................ (Fig 7) ........................................................ 0 ft:5 d ✓ Maximum Cantilevered Floor Joists Sheathing Type.............................................. (note 4) ........................................... 7/16" ZIP Sys Supporting Loadbearing Walls orShearwall ................ (Fig 8) ..................................................... 9in 5 d ✓ Floor Bracing at Endwalls.................................................... (Fig 9) ................................ ............. ................ ✓ Floor Sheathing Type ........................................................ (per 780 CMR Chapter 55) .................................... ✓ Floor Sheathing Thickness ................................................. (per 780 CMR Chapter 55) .......................... 3/4 in. ✓ Floor Sheathing Fastening .................................................. (Table 2) ........ SCREWS at 6 in edge / 12 in field ✓ 4.1 WALLS Wall Height I: Loadbearing walls ........................................................ (Fig 10 and Table 5) .................................. 6:5 10' ✓ Non-Loadbearing walls ................................................ (Fig 10 and Table 5) ........................... 10' 2":5 20' ✓ Wall Stud Spacing........................................................ (Fig 10 and Table 5) ....................16 in. <- 24" o.c. Wall Sto;y Offsets (Figs 7 & >t) ............................................ _ ft -ed ✓ 4.2 EXTERIOR WALLS3 Wood Studs -JA — SIA- of L db 11 bl 5 2"x6" - 5 ft 10 1/2 in ✓ oa eanng wa s ........................................................ (Ta e ) ............................. Non-Loadbearing walls ................... .......... (fable 5) ..2"x6" - ft in. ✓ Gable End Wall Bracing 1 _ .1Sheathing Full Height Endwall Studs ............................................ SP httie Floor Length (Fig 10) .............................................................. 11` ft >1.4.73 ✓ (Fig Gypsum Ceiling Length (if WSP not used) ................... (Fig 11) .............................................. 16 ft z 0.9W And 2 x 4 GGAt;>�v 1 RtAFal a aGe @ a G.G. 1 ) ✓ . ... ........... .... . or 1 x 3 ceiling furring strips @ 16" spacing min. with 2 x 4 blocking @ 4 ft. spacing in end joist or truss bays i•I Double Top Plate Field Nail Spacing ............. (Table 11) Splice Length........................................................ (Fig 13 and Table 6) ........................................ 2 ft ✓ Splice Connection (no. of 16d common nails) .............. (Table 6) ......... ...................... ......... ............8 ✓ Loadbearing Wall Connections Full -Height Sheathing ....................... i Lateral (no. of 16d common nails) ............................... (Tables 7) ................................. ........................2 J Non-Loadbearing Wall Connections Lateral (no. of 16d common nails) ................................ (Table 8) .......... ..................... ...... ...........2 ✓ Load Bearing Wall Openings (record largest opening but check all openings for compliance to Table 9) Ratedfor Wind Speed? .........!..................................................................................... ........................ Header Spans ........................................................ (Table 9) ....................................... 2 ft 11 in. <- 11' ✓ Sill Plate Spans ........................................................ (fable 9) ....................................... 2 ft 11 in.:5 11' ✓ Full Height Studs no. of studs able 9..............................................................2 ✓ Non -Load BearingWall Openings record largest opening but check all openings for com compliance to Table 9 ( 9 p 9p ) Header Spans............................................................. (Table 9) ......................................... 4 ft 3 in.:5 12' ✓ Sill Plate Spans.... .. ......................................... (Table 9) .................................. _ ft in. e- 12" ✓ Full Height Studs (no. of studs) .................................... (Table 9) ........................................................3 ✓ Exterior Wall Sheathing to Resist Uplift and Shear Simultaneously4 Minimum Building Dimension, W 24ft Nominal Height of Tallest Opening2 ..................... ........6 5 6'8" ✓ Sheathing Type.............................................. (note 4) ........................................... 7/16" ZIP Sys ✓ Edge Nail Spacing ......................................... (Table 10 or note 4 if less) ............................. 6 in. ✓ Field Nail Spacing ....... .................................. (Table 10) .................................................... 12 in. ✓ Shear Connection (no. of 16d common nails) (Table 10) ........................................................ 3/ft ✓ Percent Full -Height Sheathing .................... (Table 10) ...................................................... 46% ✓ ° .... ... 5.1 ROOFS Roof framing member spans checked? ....................... (For Rafters use AWC Span Tool, see BBRS Website) ✓ Roof Overhang ................................................... (Figure 19) ................. 2 ft:5 smaller of 2' or U3 ✓ Truss or Rafter Connections at Loadbearing Walls Proprietary Connectors Uplift................................................ (Table 12) ............................................ U= 269 pif ✓ Lateral ............................................. (Table 12) ............................................ L= 176p1f ✓ Shear ............................................... (Table 12) ................................ = 77 plf ✓ Ridge Strap Connections, if collar ties not used per page 21... (Table 13) ............................... T= 353 plf J Gable Rabe nac1lvoker Figure 20' _ t < smaller of :2, Rr 1 12 w0ft ................ ............................. (Table 14) ................ 1 ........................... 1-1- Ih. Lateral (na of 6E1MMOn nails)—(.Table 14)11- .................... Ib Roof Sheathing Type ................................................... (per 780 CMR Chapters 58 and 59) ...... J ..... ZIP System Roof Sheathing Thickness......................................................................................... 1/2 in. z 7/16" WSP ✓ Roof Sheathing Fastening ............................................ (Table 2) .................................. 6in edge/ 6in field ✓ Notes: 1. This checklist shall be met in its entirety, excluding the specific exception noted in 2, to comply with the requirements of 780 CMR 5301.2.1.1 Item 1. If the checklist is met in its entirety then the following metal straps and hold downs are not required per the WFCM 110 mph Guide: a. Steel Straps per Figure 5 b. 20 Gage Straps per Figure 11 c. Uplift Straps per Figure 14 d. All Straps per Figure 17 e. Comer Stud Hold Downs per Figure 18a and Figure 18b 2. Exception: Opening heights of up to 8 ft. shall be permitted when 5% is added to the percent full -height sheathing requirements shown in Tables 10 and 11. 3. The bottom sill plate in exterior walls shall be a minimum 2 in. nominal thickness pressure treated #2 -grade. 4. a. From Tables 10 and 11 and location of wall sheathing and Building Aspect Ratio, determine Percent Full -Height Sheathing and Nail Spacing requirements b. Wood Structural Panels shall be minimum thickness of 7/16" and be installed as follows: i. Panels shall be installed with strength axis parallel to studs. ii. All horizontal joints shall occur over and be nailed to framing. iii. On single story construction, panels shall be attached to bottom plates and top member of the double top plate. iv. On two story construction, upper panels shall be attached to the top member of the upper double top plate and to band joist at bottom of panel. Upper attachment of lower panel shall be made to band joist and lower attachment made to lowest plate at first floor framing. v. Horizontal nail spacing at double top plates, band joists, and girders shall be a double row of 8dstaggered at 3 inches on center per figures below: Vertical and Horizontal Nailing for Panel Attachment -. -VVHM THIS EDGE RESTS ON Nominal Height of Tallest Opening2.......................................... FiiAMING USE ad NAILS 5 6'8" .1Sheathing �1 (note 4) ........................................... 7/16" ZIP Sys ✓ Edge Nail Spacing ....................... able 11 or note 4 if less ............................. i•I ✓ Field Nail Spacing ............. (Table 11) ......... 12 in. J Shear Connection (no. of 16d common nails) (Table 11) .......................... 3 /ft I/Percent Full -Height Sheathing ....................... i ° " 4 0 Wall Cladding Ratedfor Wind Speed? .........!..................................................................................... ........................ ✓ p 11 1,1 + ` ms o I: -JA — SIA- of UOiPW SEDGE NA.RSPAC"G `--- I - PFK€_ See Delail on Next Fuge Vertical and Horizontal Nailing for Paneil Attachment Maximum Building Dimension, L 16ft Nominal Height of Tallest Opening2.......................................... .......................6'7" 5 6'8" .1Sheathing Type .............................................. (note 4) ........................................... 7/16" ZIP Sys ✓ Edge Nail Spacing ....................... able 11 or note 4 if less ............................. 6 in. ✓ Field Nail Spacing ............. (Table 11) ......... 12 in. J Shear Connection (no. of 16d common nails) (Table 11) .......................... 3 /ft I/Percent Full -Height Sheathing ....................... (Table 11) ° 0 Wall Cladding Ratedfor Wind Speed? .........!..................................................................................... ........................ ✓ a ! + i a� i ! i m i IL FRMAING ME7.RWns ! ' ! - STAGCAME-D 3" ?IAFL PA17F37N PANEL PA% LEDGE DOUELENAILWGGESPAMGwr;AL Detail Vertical and Horizontal Nailing for Panel Attachment Fernald Building wo INDEPENDENCE DRIVE, HYANNIS, MA 026o1 MA CSL #111448 MA HIC #186824 Amy Hanlon & Julie OBrien 21 Vineyard 55 South Yarmouth, MA 02664 Hanlon / O'Brien Residence Bedroom Acid!tion Project 21 Vlrwyard 5t South Yarmouth, MA AET WML 110 MPH Wind Checklist P2 DATE zeTsan Jurr1319 5cuEArK, 15: AS SHOWN