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HOMELAND SECURIT Y Do not allow any reviews of files on public OR government buildings unless the agent requesting the files has a letter from the governing official authorizing that . review. f PROJECT , NAME: �L ADDRESS: 'J PERMIT# / �S PERMIT DATE: 7ZI 7/0, M/P• C D LARGE ROLLED PLANS ARE IN: BOX J� SLOT Data entered in MAPS program on: BY: q/wpfiles/archive FROM MHDVBRRNS FERRY F.D. J PHONE NO. v 5O8 771 4066 _ May. 30 1997 12:33PM P2 Woods Hole, Martha's Vineyard and Nantucket Steamship Authority / AQTNOAtYtMEM$CRS g:^4ARCE.wyr40RYSOARO CENERALMANAUt S GK05SM,aN maniw' C.AWRPIJY ARwsnhry 11gERlp dlJLi�W�i��_(_r►�iL!_d/,/ �e�nlsstkct Member.Chairman nbafw's Vineyard ' ?RfASURff/Cd45iTR+?LLER nJNA G H.kAPPaP<>N 1 NR�2MAN F,Ei AC.M t JAYNE C.L1MSpN I�arthn,,VmVft,d Ma bm,'vim CP.,Jirmar+ Nantucket PAVE R,REIal:KCR $.WIC ASENDOXF F mvyth Member,Secrerary rairttelth i GtNCkAtCOuts l Riy9ERT L.OWN STERN M.SPARS eam,wbip MAMb#r,Aiw6al•S,cre,ry May 30. 1997 .W.Bernard Mccourt District Rghway Director Mass,Highway Department 1.000 county Street Taunton,MA 02790 i Res Contract No.%130 Hyannis:Furry Terminal Reconstruction i Timber File Driving i .Dear Mr,McCourt, When AGM'Maxine Contractors started driving timbw piles at the Hya3is tertaainal significant cracks developed in the soils adjacent to the bulkhead in the v r1c area. Our consultants at Barth Tech and Childs Engineering advice)As that this crac ing and settling of the soils is caused by*,c pile driver being.placed on the land at the sheet teel bulkhead. We request that you instruct the contractor to irraniediateiy teas®driving Wes from the land side and to drive all of the timber piles from a barge, sin c> ly �' ► ; i Nvewey J. Ewen Special Projects Manager ec: AGM Marine Contractors, Inc, Childs'Engineering,Inc . i s I t P.r).Re►v 2R4'Wrlelde Hhlr. MAttit-b+.ssfet WAX% iSnAl FA1 IVIR6 KdA.Adin 6 /�2 t i The Town of Barnstable • sexxsrnsie, • ' AM ,0 Department of Health, Safety and Environmental Services Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph Crossen Fax: 508-790-6230 Building Commissioner MEMORANDUM TO: Bill Reich The Steamship Authority Hyannis Ferry Terminal Construction Field Office FAX 508-778-6355 FROM: Ralph Crossen SUBJECT: HP Access at Hyannis Building 1. 521 CMR section 25.1 requires all entrances be accessible. Earth Tech quotes the federal rule which is accurate; however, 521 CMR is stricter and therefore prevails. g960624a i Letter ®f Transinittal The Steamship Authority rtia� e lyaleeRe� 9 G6 a �' a Ge Ieeleeal r.. 9Ael to �. 4,kI4.Aee a e�e�.e Uee14.�-G Phone: (508) 771 -4544 I Fax: (5081 778-5355 elm From: i Date: i The following is transmitted via: ( hand delivery O Mail O Overnight delivery ( ) Other For: O your useA as requested O approval ( } review and comment O distribution O revision and resubmittal O other Item No. of pages Date �i Cdo�� o Rk o-,N PL. �np rV& 210 A 3 L ®6 ArssoC, S 6 9 6 i Comments: t 04l'o1 96 MON 12,30 FAX 508 371 2468 EARTH TECH 0002, r �+-, ;;y 2•�i/ti (14. r I,o Plae,Pn Wa I. 41 .� 31 o ,,.5 p r SFr P• � � - - � - . c 12: 14 cq NK r PEDEIS,iTR1AN I" 04%01/96 ➢ON 12:31 FAX 508 371 2468 EARTH TECH C�003 PUBLIC PIS i v - I MIT 04./01/96 Mf_N 12:31 FAX 5o8 371 2468 EARTH TE(-H Z004 WPM A09=eATE6 PROJ�CT, SteWsship Authority. 196 AVE. BORING NUMBER 8-1 Ferry TerminaL Reconstruction CONCORD, , FiA Hlyal`�1i3, KA OF_, _ __� - DATE 9 5 FILE 6071-401 BORING COMPANY hinet est Rorihn, Inc. BARING LOCATION B�twe Rea QaJrant --Seawa t FOREMAN Fed Shiner �- GROUND ELBVaTIOPt'_ HMM GEOLOGIST it i is Chad ne "- y_ DATE STARTEb 9 B9 9 DATE ENDED 9Z 93 � CASING ' SIZE NSA i4.25,, TYPE _ SS OTHER: GROUNDWATER READINGS HAMFALL HAMMER 140# _� - DATE DEPTH CASING STABILIZATION TIME — FALL 30�'- j�q/8/93 g NSA Initial Reading SAMPLE STRATA. CHANGE FIELD TESTING EPUIPMENT OR NO. Rk4 DEPTH BLOW $AMPV DESCRIPTION AND GENERAL HNLI WELL INSTALLED _ DESCRIPTION NA S-1 611 0.5-2 25- S,%Mpter struck C-Obb a-no deiisity 41e Asphalt yestimate,. b•rcwn coarse to fine SAND, trace silt, Tois1: S-2 2411 2-4 . 2-6- Medium dens? brown t0 bLmck fine SAND, '-me tinegrave),cLittleoarse ta FILL 10-10 silt, 00063i.3nal cimlers S-3 15'i 4.6 5 9-7- Median dens? brown nldw— to fine 1 SAND, trace tsi lt, wet i ham; 10-10 S-4 181, ! 6-8 �8-6-8=8 MediLn da nso. tt< browr ccierse to fine SAPID, trace 'yin% grave;, Wer 7-8-6-6 Modium dens,, light brown cc-ot6,j to fi" NATURAL SAND SAND, trace mine grev5t S-6 fa'� ' I0-12 6-3-4-4 Loose coarso :0 sine SAND, some coarse to fine gravet, vrac,e silt �1 S-7 24" ! 15-17 '3-6'8-11 M dit dense eoa-;ce to fine S.'ikD, trees Gilt d i t f� S-8 6411 c'Zi-Z2 a-s�- f Mrdim dense reddish-brown rwi diun to f' I SAND ! ne Lenses of �Tir�a Sand, trace ,fill s SANDS finti_ I into borjr,0 afver saM PiL retrieval QPORT[ONS USED PENETRATION REcicc 'N ACE 15'7p 1!' 140 LB ki'1 FALLING 30''6 ON 1 T-. SAMPLER -4dEL CCJ STP,CirTItJN LE i L+ — _ TTLE 10 TO 20% -�O'.ESIOrtc S_DENSITY ,QQ C z;:° [T7 "-` 20 To W,1VE CO!VS��r- STEM„Y W "' D 35 To E 0'� VEYtY SOFT 35% 0-4 VERY LOOSE 4N.ReTE RENTONIT4., agn5�d GROur 5_% 5-9 LOOSE 3-4 S011T EE 10-29 MED. DENSE S 5 rIBTIFF , . 30.49 DENSE 9-1> 51'.FF "aIL.CA �:;`; t Y;,., ;;:.<:;:: NATURAL r�ri BEDROCK ���e s��r�r 504 VERY DENSE 15-iG V STiFF SAYrD HACKFILL 31+ HARD 04%01i 16 4UN 12:72 FAX 08 371 2468 EARTH TE(.H n()S HMM ASSOCIATES PRO.ile�Tz. Steamship Authority 19 AVE. BORIIdO WUMBER _,B-1 CONCORD, ru► Ferry Temfn€t Reconstruction $MEET CSNcoRo HyanniS, MA DATE 2/5/93 FILE 6,Q-771-401 _ SAMPLE STRATA, CHANGE FIELD TESTIN IE�^FIEG ECIEIPME�{T OR — :% PLE O'..SCRIPTIoN a1ElD GENERAL F NO. REC. DEPTH SLOWS i WELL INSTALLED DESCRIPTION NA S-9 24" 125.27 14-6- MWi+an defis;0 light bromm ^„oarst 'Ca Fir1e MDturai SAND SAND, t ras'e+ s i l t 11-18 _ IIII i 04 4+ SAND �lpw into hose could nt,t keep he-!,d on bor•;rg L - i 11Q+ i 1 -74- IPR TIONS USED R ETRAT! RESIoTa. r unr• rRACE 0 TO 1�391 140 L8 WT FALLING 30"ON a++ O.D. SAAPLcR _ LITTLE 10 TO 20% � �i�l SS N$I F w a 51Sr'�+�;Y e 4.. .�..,9 .�._.�..,.�. CONCRETE I}gig $E TQ4�I E tl�e 4�� gRCL�T SOME 2A TO 50% 5-fie VERY 1�35e 0-c 1liER'1 SOFT AND 35 TO 54% S-9 LOOSE 3-1 !;OFT 1R-29 MED. DENSE 5-E M/STIFF SILICA "< NATURAL DEDRO^k •{ + I 1 30-49 DENSE 9.15 STIFF SAND SACKFILL --�--J 5D* VERY DENSE ' 15-30 V-STIFF 31• HARD i 04/"01/913 NON 12:32 FAX 508 371 2468 EARTH TECH am ECT: R t eamh i p HMM ASSOCIA TES authority BORING NUMBER 106 "KER AVR- Teemle, t RcronaU-U(;t!Qf1 MEET I OF CONCORD, MA Hyannis, MA DATE 218193 - 4 - .- . BORING COMPANY FILE 6071 461 FOREMAk Test Borilng,.-T.-ric` BORING' UXAT'0114 ...&IpLg2rnep 2f Restamm—t HM14 GEOLOGIST Shiner GROUND FLFVAT—W DATE START I ED --jzafs�a DATE ENDEv 'OR ING T3 FORE A mmm GEOLOGIST LOGI-T- 2-L91 CASING SAMPLER _ 5�: - GROUNDWATER READINGS SIZE_I_-15:..,S� 4!25 TYPE SE .® OTH DATE HAMMER ER- 15-!'049f 4W DEPTH CASING STARIUZA[ION TIME HAMMER HAMMER 300 Lb FALL FALL 30" ma.7r*r 241, drip! ' 9/8/93 In' HSA Initi&'L Peading 9i9/93 84 CASING 6 Hour SAMPLE STRATA, CHANGE I FIELD TESTING T�Q j ,ElqT OR _70EPTH I `AMPLE DESCR!PTION ANO GENERAL HNU I WEIL 14STAILED NO). 17REC- BLOUS PtIr D A�ESC R I NA S=1 1 1411 1-3 Dense, kigit brmn caarse to flile sA�LD, Little -n� gravet, trece -tit; 'JI fill S-2 1 5-7' 13-4-5-6 Loose, ii5l;i, br4oln coarse to fine SAND; L-11te firw yraael, trace silt, dl.y Nalcurat SAND E-3 121, i 10.12, very tio'ose, Nsht brown coarse to i;jj- $AND, traci. "pine !Drawf-"k, pt-1, S 4 2411 15-1-7, 9-9- Med i un dames. med I kjal to f i SANDi trace siLt, tiet 13-51 ii 201 -- S-5 1 1310 20-22, 3 Med'uq deme, i7w.Jium to f Zr5ce Si it! color strita:,:.,pcc-r dark brown, Middio light1 it I ower telM�sk' bmvin, wet ROPORTIONS USED WELL fCONAbTPucTirjw LEGEND RACE 0 10 1 140 L3 WT FALLING 3011 ON P' U� ; SAMPLeR ct� flITLE 10 TO 20% f-'PLAE--! E 1E I/E R S aD-Lcr N 5: SOME 20 TO 35% Y SOFT ND 0-4 VERY C66S 0 :n 35 TO 50% 5-9 LOOSE 3-4 SOFT 10-29 MED. DENSE -4/ST'FF r 7 r 30-49 :LILT NATURAL DENSE 9-15 STIFF SAND SACL.FILL 504 VERY DENSE 1�-30 V-STIFF 311, HARD 310-N 12:33 FAX 5(13 .171 2.46s EART14. TECH 007 4CT: Steamshiput Ault or'itl-y HMN.ASSOCIATES BUDzu Nunn 196 BAXCR A-V9. Ftrry TerzJ-t 1�ecorstrwtlon SHEET CF 2 CONCORD, NA HVanniS, KA SAMPLE AND GENERAL NNU WELL IWALLED REC.- --.I DESCRIPTION WA IW--- SlAwu Desukipy';0N STRAtA. CHANGE FIELD TESTINQ i S-6 I i 931-271 i i6-30- Very densa), rw.Ws, brown, meu'lun to no SAND, rraoc SiLt' 5�7 401i bruvri, g*cjji-n,- t� fine r--------r— SAND, t,,,,!R litt; rtay IMa. Ll 23-26 fteP ON -)l SeurnpLs_ I I � ' j i34 a � .._.__�_.,t�..-� � i I 4.1 me-diu! ct,—vse tn f Ine SAND, trak;oe fire 5risY6, sikt, &-nd II I CLOY, wet 4.1 to-420 dV,�a, cours.'t t!� fln,, s;.b.Nlc, trAce sil'! .;r4 C(ay' ono 1is ztvle SaWe (PlioAee, smooth) 45, 4/.71 NO sait in one P atone in S-10 W; samter; 4ranive, raisvdNd c.111 oo- rc�kzk iI . L'ed(L.91 dw iiq ftu Tec"V*r'�: wash appeared t W ;W!e'Vo6dy uvdiLn � ! I ► I I KNE AJ MACA TRACE 0 Ty' IVRF 4-0 1-8 WT FALLING 33" 01 2" j�.D. S,00(PUR ILA—lv,e — U� c 'TETF BEW TOM I TC VERRY LSEVERY swif AND 35 TO 50% C�6 LOOSE 3,4 SOFT 10 -29 MED� DENSE 5.8 K/ST i FF S 11.1 CA 9ATURAL 30-49 i DENSE 9�1'5 STIFF' I BACKFILL LI-El_--_�-ldl 50+ VERY DENSE 'f"30 V-STIFF 31+ HARD 014;01 i06) WN 12'33 FAX 508 3371 2468 EARTH TECH f 100§ HMM ASSOCIATES PROj:_CT: Steamhip Aq•tlh 0 r i t y BORING 4UM66R 3"C�T _6 BAKER AVE. r I i CONCORD, HA Hydim-lis, MA DATE__ 9/9193 FILE K0�7_ BORING COmp NY A __j_h1hqr Test jorui&, r Fem-e!�Sa FOREMAN Fred Shirer pop, _r; LOC CROLIND ELEVATION HM4 G9OLCGIST__jLirSjnia Chadbourn DATE START 9 3 7 CASING SAMP4ER SIZE NSA yypF GROUNDWATER READINGS SS OTHER DATE DEPTH CASING STABILIZATION TIME HAMMER HAMMER 140# FALL 91s)/9-k 141 FALL NSA Initiat Reading SAMPLE S FIELD TESTING - E-QUI TRATA, CNAN�E F, PHENT OR !,AMPLE DESCRIP!ioh AND GENERAL HNU 'WFLi INSTALLED NO. REC. DEPTH i BLOWS 1_21i DESCRIPTION NA - S-1 1-31 13-5-7-5 Medun derso, Light gown fiiie SAND, Fill with root qvit*,er, trace fin® gr_A4�j and silt, civy S-Z 1 14,, 5=7' Medi'Xi, derl�t, Fight brown fine SAND, FiLt vi Sfttl aMOLMt Of N)Ot qlatter, tPaCe fine graveL and silt, dry concrete. encountered at about So. probably steb floor of form-er ',iesmenr -3 1 121, 10-12, 7-7-5-5 I MediLa dem; , tight hrowi) to f i no Naturgi, SA4D SAND, tract sil,r, damp 151 S-4 1201, 75-17, 1-67 i Medium dent ,:, 'light brttm, mediLe^ ro fine SAND, rracp� s-:"kt, wi-_t,- J/Z,, layer 12-20 of bl,sck, SA14) At kte,%ut 16'51, no rxior 241, 10-221 4-6- meicium deme, Light [sfobjq SANDupper --- half widiu M l to fine, lower h" , fine; 14-15 trace silt, .At 1PROPORTI0N, USED PENEIRATION RE!!'JANCE iff_LL_92N�LON LEGEND TRACE 0 TO 110% 140 LB WT��FALLING—,3011 O.D. SAMPLER ILITTLE 10 TO 20% COHERLOLESS E—Y CONCR DENSIT ETE SENTON17E GROU; SOME 20 TO 35X VERY LOOSE VERY SOFT F-__1 AND 35-TO r-9 I LOOSE SOFT 10-29 MED. DENSE =ii MISTIFF SILfcI A 4ATUW 30-49 SEOPOCK DENSE '5 . STIFF SAND S'A'CKFILL 50+ VERY DENSE 16-30 V-STIFF 114- HARD 0 01,,96 MON 12: 34 FkX 5(18 371 2468 EARTH TECH ooq H►oM ASSL1f-IATES P4i"ECTc AUZhority BORING NUMOCR 5-3 196 BAKER AvE. Ferry ,Termi,)At Reconstruction SHEET_ 2OF 2 o 4-,grr.r� NA ( - — CGt.CP�RD RtA ' ' 1tiDAiF 9f9f93 FILE 607I-401 SAMPLE STiAT'A7 CHANGE IIELL tESTING LculPNE41 OR _ __ _ SAMPLE DESCRIP'iI0N AND GENERAL HNIJ NO. REC.I DEPTm BLOWS DESCRIPTIONNA WELL INSTALLED S-6 i 18" 25-27- 3-7• Medho doj:te, l;Sht I'aP9wd.., moim to�Y -- I — fine SANI', -rare, Site, wet 30, 35 45' ' PROPORT E tl5Eb PE ATICIN RI SHA Y uY—^ � sWiN4 CONST1UE IOIa,.'£,P �`— TRACE 0 TO 10% Ton LO WT FALLING 30-1 tP?I Z" O.P, SAMPLER ' LITTLE TO TO 20% MESS 0 SdTY" V NSlST 4%'t f9EN(CfiTE "JnL__ u0LM7 SOME 20 TO 35% .00 4 VERY LOOSE OOSE� l•Z VE�F7� CONCRETE E AND 35 TU 50% 5.9 LOOSE :i 4 SOFT eO-29 MRED. DENSE :i•8 N/STIFF Sr+ r, ` ' F ---�1 I.A 4ATURAL' SED�DCK +.��.�.� 30-L9 DENSE 9.15 STIFF ' eAMD . 50a VERY DENSE, W1 v-STIFF SACKF.LL M .i'* HARD 04i01/96 MON 12:34 FAX 508 371 2468 EARTH TECH 010 r HMM,:ASSOCIATES PpO;f::T•. Steareshi :4i t tiCr i t 146 BAKER Ave. Ferry T trillInal, Re Y BORING NUMBER CONCORD, !4A .. s`ri:v%I- I SHEETi OF-2 ..m. ' Hyannis, yA ---- DATE__V_9193 FILE 6D71-4U1 �_1 aORtNG COMPANY shiner Test Spapring, IncZ' _- jORING ,6C_-r, Fred Shiner _ p 'hii y; Farr ipadin� Area FOREMAN F �� GR�uD E fvi.Tiu�a HN>i GEerLirGlfiT V' inie Chadbourne IAA; ^_� ,R -- -- � in SYaa - CASJNG ,SAMPLER _._ --------- _ _ SIZE M GROUNDWATER READINGS -- IA TYPE _--5� —® OTHER! D&TE DEPTH CASING STAfit?:tAFIGN "E�i" HAMMER HAMMER. 14Ci# - � LSA EFALL9.54 Iraatsat rs3adlns - SAMPLE STRATA- CHARGE I FIELD TESTIRG EQUIPMENT OR � - _T :AMPI_F DESCRIPTION AND GENERAL HNU a€Lt. iItSTALLEs1 NQ. ! REC.j DEPTH I SL04:S I DESCRIPTION NA S-1 1D°".� .1-3' 9-13- Medim deny€, COW;- tc fi7fr SAND, all Pmvef nt s a-—•— d ,�ravz.I, trace� silt, dry I 11a-13 . SAND i S-2 20 ; 5-74 4-7-8-11 Medical dGrill, light bit,wn, 1um CC I finis S'A4o, 'trace, si'•.t dr4 'fine gravel 3 10 " I c-3 141; 10-12° , 1-3- Medium den':"-, ��diUN to f1Me QAN�J, I I I trace silt flod fine grave{• 12-14 6" brownish- ,ed; 2,, atx;ye, wlaok (no odor); Light brown to ta;a, wet ff 1 15" S-4 j 1011 15-17. 5-9-8-9 Med€um der E:, ii;ht brow;' f4%te SAND, I trace silt, uet , 20, S-5 2411 20-227 6-9- Mevit." denser ii!;ht Lrpwn, arlc-3i'am ro I { f---- fine .SAND, trace i;Lt, wet I a _ �r... PROPORTIONS 9EED PENETRATION R" I'TARCE -`— WEL' CBNSTRUCTIQN Q D TRACE 0 TO 10% . 740 i8 T FALLING 310" ON .E" 4 0. SAMPLER _ LITTLE '10 TO 20 C ,ESIOt� S; OEHSITY �-'`'.E IVE Ci}kSI3t T- `ONCREfiE -^_I SEiJTOHITg some 20 T4 35% 0-4 VERY 400Si 0 'c i'ERY• n7mV ee a�s� GSL�IT AND 35 TO 50% 5-9 LOOSE 3.4 $OFT SOFT { 10-29 MED. DENSE 5 ;? MM IFF ' SILICA NATURAL 30'-49 DENSE 9.15 STIFF ri i- —� P FI I• .`• Ir SAk. BA��� "LL 50+ VERY DENSE 15.30 V-STIFF - '3 1► HARD " �� 04,'0 ,"96 'MOM 12:3] FAX 08 311 2468 EARTH TECH ' HMM ASSOCIATES PROJECT: Steum!Jsip Autho;•aty • - - - SOi-IWO NUMBER 6-4 I 196 SAKER.AvUIE Farm, ••errinal Reconstrudtiom SHEET �s ®_ lowcul" IRA' Hyplx i tc• Ulf .s®.....® -- DATE 9/9/93 f I LE�Q71-401 SAMPLE SAMPLE DE"SCRIP"d�dl NO-1 VI€S_ iDEPT4 ii E GENERAL �F1ELD TESTINi EQUIPMENT DESCRIPTION HNU OR OVA WELL IH5TALLEq sS-6 O0/ �25-Z7- - u j )f, t ty cJuD to Fang action, while freeing szl:r from i i 30, I I , 3S, s 40; I M 45- J { � I 41 0 4 1 9,6 MON 1-9:-3 6 F--kX 508 371 2468 EARTH TECH HMM.AS$OCIATES 7_pRoI1'_GT: SteAnhip Authurit 196 SAKER AVE. y 'L BOR NG NU14BER 9-5 Farpy T&rrnj,,.t SHEET_ I of CONCORD, RA HY&Mis, MA DATE 2113Z43 F ILE 021-401 BORING COMPANY Shfrter.Test Boring, ne. FOREMAN Ered Shiner SMING LOCATION. See ar JiMM GEOLOGI$T I. GROUND ELEVATION DATE STARTED 9113/93 DATE ENDED gt,131 3 SAMPLER TYPE Ss OTHER, GROUNDWATER READINGS HAMMER DATE DEPTH CASING STABIL17-ATIOW Time ------------ HAMMERLkQk_ - FALL,,� FALL_ AQ" 10.01 initial Reading 'SAMPLE STRATA. CHANGE I FIELD TESTING EQUIPMENT OR DAmPLE bESCRiPTIGs AND GENERAL i HNU WELL INSTA1.40i REC. DEPTH BLOW$ DESCRIPTION NA AsphAtt 0.31 Asphatt S."I 8" 1.31 5-5 MediLn wp. fine SAND, !;mw- finc- Srgvt t, trace Silt Very Loose, s&m as s--1 FILL 2-1 -:7 9,0' _- _ ._ -- l ' 110, S-3 2211 I 10 Loose, bro.,or coarse to tit),,' SA14'D' trace silt 6-8 S-4 15-17, 3-7 M@diLn deni,?, bpown coarse tO 'Fin u SAND, GLACIAL - Littie'fin) payet, trace silt OUTWASH 15:19 S-5 241, 20-22, 4-9 Dense, brol,ni (terse to fine SUD trace silt -Bottom of lwehoLe at 22.01 PROPORTIONS ugp TRACE 0 TO 10% PENETRATION REI,I!iTANL- WELL CONSTg LITTLE 10 TO 20%*.. 140 LB WT FALLING 30u 01, 11-10.D. SA-14PLER I r y CONCRETE SENTONITF* DENSITY L S� TO-35% S"!RY L �u , toL I SOME 0-4 OOSE VERY SOFT AND 35-TO 501X 5-9 LOOSE SOFT EE 10-29 MED, DENSE -8 M/ST*rFF SILICA NATURAL EE BED-ROCK 30-49 DENSE V-15 ST I j;,F- SAND UACKFILL 50+ VERY DENSE 16-30 V-STIFF HARD A q 04/01%96 MUN 12:36 FAX 508 371 2468 EARTH TECH 013 HMk•jtSSOCIATES - � PROJECT: Staafflghip Aut'hcrity 90QIW9 NUMMER 0-6 196 BAKER AVE, Ferny 7brsitinia: Reconstruction SHEET 1• CONCORD IRA GE_ 2_— -- ` Hyannis, PEA DATE- 4/13193 FILe 6071-401 ------ BORING camPANY_Shiner Tact�grin�,, 'Inr. __ SORi�r i_viATIOH - ee Pt®n � FOREMAN Fred S.1ner — - SOR10b kLEVATION_ N°1M GEOLOGIST— Jim 0?r don—-� � DATE STARTED 9113LU DATE ENDED 9 13 q3 CASING SAMPLER GROUNDWATER READINGS HAMMER AMME HSA TYPE ,�55 _ OTHER:- 1 DATE DEPTH- CASING 5TAGILIZATION TIME. HAMMER 140# _ FALL _ FALL 30" -�_.�s. 9/13/93 6.7-' initial R ____� J - ----• eading SAMPLE STRATA. CHANGE FIELD TESTING EQUIPMENT OR aAMPLE DESCRIPTION AND GENERAL HNIJ WELL INSTALLED N0. REC. DEPTH HL01?S r DESCRIPTION NA ��-��-�---� Asphatt�_.� 0.2' y— Asphalt S-1 21" 1-31 113-33 Very dense, dark brown to biao�.00arSe to fine S ,AR;, tr&ce ffoe gra'Vei find Sitt, FILL i 28.22 with cindorz, and brick O)ips 4.81 f 5' S-2 131, 5-7' P 1-3 Loose, LiOt.: brawn i tq flee SAND, "" I± trace sill _L 3-3 S-3. 1 1E1°• -10-124 1-1 Very logs€, tan co2rse SAND, trace fins ;Irav,,l and sit: GLACIAL 1.4. OUTWASH I +� $-4 24,, I 15-17, 3-4 t Medium derli' tear, menl;un to fine SANK, f -�1_,�— trace silt 8-4 • I s 20' I . S-5 241, 20-22, 2-5 3 Sam as S-� 12-26 - Running sa*p: at 2311,-wdsh&-d out aub'eI'•s � I with roller bit . I PROPORTIONS USED PENETRATION R EIISTAhCE kl�VL CONSTRUCTION LEGEND-�— - --_-� )TRACE 0 TO 10% 140 L9 WT FALLING 3041 0'j -"' LITTLE 10 TO 20X C ?'�C D. SAMPtEk ON S ONLESS DENSI'Y �!]N€SAVE (11$ISTEjC�" Gt7NCPETE =T"T" SENTONITE =�es�c GROUP SOME 20 TO 35 0-4 VERY LOOSE ) 2 VERY SOFT AND 35 TO 50% 5-9 LOOSE . SOFT - 10-29 .MaD. DENSE i TI rF SILICA NATURAL BEDROCK I. 30-44 - DENSE ':i�• 5 STIFF SAND @ACKFILL 5D¢ VERY DENSE 6.30 V-STIFP I1 f HARD e .•�,;.-.,,,..yam,... dw .w. . 0 4,,"0 1,,9 6 31ON 12:37 F�X 508 371 2468 E.kRTH TECH Z10 14 MMN ASSXIATFS PPOJECT: Steam0ip Authoriry BORING NUMBER 186 BAKER AYCNUC, F6rry rtrminat Reconstruction, $MEET _Z_ ur^1 2 CONCORD KA Hyarink, MA DATE 9113123 FILE 6071-40-1 SAMPLE-, SAMPLE Dr SCP!PT'Oh I GENERAL REC DEPTH SLAWS IFTE0 TESTING EQUIPMENT OR DESCRIPTI HNU OR OVA WELL INSTALLIEtI) Yr ou 25=261 28 Dense brown, mmijur, to fine 4-7.AWD, trRc,- siir 100 Bottom of boreli-,;Le at 26.Ot Note: SAND bLobjing in as SS bean driven 3o, 35, 401 454 0 4.,"0 1,/9 6 310NIN 12:3 7 FAX 5018 3111 2468 E--kRTH TECH 'Z o 15 HMM ASSOCIATES PRO,'ECT. :3tteaMthip Authority 3061141 NUMBER _&-_7 196 MAZER Aygn Ile-rry ler(fiinfiL Reftonat.- ctiom SHEET I— 6F CONCORD, KA Hyannis, AA ------- DATE— 9113193 ---FILE 6G71 401 BORING CWPANY Shine tPn_rjng Inc. BORI14C LOCATION See.clan BORING E M A 9 Frgd Shiorr GROUND ELEVATIOW H.M?. r "MM.GEO L OG 1 S T--ji_P10 I ar i on DATE STARTED 9tl 43 DATE ENDED C�JNG SIZE NSA TYPE GROUNDWATER READINGS HAMMtR OTHER; DATE DEPTH CASING STAATLILATION 7 ME HAMMER 1400 1 FALi. FALL 301, 9113/93 8.7- 10.01 Initial Reading SAMPLE ................... STRATA. CHANGE FIELD TESTING EQUIPMENT OR !S&MPLE DESCRIPTION i WELL INSTALLED- NO. AND GENERAL HNU REC DEPTH 804 DESCRIPTION NA Asphalt 0.21 Aspha(t 7 De brojin coarse to fine SAND, trace i lmlesegrava!, " I silt, with cirw1Pr,,3 511 FILL S.2 .11! 5.71 Same as S 6-7 8.51 Very Lease, ',:dn ioarsa to $AND, trace silt. 2-2 GLACIAL 51 OIJTWASH S.-4 24-1 4-9 00".8, l;�I'Mn to rusty �+ j r!edjum to fine sard, trace fine gravel ar� silt 35-26 i running s,%rJ at '161, running up into auger while criv+!ng SS ! { 201 S-5 24" 20-22# Dense, brow ,* tT,cjjun to asroa SANC, trace silt 26-35 E 1 Bottom Qf-e.q-,Laration At 22.01 PENETRATION RVS��,rANCE STRUCTIQLlcGENa TRACE 0 110 10% 14-1 L5 � 0 FALLING 390 SAMPLER LITTLE 10 TO 20% CONESIO hLL_E_SEk _.PLNS IY Cj')jj-siv E >� T EN C CONCRETE rfT" DENTOWiTE GROUT _ SOME 20 TO 35% 0-4 VERY LOOSE O VERY SOFT L 4ND 35 TO 50% 5-9 LOOSE 3. i SOFT � --� 10-29 -MED4 DENSE 5 ", N/ST I IF F SILCA NATURAL BEDROCK .....11 30-49 1 DENSE 9 '15 STIFF SAND BACKFILL E7 50+ VERY DENSE I V-STIFF 3!1 HARD 04i01;96 ION' 12,38 FAX 508 .1 i 1 2468 EARTH TECH z 016 HM'M ASSOCIATES PROJECT; Sreams"si,e A tacrity BORING NUMBER 8•a - _~� ---�—_ 193'SAKER AVE. Ferry Terminal Reconstruction SHFIF 1 vF 2 CONCCRD, MA . Hyannis, MA- DATE—9/14/93 FItE b071-4p1 BORING COMPANY Shiner Tese Boring. Inc SOR�Nu LOCATION 5e? Plan FOREMAN Fred Shiner, „- - GROUWL,ELEVATION - r!MM GEOLOGIST ,1 i m O'g r i en DATE STARTED '?�1& 9S — _""- �. ... _ / DATE ENDED 4'1 93 CASING SAMPLER GROUNDWATER REAbiNGS SIZE_ H�J _ .TYPE �_SS OTHER: DATE., DEPTH CASING STABIt12ATIuN TIFtiE HAMMER 3p0# HAMMER 140# E--- -- FALL 24" FALL 3091, 9/14193 8.0' 10.0' Initial Reading SAMPLE_. .,..,..__._ ,.,..a.,... ,..�._.. .____—..._.w...._.w_..._.—...— ._._..,..d......�_ —.—..,..,•, ' STRATA. CHANCE FIELD TESTING EQUIPMENT OR- 3AMPLE DESCRIPTION ANO GENERAL HNU WELL INSTALLED NO. REC. OEPTH Bows DESCRIPTION NA iAsphalt 0.2' Asphalt S-1 1511 1-3' 3-2 Loose, dal')' hrOwM Coarse ko fine SAND,__ little'co:ir:ye to fine gravel, ~race silt FILL I 3-2 4.51 S _ S-2 T�" 5-71� 6-7 MediuA der'S,f!, ;iei kowish broar, Cqa,-.fig to ' '._....__....w..._._ ` - 12-10 fide SAND, -:racy silt f ff 10, S-3 18" 10-12' 3-4 Loose, sans as :3.2 +I 5-7 f ` i - GLACIAL i OUTWASH I f 15' FS4 20" 15-17' 8-7 Medium derse!, same as S-2 20' . S-5 2" 20-22' $=12 Meditin densE, brown coarst; to fin« SAND, little course to fin# grsvpl, 13-17 trace silt I 1PROPORTIONS USED • • ?F,I TRATION RE'j[gjAkiCE WELL CONSTRUCTION LEGEND TRACE 0 TO 1pz 141 Lli Wt FALLING 3p" Ol 2" 0,D. SAMPLER E "'LITTLE- 10 TO 20% COHESIONLESS DENSITY r�2 VE,.ON, TENCY CONCRETE gam. SENTONITE,' a� CROUT�SO+�E Z0 TO35% 0-4 VERY LOOSE )-2 VERY—SOFT .._._ tJ I LAND 35 TO 50% 5.9 LOOSE -4 SOFT 10-29 MED. DENSE 3.8 MISTiFP SILICA NATURAL r mEDR©CR' +ail 30-49 DENSE -15 STIFF SAND BACkFIIL L J 50+ VERY DENSE 16-30 .V-STIFF J alf HARD R,r tz.,�. 04 01-96 3ON 12:38 F9T 508 371 2408 EARTH TECH �017 HMM ASSOCIATES (PROJECT; steam h p Authority BORING Hyannis, MA 196 BAKER AVENUE .Ferry l��Milal Rcoo;�struotic�n SHEEP 2 OF 2 cowcoRo MAHyannis, MA DATE_9%i4�93 FILE 6471-401 SAMPLE ...._.,_.. ..,�-___—.___._.•."•AM?.E DESCRIPTIa]k _�..�„,-.....r..`.. __GENERAL��FIELD o-TESTING� - LOl1IPMgNT OR NO. REC. DEPTH SLOWS ,DESCRIPTION HNU OR OVA WELL INSTALLED . s-6 121, 25-27, 14-23 Dense, rusty br6w fine SAND, trace-silt 26-24 . r . � 1 30, S-7 411 30-321 3-12 Medium dense, ru„ty brown eoarAA zo fire WD, trace silt 12-8 351 S-8 10" 35.37' 21=16 Dense, saff* as S-7 GLACIAL 19-26 38.0 IOUTWASH 404 S-9 1911 40-42' 4-5 MWium dense, 9r4y tA1,011 D to rive SAND, trace fine — gravel and silt 5-b 45, s-10 7" 45-47, 3-4 LOdse, gray nled!LM to fine SAND, trace sit't So' is-il 3" 50-521 i 9--8-- �! Medium dense, $1—gy f ne SAND, !itt s silt 7-10 I $oCtCs7 of bc'1'e:hgte at 72.03 _ ----� ----•-------.,...,..j._---- — -- I" I I k i 04%01.90 nVI 12:39 FAX .508 311 2468 EARTH TECH oi's HP4M ASSOCIATES ;xCI,IECT: Sseanship Authority i BCIG NUMBER 196 BAKER AVE, Ferry Tzrminst ReGonxtrurtion ROR19 9 - CONCORD, MA HYannis, MA �P---� DATE- CONCORD, FILE BORING bU71.401 COMPANY a�t7n�7 Test Erin• Ir7C _ _ BORINGLiS?ATICak Spa Sala- FOREMAN re shiner �' e QRt 1qO Eta„ - - NMM GEOLOGIST r--- vATI?� fim o er?e+� DATE STARTED ,9m5i � _ '0.".TE. NDED�CASING — GROUNDWATER READINGS SIZE RSA TYPE TYPE SSMPLER 07HE:i:� DATID 'DEPTH ..._ - f HA)JMFR_ liA alEN'YO# i CASbWG ST;s€IL1Z;.TiOFa TIME FALL FALL. 30�� e 5.0 Initial Reading SAMPLE --- - STRATA. GANG f — E I FIELD TESTING EQUIPMENT OR --� SAMPLE DESCRIPTION I ARID GENERAL HNU WE! IC(STkiLEa REC. DEPTH 8!Ow5 DESCRIPTION NA Asphalt 0.31 Asphalt _ S-1 121, 1-31 3-6 Medico d1 flse, dark brow„ mi di= o firms SAND* trac:a3 silt6-6 I S-2- 12-0 2-4 Medim de^:;Q, dark gray coaar e t_ fine FILL f SAND, sine qrAVett arA sift f b-8 110� - 9 ( S-3 I is" 10=1Z' ' 6-11 Medi;.m Qei e, rust, brcwr, jXdiL•n'to fine E-- -- , --1--- SAND, trace siit 13.21 GLACIAL q 15, OUTHASH { S-4 24" 15-1T+ I 4-9 M@dim dem;,e ! , trelwn C6aC3� to f i;1� SAND, — --1-- trace sit'i;i i:7t`i l I �r�es c,$ cUarse SANE? 10-zt 20, I S-5. 1 1:" 20-21- ' I I I ` G-o Moadiw dense, rusty brown med4u7; to fire � SAND, trace si L-t 6-11 II PR PnRfln an . t;SE0 PENETRATION_ _ RE. I57A�CF I. TRACE 0 .TO 1Lg7 140 L �—' WELL CQi:57RUCT?On LEGEND i S WT FALLING 30'° O;'i 2° CI,D, SAMPLER _ LITTLE 10 TO 20% 09HESIfINLESS OEPIStT! �I;HESt'ti G9A!et'YENS VCONCRETE � f SOME 20 TO 3.% 0-4 VERY LOOSE - VER _=rs i>� ! S£dTCIN1TE: i; GRt r . i s V@RT SOFT I-.�J AND 35 TO 50% 5.9 LOOSE i-4 SOFT 10-29 NED. DENSE 9 M/STIFF SILICA BATURAL *+v+ I 3D-49 - '? .DENSE •15 STIFF SAND ACXFtL1 REDROCK 50* VERY DENSE I6-30 V-STtFF HARD 04 0 1,1'9 6 310N 12:39 FAX 508 .371 2468 EARTH TECH 0 1 L9 HKK ASSOCIATES eaugillip ut,ority FROJECT: St SCRINQ kUKER@--9 196 BAKES AVENUE Farr- Terminal CONCORD AA Hy®N NA DATE_2/15/93 FILE_jbQ7 i SAMPLE SAMPLE DESCRIPTION No. REC. 1DEPTH.. SLOWS! GENgr(AL FIELD TESTIN' COUIPMENT OR DESCRIPTION WNU OR OVA t&LL INSTALLED IS-6 t 2411 i25-271 '10-19 Dense, rustY llr-)Wn lediuN V) firfe 3Akrl, trace sift GLACIAL OUTWASH Bottm of b)rehol.l at 27.01 . I I 351 401 451 04/01;96 MONI 12.40 FAX 508. 371 2468 EARTH TECH 020 HM14 ASSOCIATES PROJECT. ;tbamhip Authurlty BORING NUMBER 8-10 - -� 196 BAKER AVE. Ferry Terminal Reconstruction SHEET OF 1 ccurnRc� �u► �`- A DATE 5 —FILE g _401� •i Hyannis, MA BORING, COMPANY 5hlrser Test Baring, In' �`-- FOREMAN_ Precl Shiner ....__.. .. - WRING LOCATIUN HMM GEOLOGIST p'6r.ien -- _� _._T_ f�ROa.;Nf ELEVATION .— _ DATr TARTED Yl1S;93 � DATE cNEFE; 4/'S193A' -'SAMPLER SIZE GROUNDWATER READINGS .�.�.._._ N 4 TYPE SS �d� OTHER: DATE DEPTH CASING STABILIZATION TIME HAMMER HAMMER - _.i4G _ FALL FALL ` 3s0'�._ SAMPLE STkATA. CHANGE FIELD TEa71NC —r arc r EhII.P.�Id. OR --�--- -T-- ---�-�--- !' �iD G_r7r.RAt. HNU EOU >�F4PL€ DE5cRIpT1[3k3 _®' G'p E INSTALLED NO. RFC.i DEPTH BL4JwS 0E50RIPYION ! NA � - Asphalt D. ' Asphalt .. S-f i Sit 6-6 kedix der ,s ge—rn coarse toAND, tr#sce silt FILL a 80ttom of k,oi,eho!e at 2.00' 5' — Nate: Berdhola t� s bYsetl-rartJr ° unkr otin gas service ;i no to C ®-� rest kuprent at 2.0' i '120PORTIONS USED.--- ------ ---- - -- - ---�-_.__.. _—_� FFNE;RATYGN RE "ANC �IE4L CONSTaUCTYON LEGEdO'RACE 0 TO lab 141) LB Wo FALLING 30" ON �' t �. Sf�MPL R _ ,ITTLE lr) i0 20% CaHESI HLE$1 DEN'ITY GIl'4 51�J��CkS,Si y,-:�" C`IN4'KETE r TOME 20 TO 35% 0-4 VERY LOOSE _ 0". V.Ri ,OF I��Tifli1 EEHTOidITE ae®gad{ GnrdiT AND 35 TO 50% 5-9 LOUSE 3,4 SOFT 10-29 MED. DENSE 55-6 IH;YrIFF SILICA '' NATURAL r-------� BEDROCK 30-49 DENSE 9-1(1 mFF SAND aALKFILL 50+ VERY DENSE le-30 V-STIFF 31-1 BARD 04/01/96 MON 12-40 FAX 508 371 2468 EARTH TECH 2021 HM AsSOCIATES, INC. GROUNDWATER MONITORING WELL REPORT PROJECT: SSA FRPP'V TEE RECONSTRUCTION -L NC WELL . mW-1 LOCATION:_,— liY4,NN T S PROJECT NO, 1LI CLIENT: _ SSA CDCATION: 4 0 1 CONTRACTOR:—S Hl NER DRILLER-_ FRED UUER '";IS PECTOIR- V, C HA Do(2LyRp INSTALLATION a.z—ar" FLUSH MOUNTED Ii LOCKING COVER GROUND ELEVATTON i �i � , ii- J THICKNESS OF SURFACE SEAL TYPE or -101ACKFILIL -3-M&1-q-&-aL ED- 01AM' TER RISER PTPE 2" 77 -37, 1 S E A L 40 ' Sa C,R B E N PTH TO TOP OF ST RFACE ---------- 4 0 "TYPE. OF SCRE"EN Pvc SCREEN SIZE Ilk INSTDE 01 YIETER LL'u- SCREEN 2 o" .w DF7H TO BOTTOM O'F SCREE'N BELOW SURFACIE TOTkL DEPTH OF HOLE NAT 1"41 I.r 1 A;l I , Hyannis Ferry Terminal Reconstruction Project Meeting Minutes 3/06/96 Attendees: Bill Reich - SSA Wes Ewell - SSA Jim Steidler - JKS Bernie McKernan - JKS Jim Rubino - SSA John Keenan - K+K I. Old Business 1. As drawings are required for the sub-slab HVAC and plumbing pipes. This relates to Sagamore's rejected PCO. s 2. Move curb 3' to the west at the,north.parking lot. 3. The Sewage ejector pump spec has been corrected by EarthTech.The SSA has directed JKS to proceed and will approve PCO 337 for$2887 with proper back-up documentation. 4. The sewer manhole is filling withiwater. The cause will be investigated this spring. 5. Electrical receptacles and radiatorslare in conflict in the waiting room and in the 1 lunch room. The SSA approves T&M'.PCO#35 to Systems for rewiring specified outlets.'Cable for the programmable sign.is,also approved. 6. The SSA will accept temporary measures upon Substantial Completion provided that the are acceptable to the SSA and Town code officials with respect to life and safety issues. 7. The SSA requests a credit for the,;4"water line tap to be done by others. 8. The gas line to the generator will be,reviewed by Colonial Gas on 2/15 will be completed on 3/11/96. 9. The SSA will re-use the ticket ofice signage currently on the old building. . 11. New'Business 1. A T&M PCO is approved to Saga more'to.extend the gas line to the generator. 2. PCO approved for the radiator cover in the waiting room, around $400. 3. The K fixtures have been formally.`rejected by K+K and the SSA. The suspension cable and the power cord are not integrated'as submitted. 4. A PCO is approved to change the K fixture lamps to a coated CU100 lamp. 5. A different diffuser is suggested for the top of the L fixture to direct the Fight more i toward the vault. j. 6. JKS is approaching the Town for.'an occupancy permit.. All code inspections are { j scheduled for next week. The SSA will not accept Substantial Completion until all systems are 100% complete and functional. i I i i� I i 1. jKS has advised the SSA,io cease all=plle drlVing operations (See memo qT LIB%%yb ii from B. McKernan). The pile driving operation will continue with SSA engineers monitoring seismic activity and'.lateral/horizontal movement. Per Wes; AGM Iis contracted'by,Mass Highway and any'claimswill go through the.State. Bernie suggests that AGM's insurance,requirements'relative to the current contract be investigated. 8. JKS suggests that all utility lines for,the project be investigated for damage resulting . from the pile driving operation prior to,opening the building. 9. The SSA requests a credit for the demolition of the existing ticket office. I 10. JKS will request from Bostwick,the'survey indicating the extent to which engineered backfill was installed. Wes suggested:investigating what methods are available to keep our fill material in place. The contents of these minutes are,deemed to be true and accurate. Any discrepancies, conflicts or omissions are to be submitted"to the Owner, in writing, within 5 days of receipt. cc: Attendees .., Barnstable Bldg Dept. EarthTech (. File 00020 x —. l 1 r j I Hyannis Ferry Terminal Reconstruction Project Meeting Minutes 3/20/96 i Attendees: Bill Reich - SSA Wes Ewell - SSA Steve Runci- JKS Bernie McKernan - JKS Jim Rubino - SSA John Keenan - K+K j Ralph Crossen - Town of Barnstable John Wojciechowicz - State DPS I. Old Business I 1. As-built drawings are required for the sub-slab HVAC and plumbing pipes"I. This relates to Sagamore's rejected PCO. I 2. Move curb 3' to the west at the north parking lot. 3. The Sewage ejector pump spec has been corrected by EarthTech.The SSA has directed JKS to proceed and will approve PCO 337 for $2887 with proper back-up documentation. 4. Electrical receptacles and radiators are in conflict in the waiting room and in the lunch room. The SSA approves T&M PCO#35 to Systems for rewiring specified outlets. Cable for the programmable sign is also approved. 5. The SSA will accept temporary measures upon Substantial Completion provided that the are acceptable to the SSA and Town code officials with respect to life andj safety issues. L . 6. The SSA requests a credit for the 4"water line tap to be done by others. 7. The SSA will re-use the ticket office signage currently on the old building. 8. A T&M PCO is approved to Sagamore to extend the gas line to the generator. 9. PCO approved for the radiator cover in the waiting room, around $400. 10. The K fixtures have been formally rejected by K+K and the SSA. The Suspension cable and the power cord are not integrated as submitted. 11. A PCO is approved to change the K fixture lamps to a coated CU100 lam1p. 12. A different diffuser is suggested for the top of the L fixture to direct the lig t more toward the vault. 13. JKS is approaching the Town for an occupancy permit. All code inspections are scheduled for next week, The SSA will not accept Substantial Completion untul all systems are 100% complete and functional. I i i j i Yp I i i 14. JKS has advised the SSA to cease all pile driving operations (see memo of 2/27/96 from B. McKernan). The pile driving operation will continue with SSA engineers i monitoring seismic activity and lateral/horizontal movement. Per Wes, AGM is contracted by Mass Highway and any claims will go through the State. Bernie suggests that AGM's insurance requirements relative to the current contract be investigated. 15. JKS suggests that all utility lines for the project be investigated for damage resulting from the pile driving operation prior to opening the building. 16. The SSA requests a credit for the demolition of the existing ticket office. 17. JKS will request from Bostwick the survey indicating the extent to which engineered backfill was installed. Wes suggested investigating what methods,are available to keep our fill material in place. II. New Business 1. Bernie proposed temp fencing and entance grading for building C of O., scheduled for 1 st week of April. 2. The upper lot will be paved prior to opening, including top coat. 3. Plaza repair schedule: Continue pile driving operation under controlled supervision. Ralph requests a schedule for the pile driving operation and a plan to stabilize the plaza if neccesary. Steve suggests flashing over the first row of brick adjacent to the vestibule. 4. JKS will submit a plan to Ralph showing barricades and egress. 5. JKS to re-set the generator on/off time. i 0 The contents of these minutes are deemed to be true and accurate. Any discrepancies, conflicts or omissions are to be submitted to the Owner, in writing, within 5 days of receipt. cc: Attendees Barnstable Bldg Dept. EarthTech File 00020 i j I i t j i } t S F j c.. "A . G ,S EOTECHNICAL SERVICES INC. 9 I A Geotechnical Engineering .A Environmental Studies -a Materials Testing A Construction Monitoring .� March 19, 1996 Mr. Wesley J. Ewell ADVANCE COPY BY FAX The Steamship Authority P.O. Box 284 Railroad Ave. Woods Hole, MA 02543 RE: BARNSTABLE FERRY TERMINAL RECONSTRUCTION HYANNIS, MA GSI PROJECT NO, 96130 Dear Mr. Ewell: This letter follows the site meeting of March 18, 1996 and summarizes our recommendations in connection with the pile driving activity at the referenced project. BACKGROUND Since March 4, 1996 GSI has been continuously monitoring vibrations generated during,,the installation of 16 inch diameter pipe piles for the new pier construction. The pile installation has been with an H&M PowerPac model H-1700 vibratory driver for the initial 100 feet and thence with a Berminghammer 3505, direct drive impact hammer with a rated energy of 46,000 ft-lbs. The piles are designed by Childs Engineering for an allowable capacity of 50 tons with a safety factor of 2.25. The piles are being driven by AGM Marine under the supervision of the Massachusetts Highway Department. Prior to our involvement the pile driving activity resulted in significant movements of the new concrete retaining walls and patio slabs along the shorefront. Cracks as wide as 1 inch developed in the concrete and the patio slabs were displaced away from the building from 1 to 2 inches. GSI was retained to determine the magnitude and nature of the vibrations, and provide recommendations to mitigate any further damage. Of paramount concern is the potential for damage to the new terminal building which is substantially complete. = 12 Rogers Road, Haverhill, MA 01835 ..A S08/374/7744 FAX S08/374/7799 v - 18 Cote Avenue, Unit#11, Goffstown, NH 0304S 603/624/2722 �j FAX 603/624/3733 BARNSTABLE FERRY TERMINAL RECONSTRUCTION GSI PROJECT NO.96130 March 19, 1996 Page 2 VIBRATION AND SETTLEMENT MONITORING PROGRAM The vibration monitoring program includes two Thomas Instruments VMS 400 series seismographs which are positioned adjacent to the new construction at approximate distances of 50 and 100 feet from the shoreline. The instruments employ a three component sensor set at a trigger level of.02 inches per second to detect ground motions and frequencies at peak particle velocity. The instruments record a printout of each significant vibration event which is annotated by our field engineer,Mr. Michael Martel, with date, time, and other pertinent information. The results of each days vibration events as well as other pertinent information are included in our daily field reports submitted under separate cover. In conjunction with the vibration monitors a settlement and displacement survey has been conducted by Bostwick Survey under contract to the Steamship Authority. The survey established 16 reference points within the affected area beginning on March 14, 1996. To supplement this information GSI installed Avongard crack monitors at various locations where cracks had developed in the concrete. ENGINEERING EVALUATION In our opinion the ground movements experienced during the pile driving are the result liquefactio of the saturated sandy soils underlying the site. In the geotechnical report prepare y Consultants the susceptibility of these soils to liquefaction was identified and the terminal building foundation soils were densified to improve their shear strength and obviate the liquefaction concerns. The existing sheet pile bulkhead derives its lowermost support by embedment into these soils. It is reasonable to expect that any liquefaction of the embedment soils would result in a loss of passive resistance at the bulkhead toe and instability of the wall system. The corresponding failure mode would assume the shape of an active failure wedge which slides towards the wall and causes the soils backfill behind to settle. The observed settlements and ground movements corroborate this suspected failure condition as the significant movement are within 50 feet of the shoreline. Based on the information gathered thus far it appears that the vibrations generated during pile driving with the Berminghammer (impact driving) result in significantly more ground motion than the vibratory driver. The typical vibration during impact driving is from .06 to 0.1 ips with a frequency of less than 15 Hertz. The vibratory driving results in .05 ips peak particle velocity with a corresponding frequency of greater than 20 Hertz. The vibrations generated during impact driving rise markedly with pile penetration resistance. The vibrations generated during pile installation with the vibratory driver do not appear to result in damaging ground movements. In accordance with the project specifications the contractor provided a WEAP analysis, performed by GZA Geoenvironmental, Inc. to confirm that the Berminghammer could drive the piles to the required capacity and established a provisional driving criteria of 5 blows per inch with a stroke of 6 feet. Subsequently a dynamic analysis was undertaken in the field by GZA to determine the Case Method capacity and collect data for CAPWAP analysis. S �' I BARNSTABLE FERRY TERMINAL RECONSTRUCTION GSI PROJECT NO. 96130 March 19, 1996 Page 3 GZA's interpretation of the CAPWAP runs led to a revised driving criteria of 7 blows per inch for 3 inches with an 8 foot hammer stroke for an allowable capacity of 50 tons. ,,We were informed that when the contractor attempted to drive tbe_piles to this criteria they buckled due to the high compressive stresses. We were not yet on the project to record the vibration levels but we were told that the ground motions were noticeably significant at this level of pile penetration resistance. Based on the information we have thus gathered it appears that the most damaging ground movements are the result of hard impact driving with the Berminghammer 3505. The pipe piles are considered low impedance sections which do not transfer the hammer forces in an efficient manner. The result is the creation of significant compression and shear wave vibrations which propagate radially from the pile driving activity. These vibrations are typically measured to be on the order of 0.1 ips peak particle velocity and with low frequency at a distance of approximately 50 feet. The low frequency vibrations are generally more damaging as observed by the settlement survey and crack monitors. Figure 11.14 attached illustrates the USBM recommendations with respect to safe levels of blasting vibrations for houses which demonstrates the significance of low frequency vibrations and the corresponding damage potential. This criteria was developed for transient blasting events which resemble impact driving activities with a single-action pile hammer. RECOMMENDATIONS Based on our observations and an evaluation of the pile driving activity and vibration generation we have formulated the following recommendations with respect to the pile driving: 1. The vibration threshold levels for the project are on the order of 0.1 ips for frequencies greater than 20 Hertz and 0.05 for frequencies less than 20 Hertz. If these thresholds are exceeded our field engineer will immediately notify Bill Reich and Peter Bumpus and forewarn of imminent damage potential. 2. The pile driving criteria set forth by the contractor's consultant appears to be conservation resulting in the piles being driven with excessive energy and to deep depths. It is noted that f vibration propagation extends further vv�th deeper pile depths. It is also noted the radius o that the Case Method and CAPWAP analyses have been determine to underpredict the static capacity of piles by about 40% (Paikowsky, .1995). If the project were governed by the Massachusetts State Building Code the piles could be qualified for an allowable load in excess of 100 tons on the basis of the Engineering News driving fonnula. Moreover a Norlund static analysis indicates a safety factor in excess of 3.5 for a pile driven to 100 feet with tip in loose (10 sWe therefore recommend that the contractor's consultant re-evaluate their recommended driving criteria to determine if the piles may be driven with less energy to shallower depths. Such efforts may assuage the vibrations generated during impact driving to innocuous levels. G S I BARNSTABLE FERRY TERMINAL RECONSTRUCTION GSI PROJECT NO.96130 March 19, 1996 Page 4 We trust that the contents of this report meets with your satisfaction. We will contact you in the near future to discuss the results of our investigation and the implications of our recommendations. In the meanwhile, should you have any questions or need any additional information, please do not hesitate to contact our office. Very truly yours, GEOTECHNICAL SERVICES, INC Harry . Wetherbee, P.E. Principal Engineer cc: Mr. Richard Fitzgerald Enclosures acer\wpwin60\geotech\piles\stea m.rpt �G I 344 Explosives and Rock Blasting 10.0 USBM Recommendation (RI 850 7, 1980) 2 In./Sec. c � �- 0.08 In. 1.0 0.751n./Sec. >40Hz c Drywall as Z 0.030 t In. 0.501n./Sec. 1 a Plaster t 1 1 1< 40Hz N .1 1 10 100 Frequency, HZ Figure !1.14. Safe Levels of Blasting Vibration for Houses Using a Combination of Velocitt and Displacement. appropriate. An ultimate maximum displacement of 0.030 in. is recommended where very low frequencies of<4 Hz are encountered. Above 40 Hz,a peak particle velocity of 2 in./ or less should not result in damage. OSM's FEDERAL REGULATION 13.15 On March 8, 1983, the United States Office of Surface Mining(OS M)published its final regulations concerning the use of explosives for the control of ground vibrations and air blast. These regulations appl t, onl t, to surface coal mining operations and then are the onlY regulations designed to control blasting effects. Many organizations in the aggregae, crushed stone, and other noncoal surface mining operations have opted to comply with these new regulations as operating guidelines. The OSM regulations were derived in part from the USBM database and morn ze ;err++- 7., HYANNIS FERRY TERMINAL PROJECT NO.: 96130 SUMMARY OF PILE DRIVING VIBRATION MONITORING PILE CAP TIME DATE DIST DIST HAMMER HAMMER M1 MEAN M2 MEAN NOTES NO. NO. MI M2 TYPE SPEED PPV-FREQ PPV FREQ in/s (Hz) in/s (Hz) 1 (0-50') 2 07:40 3/4/96 44' 1 62' VIBRO 1/2 SPEED .06(19) .16(24) 1 (50-100') 2 12:30 3/4/96 ' 44' 62' VIBRO FULL .07(21) 0.04(34) 2 (50-100') 2 12:45 3/4/96 42' 64' VIBRO FULL .07(34) .06(23) 6(TEST) 1 13:45 3/4/96 35' 59' IMPACT .05(8) .14(19) 2(TEST) 2 15:15 3/4/96 42' 64' IMPACT .10(17) .13(19) 5(TEST) 1 07:34 3/5/96 35' 56' IMPACT .05 (13) .09(7) I (TEST) 1 07:50 3/5/96 ]44- 0' 45' IMPACT .04(13) .07(17) 1 (TEST) 2 07:58 3/5/96 62' IMPACT .07(15) .05 (7) 5 (TEST) 1 14:15 3/5/96 35' 56' IMPACT .07(13) .10(8) 5(TEST) 1 07:38 3/6/96 35' 56' IMPACT .10(23) .14(22) 1 (TEST) 1 15:32 3/6/96 40' 45' IMPACT .07(12) .08(30) (1) 4(0-50') 3 09:15 3/12/96 58' 83' VIBRO FULL .07(17) .07(16) (2,3) 3(0-50') 3 09:30 3/12/96 55' 78' VIBRO FULL .06(17) .06(17) (2,3) 2(0-50') 3 10:21 3/12/96 54' 75' VIBRO FULL .04(20) .03 (21) 1 (050') 3 10:30 3/12/96 55' 73' VIBRO FULL .02(30) .03 (25) 1 (50-67') 3 12:43 3/12/96 55' 73' VIBRO FULL .03(24) .04(22) 2(50-67') 3 12:49 3/12/96 54' 75' VIBRO FULL .03 (30) .04(23) 1 (67-95') 3 1 15:21 3/12/96 55' 73' VIBRO FULL .07 C23) 1 .05(21) (4,3) GSI-3196130\pi1edrive.frm NOTES: 1. New cracks developed on March 12, 1996 from past two days of pile testing. 2. Average PPV=0.06, the maximum PPV is caused by an approximate 6-8' subsurface layer of dense soil. 3. Crack monitor no, CM7, CM2, CM5, movement due to stiff underlying layer. 4. Abi apt stop in pile advancement also shown on increased partical velocity. HYANNIS FERRY TERMINAL ' PROJECT NO.: 96130 SUMMARY OF PILE DRIVING VIBRATION MONITORING CONTINUED PILE CAP TIME DATE DIST DIST HAMMER HAMMER M1 MEAN M2 MEAN NOTES NO. NO. M1 M2 TYPE SPEED PPV FREQ PPV FREQ in/s (Hz) in/s (Hz) 2 (67-110) 3 07:16 3/13/96 54' 75' VIBRO FULL .04(28) .08(21) 1 (95-97') 3 07:34 3/13/96 55' 73' VIBRO FULL .03 (26) .05 (22) 1 (TEST) 3 08:10 3/13/96 55' 73' IMPACT 04(6) .08(8) (5) 2 (TEST) 3 08:17 3/13/96 54' 75' IMPACT .07(18) .08(9) (5) 3 (50-75') 3 1 1:25 3/13/96 55' 78' VIBRO FULL .03(30) .03 (23) 4(50-75') 3 11:31 3/13/96 58' 83' VIBRO FULL .03(28) .04(24) 3 (75-90') 3 13:55 3/13/96 55' 78' VIBRO FULL .03(26) .08(22) 4(75-95') 3 14:11 3/13/96 58' 83' VIBRO FULL .04(28) .05 (26) . 3 (TEST) 3 14:40 3/13/96 55' 78' IMPACT .05(12) .06(10) (5,6) 3 (90-95') 3 15:00 3/13/96 55' 78' VIBRO FULL .05 (23). .05 (20) 4(95-1 10) 3 15:10 3/13/96 58' 83' VIBRO FULL .05(25) .06(22) 3 (TEST) 3 07:24 3/14/96 55 78' IMPACT .05 (15) .10(19) (5) 4(TEST) 3 07:36 3/14/96 58' 83' IMPACT .04(10) .08(9) (5) GSI-3\96130\pi1edrK e.frm NOTES: 5. Some movement in crack monitors. 6. New cracks developing in patio area. f - -FROM MHD-BARNS FERRY F.O. PHONE NO. 503 771 4066 Apr. Oc 1996 09:41Ai 9 P1 DATE: TIME SENT: TO: Z FAX # : FROM: WE ARE TRANSMITTING � PAGES (INCLUDING THIS COVER PAGE). IF YOU DO NOT RECEIVE ALL PAGES, PLEASE CALL US AS SOON AS POSSIBLE. OUR PHONE NO.: (508) 7-%.1- .71.66_. OUR "PAX" NO.: (508) _1z1: - 40.6E COMMENTS : 4 I FROM MHD-BRRNS FERRY F. O. PHONE NO. 508 771 4066 Apr. 02 1996 09:42RM P2 I BQSTVIftCK 1ab: comp spoor No: Date: " K 0 O. �'z 0 0--i"C'A�, S�ma c,i t71-� t��fr C.M fi 4 Cwz vjqq /76 It 0 . / 9 " $ c� 14 yJ -Q, %"64 . 7 © , 2. 1/9 S o to F Z At ' 5. 9 �r /19 0) ' S ors 6 ®r 01.5 ' .S Q 9 ayv s r ,S 03 Ce $ ZapV,) - 0, �Zti JAl ©. O ' S 2S"c — (D. cp2 oo TM A+ Jti �.i.d 7 C i vt,C � "S Q..a Svc�1 'DIP 3.14.9 4 lip cDM p,9/Zr'50nJ CVOTzo AS 700b rou 40vg ��Si" �rPdRi, 70TRL P.©2 Woods Hole, Martha's Vineyard Q -- - and Nantucket Steamship Authority AUTHORITY MEMBERS FINANCE ADVISORY BOARD GENERAL MANAGER PAUL R.KELLEHER ROBERT C.MURPHY ARMAND L.TIBERIO 1+ Falmouth Member,Chairman Martha's Vineyard I sM BERNARD D.GROSSMAN NORMAN F.BEACH TREASURER/COMPTROLLER Nantucket Member,Vice Chairman Nantucket WAYNE C.LAMSON RONALD H.RAPPAPORT S.ERIC ASENDORF Martha's Vineyard Member,Secretary Falmouth GENERAL COUNSEL ROBERT L.O'BRIEN STEVEN M.SAYERS Barnstable Member,Associate Secretary March 28, 1996 Mr. Ralph Crossen Building Commissioner Barnstable Town Hall 367 Main Street Hyannis,MA 02601 Dear Mr. Crossen: Responding to your letter of March 25, 1996, the Steamship Authority currently has two geotechnical engineers working on the soil problem at the new Hyannis terminal: Harry Wetherbee of Geotechnical Services, Inc. and Peter Mejeski of Whitman and Howard. A eopy of Harry's report on the problem is attached for your file. Peter was brought in by Earth Tech, the project engineers for both phases of the terminal reconstruction. Both Harry and Peter agree that the soil within one pile length of the pile driving is being liquefied by the shock waves of the pile driving. Soil borings made before construction, which Bill Reich sent you last week, show that all of the soils under the new terminal and pier are basically beach sand, with some thin layers or lenses of clay material at various depths, and some loose sand in one area under the stairway that is moving away from the retaining wall. This sand is completely saturated with groundwater and seawater. When the piles are driven through it, the mix of sand and water is shaken until it behaves more like liquid than like solid earth. When the shaking stops, the grains of sand end up closer together and therefore more compact than they were. Because the sand is more compact, it doesn't take up as much space and so the surface of the soil tends to drop, also dropping the structures that it supports. Earth Tech also took soundings off the face of the bulkhead and determined that the dredging profile was as designed and that there had been no slumping of the bottom slope that might have led to movement of the bulkhead. If the soil liquefaction theory is correct, then the design and construction of the bulkhead and foundations does not matter because these 5, structures are literally floating in a pool of liquefied sand. Nevertherless, the riprap you requested is being placed this week. The engineers advise us. that adding the riprap will do no harm, and that the extra mass of heavy material may help to absorb some of the shock of the pile driving, but that this will not likely solve the problem. P.O. Box 284 Woods Hole, Massachusetts 02543 (508) 548-5011 9 FAX (508) 548-8410 Ralph Crossen March 28, 1996 Page Two We are now vibrating piles to a reduced rate of refusal, and not using the hammer driver except to test the minimum number of piles by the minimum number of hammer blows required to assure safety of the pile system and the pier it will support. All of the shock waves generated by piles driven under the new specifications, including one pile driven within three feet of the bulkhead, have been within safe levels. We will continue to have Geotechnical Services, Inc. monitor seismic activity on the site at all times that piles are being driven. At this time we do not intend to begin any repair work on the pedestrian plaza or surrounding retaining walls until all pile driving is done. At that time we will remove the plaza deck and the damaged stairs, and excavate the fill to the footings of all the walls. If inspection shows that the walls and footings are sound and can be used, they will be repaired and used. If all or part of the walls need to be replaced, they will be. The fill behind the walls will then be replaced and compacted,the utility lines inspected and repaired as necessary, and the concrete and brick decks replaced. You are welcome to observe these inspections. Sincere V, We ey J. Ewell Special Projects Manager encl: geotechnical report cc: Bob O'Brien P S GEOTECHNICAL SERVICES INC. I A Geotechnical Engineering r Environmental Studies ® Materials Testing .A Construction Monitoring March 19, 1996 Mr. Wesley J. Ewell ADVANCE COPY BY FAX The Steamship Authority P.O. Box 284 Railroad Ave. Woods Hole, MA 02543 RE: BARNSTABLE FERRY TERMINAL RECONSTRUCTION HYANNIS, MA GSI PROJECT NO. 96130 Dear Mr. Ewell: This letter follows the site meeting of March 18, 1996 and summarizes our recommendations in connection with the pile driving activity at the referenced project. BACKGROUND Since March 4, 1996 GSI has been continuously monitoring vibrations generated during the installation of 16 inch diameter pipe piles for the new pier construction. The pile installation has been with an H&M PowerPac model H-1700 vibratory driver for the initial 100 feet and thence with a Berminghammer 3505, direct drive impact hammer with a rated energy of 46,000 ft-lbs. The piles are designed by Childs Engineering for an allowable capacity of 50 tons with a safety factor of 2.25. The piles are being driven by AGM Marine under the supervision of the Massachusetts Highway Department. Prior to our involvement the pile driving activity resulted in significant movements of the new concrete retaining walls and patio slabs along the shorefront. Cracks as wide as 1 inch developed in the concrete and the patio slabs were displaced away from the building from 1 to 2 inches. GSI was retained to determine the magnitude and nature of the vibrations, and provide recommendations to mitigate any further damage. Of paramount concern is the potential for damage to the new terminal building which is substantially complete. 12 Rogers Road, Haverhill, MA 01835 W 508/374/7744 FAX 508/374/7799 -® 18 Cote Avenue, Unit#11, Goffstown, NH 03045 ..d 603/624/2722 - FAX 603/624/3733 �e BARNSTABLE FERRY TERMINAL RECONSTRUCTION GSI PROJECT NO. 96130 March 19, 1996 Page 2 VIBRATION AND SETTLEMENT MONITORING PROGRAM The vibration monitoring program includes two Thomas Instruments VMS 400 series seismographs which are positioned adjacent to the new construction at approximate distances of 50 and 100 feet from the shoreline. The instruments employ a three component sensor set at a trigger level of.02 inches per second to detect ground motions and frequencies at peak particle velocity. The instruments record a printout of each significant vibration event which is annotated by our field engineer, Mr. Michael Martel, with date, time, and other pertinent information. The results of each days vibration events as well as other pertinent information are included in our daily field reports submitted under separate cover. In conjunction with the vibration monitors a settlement and displacement survey has been conducted by Bostwick Survey under contract to the Steamship Authority. The survey established 16 reference points within the affected area beginning on March 14, 1996. To supplement this information GSI installed Avongard crack monitors at various locations where cracks had developed in the concrete. ENGINEERING EVALUATION In our opinion the ground movements experienced during the pile driving are the result of liquefaction of the saturated sandy soils underlying the site. In the geotechnical report prepared by HMM Consultants the susceptibility of these soils to liquefaction was identified and the terminal building foundation soils were densified to improve their shear strength and obviate the liquefaction concerns. The existing sheet pile bulkhead derives its lowermost support by embedment into these soils. It is reasonable to expect that any liquefaction of the embedment soils would result in a loss of passive resistance at the bulkhead toe and instability of the wall system. The corresponding failure mode would assume the shape of an active failure wedge which slides towards the wall and causes the soils backfill behind to settle. The observed settlements and ground movements corroborate this suspected failure condition as the significant movement are within 50 feet of the shoreline. Based on the information gathered thus far it appears that the vibrations generated during pile driving with the Berminghammer (impact driving) result in significantly more ground motion than the vibratory driver. The typical vibration during impact driving is from .06 to 0.1 ips with a frequency of less than 15 Hertz. The vibratory driving results in .05 ips peak particle velocity with a corresponding frequency of greater than 20 Hertz. The vibrations generated during impact driving rise markedly with pile penetration resistance. The vibrations generated during pile installation with the vibratory driver do not appear to result in damaging ground movements. In accordance with the project specifications the contractor provided a WEAP analysis, performed by GZA Geoenvironmental, Inc. to confirm that the Berminghammer could drive the piles to the required capacity and established a provisional driving criteria of 5 blows per inch with a stroke of 6 feet. Subsequently a dynamic analysis was undertaken in the field by GZA to determine the Case Method capacity and collect data for CAPWAP analysis. G S I BARNSTABLE FERRY TERMINAL RECONSTRUCTION GSI PROJECT NO. 96130 March 19, 1996 Page 3 GZA's interpretation of the CAPWAP runs led to a revised driving criteria of 7 blows per inch for 3 inches with an 8 foot hammer stroke for an allowable capacity of 50 tons. We were informed that when the contractor attempted to drive the piles to this criteria they buckled due to the high compressive stresses. We were not yet on the project to record the vibration levels but we were told that the ground motions were noticeably significant at this level of pile penetration resistance. Based on the information we have thus gathered it appears that the most damaging ground movements are the result of hard impact driving with the Berminghammer 3505. The pipe piles are considered low impedance sections which do not transfer the hammer forces in an efficient manner. The result is the creation of significant compression and shear wave vibrations which propagate radially from the pile driving activity. These vibrations are typically measured to be on the order of 0.1 ips peak particle velocity and with low frequency at a distance of approximately 50 feet. The low frequency vibrations are generally more damaging as observed by the settlement survey and crack monitors. Figure 11.14 attached illustrates the USBM recommendations with respect to safe levels of blasting vibrations for houses which demonstrates the significance of low frequency vibrations and the corresponding damage potential. This criteria was developed for transient blasting events which resemble impact driving activities with a single-action pile hammer. RECOMMENDATIONS Based on our observations and an evaluation of the pile driving activity and vibration generation we have formulated the following recommendations with respect to the pile driving: 1. The vibration threshold levels for the project are on the order of 0.1 ips for frequencies greater than 20 Hertz and 0.05 for frequencies less than 20 Hertz. If these thresholds are exceeded our field engineer will immediately notify Bill Reich and Peter Bumpus and forewarn of imminent damage potential. 2. The pile driving criteria set forth by the contractor's consultant appears to be conservation resulting in the piles being driven with excessive energy and to deep depths. It is noted that the radius of vibration propagation extends further with deeper pile depths. It is also noted that the Case Method and CAPWAP analyses have been determine to underpredict the static capacity of piles by about 40% (Paikowsky, 1995). If the project were governed by the Massachusetts State Building Code the piles could be qualified for an allowable load in excess of 100 tons on the basis of the Engineering News driving formula. Moreover a Norlund static analysis indicates a safety factor in excess of 3.5 for a pile driven to 100 feet with tip in loose (10 bpf) sands. We therefore recommend that the contractor's consultant re-evaluate their recommended driving criteria to determine if the piles may be driven with less energy to shallower depths. Such efforts may assuage the vibrations generated during impact driving to innocuous levels. G S I f BARNSTABLE FERRY TERMINAL RECONSTRUCTION GSI PROJECT NO.96130 March 19, 1996 Page 4 We trust that the contents of this report meets with your satisfaction. We will contact you in the near future to discuss the results of our investigation and the implications of our recommendations. In the meanwhile, should you have any questions or need any additional information, please do not hesitate to contact our office. Very truly yours, GEOTECHNICAL SERVICES, INC Harry . Wetherbee, P.E. Principal Engineer cc: Mr. Richard Fitzgerald Enclosures ace r\wpwin60\geotech\piles\steam.rpt G S I 344 Explosives and Rock Blasting 10.0 USBM Recommendation (RI 850 7, 1980) a, 2 I n./Sec. c � S 0.08 In. 0.75 I n./Sec. Z 1.0 -►>40Hz C Drywall d /1 I n. 0.50 I n./Sec. 1 i a Plaster 1 1 1 1< 40Hz N .1 - 1 10 100 Frequency, HZ Figure ll.14. Safe Levels of Blasting Vibration.for Houses Using a Combination of Velocity and Displacement. I appropriate. An ultimate maximum displacement of 0.030 in. is recommended where very low frequencies of<4 Hz are encountered. Above 40 Hz, a peak particle velocity of 2 in./sec or less should not result in damage. I I GSM's FEDERAL REGULATION 13-15 On March 8, 1983, the United States Office of Surface Mining(OSM) published its final regulations concerning the use of explosives for the control of ground vibrations and air .blast. These regulations apple onl'v to surface coal mining operations and their are the onitr regulations designed to control blasting effects. Many organizations in the aggregae, crushed stone, and other noncoal surface mining operations have opted to comply with these new regulations as operating guidelines. Thel OSM regulations were derived in part from the USBM database and T? HYANNIS FERRY TERMINAL PROJECT NO.: 96130 SUMMARY OF PILE DRIVING VIBRATION MONITORING PILE CAP TIME DATE DIST DIST HAMMER HAMMER MI MEAN M2 MEAN NOTES NO. NO. MI M2 TYPE SPEED PPV FREQ PPV FREQ in/s (Hz) in/s (Hz) 1 (0-50') 2 07:40 3/4/96 44' 62' VIBRO I/2 SPEED .06(19) .16(24) 1 (50-100') 2 12:30 3/4/96 44' 62' VIBRO FULL .07(21) 0.04(34) 2 (50-100') 2 12:45 3/4/96 42' 64' VIBRO FULL .07(34) .06(23) 6(TEST) 1 13:45 3/4/96 35' 59' IMPACT .05 (8) .14(19) 2(TEST) 2 15:15 3/4/96 42' 64' IMPACT 10(17) .13 (19) 5 (TEST) 1 07:34 3/5/96 35' 56' IMPACT 05 (13) .09(7) I (TEST) 1 07:50 3/5/96 40' 45' IMPACT .04(13) .07 (17) I(TEST) 2 07:58 3/5/96 44' 62' IMPACT .07(15) .05 (7) 5 (TEST) 1 14:15 3/5/96 35' 56' IMPACT .07(13) .10(8) 5 (TEST) 1 07:38 3/6/96 35' 56' IMPACT .10(23) .14(22) I (TEST) 1 15:32 3/6/96 40' 45' IMPACT .07(12) .08 (30) (1) 4(0-50') 3 09:15 3/12/96 58' 83' VIBRO FULL .07(17) .07(16) (2,3) 3 (0-50') 3 09:30 3/12/96 55' 78' VIBRO FULL .06(17) .06(17) (2,3) 2 (0-50') 3 10:21 3/12/96 54' 75' VIBRO FULL .04(20) .03 (21) 1 (050') 3 10:30 3/12/96 55' 73' VIBRO FULL .02 (30) .03 (25) 1 (50-67') 3 12:43 3/12/96 55' 73' VIBRO FULL. .03 (24) .04(22) 2 (50-67') 3 12:49 3/12/96 54' 75' VIBRO FULL .03 (30) .04(23) 1 (67-95') 3 15:21 3/12/96 55' 73' VIBRO FULL .07(23) .05 (21) (4,3) GS I-196130\piledrive.frm NOTES: 1. New cracks developed on March 12, 1996 from past two days of pile testing. 2. Average PPV=0.06, the maximum PPV is caused by an approximate 6-8' subsurface layer of dense soil. 3. Crack monitor no. CM7, CM2, CM5, movement due to stiff underlying layer. 4. Abi apt stop in pile advancement also shown on increased partical velocity. HYANNIS FERRY TERMINAL PROJECT NO.: 96130 L SUMMARY OF PILE DRIVING VIBRATION MONITORING CONTINUED PILE CAP TIME DATE DIST DIST HAMMER HAMMER M1 MEAN M2 MEAN NOTES NO. NO. MI M2 TYPE SPEED PPV FREQ PPV FREQ In/s (Hz) In/s (Hz) 2 (67-1 10) 3 07:16 3/13/96 54' 75' VIBRO FULL .04(28) .08(21) 1 (95-97') 3 07:34 3/13/96 55' 73' VIBRO FULL .03 (26) .05 (22) I (TEST) 3 08:10 3/13/96 55, 73' IMPACT .04(6) .08(8) (5) 2 (TEST) 3 08:17 3/13/96 54' 75' IMPACT .07(18) .08 (9) (5) 3 (50-75') 3 1 1:25 3/13/96 55' 78' VIBRO FULL .03 (30) .03 (23) 4(50-75') 3 1 1:31 3/13/96 58' 83' VIBRO FULL .03 (28) .04(24) 3 (75-90') 3 13:55 3/13/96 55' 78' VIBRO FULL .03 (26) .08(22) 4(75-95') 3 14:1 1 3/13/96 58' 83' VIBRO FULL .04(28) .05 (26) 3 (TEST) 3 14:40 3/13/96 55' 78' IMPACT .05 (12) .06(10) (5,6) 3 (90-95') 3 15:00 3/13/96 55' 78' VIBRO FULL .05 (23) .05 (20) 4(95-1 10) 3 15:10 3/13/96 58' 83' VIBRO FULL .05 (25) .06(22) 3 (TEST) 3 07:24 3/14/96 55 78' IMPACT .05 (15) .10(19) (5) 4(TEST) 3 07:36 3/14/96 58' 83' IMPACT .04(10) .08(9) (5) GS I-3\96130\pi 1edrive.frm NOTES: 5. Some movement in crack monitors. 6. New cracks developing in patio area. CHILDS ENGINEERING CORPORATION Box 333 MEDFIELD, MASSACHUSETTS 02052 DATE JOB NO. (508) 359-8945 19 April 1996 10 9 4-9 2 FAX (508) 359-2751 ATTENTION . Ralph Crossen TO RE: , Health Safety & Environmental Services Hyannis Ferry Terminal Town Office Building 367 Main St. Hyannis, MA 02601 WE ARE SENDING YOU X Attached ❑ Under separate cover via the following items: > ❑ Shop drawings ❑ Prints, • ❑ Plans ❑ Samples ❑ Specifications ❑ .Copy of letter El Change order ❑ COPIES DATE NO. DESCRIPTION 1 Post Dredge Survey THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval X For your use ❑ Approved as noted ❑ Submit copies for distribution X As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 1.9 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO { SIGNED: Richard FitzGerald if enclosures are not as noted,,kindly notify us at once. eo nvironmental,Inc. scientisu February 11,2015 File No.01.0029908.03 Town of Barnstable Health Division ATTN:Tim Lavelle 200 Main Street GZHyannis,MA 02601 Re: Application for Hazardous Materials Storage Permit Woods Hole,Martha's Vineyard&Nantucket Steamship Authority Hyannis Terminal 141 School Street Hyannis,Massachusetts 249 Vanderbilt Ave Dear Tim: Norwood , Massachusetts 02062 GZA GeoEnvironmental, Inc. (GZA), on behalf of the Woods Hole, Martha's Vineyard, and 781-278-3700 Nantucket Steamship Authority (Steamship Authority), is pleased to submit the attached FAX 781-278-5701 "Application For Permit To Store And/Or Utilize More Than 111 Gallons Of Hazardous www.g22-com Materials"for the storage of waste oil and waste oily bilge water generated from the maintenance of Steamship Authority ferries servicing Nantucket from the Hyannis Terminal. The Steamship Authority intends to use two secure and portable aboveground storage tanks for the collection and storage of waste oil and oily bilge water generated at the terminal. Information pertaining to the selected tanks, regulatory review, and contingency planning in the event of a release from the tanks is outlined below. WASTE OIL STORAGE TANKS Steamship Authority has purchased two 500-gallon, portable, SafeWasteTm Used Oil Storage Systems to be located within the employee parking lot at the Hyannis Terminal. One tank will be used for the collection and storage of waste oil and the other for waste oily bilge water. Each SafeWasteTm Used Oil Storage System consists of a UL142 listed steel tank equipped with the following additional safety,security,and environmental protection features: • Lockable,tamper-proof,environmental security enclosure cabinet; • 110%secondary containment; • Liquid level indicator; • Automatic overfill protection;and • Audible overfill alarm. ' Additionally,these tanks are: • Movable by forklift;and • Filled by air operated suction pump. The tanks will be located within the employee parking lot and will be placed on a concrete pad.A copy of the SafeWasteTm literature,drawing and specification is attached for reference. An Equal opportunity Employer M/FN/H reoruary ii,lui�- File No.01.0029908.03 Page 2 REGULATORY REVIEW MassDEP Hazardous Waste regulations (301 CMR 30; specifically 30.200 for waste oil storage and 30.343 for on-site accumulation by LQG's in tanks)require that the tanks be compatible with their contents,provided with secondary containment and leak detection, and regularly inspected. As required by the MassDEP hazardous waste regulations,the tanks shall be inspected weekly as part of hazardous waste management requirements and monthly as part of the Spill Prevention, GZX Control&Countermeasure(SPCC)Plan. Massachusetts tank regulations (527 CMR 9.00) do not specify requirements for the installation of a waste oil tank as removable storage outside of a building;however general requirements for waste oil tanks (527 CMR 9.06) include security, secondary containment, protection, from vehicular damage, venting, top of tank pump-out location, and proper labelling to identify contents and hazards. In accordance with Board of Fire Prevention Regulations governing Flammable and Combustible Liquids,Flammable Solids or Flammable Gases(527 CMR 14.00)a permit or license to store the waste oil and waste oily bilge water is not required since the storage volume will not exceed 10,000 gallons, as listed in Table 1 in 527 CMR 14.03. Additionally, in accordance with 527 CMR 14.03(15),storage of flammable or combustible liquids in approved portable tanks shall not exceed 793 gallons individual capacity. Massachusetts Department of Fire Services, under 502 CMR 5.00 as adopted by the State Fire Marshal, does not require a permit for above ground storage tanks of less than'10,000 gallon capacity. Based on consultation with the Massachusetts State Building Department a building permit is not required for the proposed tank systems since they will be portable and not permanently_ affixed at one location at the terminal. CONTINGENCY PLAN A copy of the Steamship Authority SPCC Plan,which outlines response actions and management requirements in the event of a release at the Steamship Authority Hyannis Terminal,is attached. If you have any questions regarding this submittal,please call Mrs.Melissa Kenerson at 781-278- 3814. Very truly yours, GZA GEOENVIRONMENTAL,INC. Z G= Melissa L.Kenerson Assistant Project Manager Kenneth D.Boivin,CHMM Ronald A.Breton,P.E. Associate Principal Consultant/Reviewer -77 i C19/2611995 12. 59 5 0:3 69 r 94C16 r FhL�IhdEE :c 31 4 i BOSTWICK ENGINEERING, INC 451 C Street 4 First Street Boston, MA 02210 Bridgewater,'MA 02324 Tel: 617-261-0333 Tel: 508-897-6911 Fax; 617-261-0083 Fox: 508-697-9406 Civillindustrial Engineering u Surveying u Environmental Servioes u GAO Servlce.Sj I i 1=fax covfUnr NUMBER OF PAGES INCLUDING THIS ONE: Z zo�2 Date: September 26, 1995 ro: Jim Company i J. K. Scanlan 700 W. Center Street Suite 4 C W, Bridgewater BRA 02379 FAX ND: (508)584-0968 FROM: Rick Reid r. ' I JOBNUMB R: 950711 Hyannis Ferry Terminal 1 DESCRIPrION: ............................................................:............... ..... Toll free in New England 1 -800-872-2900 i i 09,'261'19-35 12: �i9 50869 9406 BO TIA,IICK ENGRIEERIPIG F'A.aE r� 0' 1 _Y I � I � I rwi 03 s C+ c I tl iN � I I r I 4� s a rem r a ® w.r �� a s i� a s �� • a r �r s ® � w a ro:� a ox. ea r � rr�. w. a SCHOOL G. .FtTIF:EQ PLOT PLAN NOTE. THIS PLAN IS FOR -ME PURPOSE OF �! SHOWING THE i-OCA—iON(S) OF PROPOSED OR FERRY TERMINAL EVSTING STRUCTURES AND is NOT INDICATIW OF .A BOUNDARY RETRA EMENT SURVEY. ve � RECONSTRUCTION PROJECT - IN �.� ,-_x. u.TE asfxs:�s �cAo- *,tea -• �.�� �„ - - -- - - -- _._._ —-— - - -- ��f$� - . .._ _• - - - - _ - CKFOUR F"RST STREET BRIDGEWATER, VA s E K G I N E E R i K G ,i N C 02324 i;t .+l;; 1-S.iB-k39?-E•91 i DATE FROM MHD-BRRNS FERRY F. O. PHONE NO. 508 771 4066 Apr. 17 1996 12:43PM P2 � 7 � v 463i, t FROM MHD-BARNS FERRY F. O. PHONE NO. 508 771 406E Apr. 17 1996 12:43PM P1 r: e DATE: ( TIME SENT: To. _._..........w�.. FAX' :.. _. __......_..� FROM: WE ARE 7RANSVI? FNG _ A�'...-..: (I!,"._UC�ING THIS COVER PACE), IF YOU DO NC"' ri,;':.CE{Vi Al_;_.rACES, �'l__��{_ CA!_l_ US AS SOON AS POSSIBLE. OUR PHONE NO- ('Sc= ) ; ,; 71.66 OUR "FAX" NO.: (,508) 11; - a066 COMMENTS_ 5, I _ FROM MHD-BARNS FERRY F. O. PHONE NO. 508 771 4066 Apr. 17 1996 12:46PM P7 l7�-lr-I3' � 09:��Hf1 FROM 1 --� •'" �, )y BOSTWICK job: Sheet, cip"o sbw No: t T`� Date, I-XV-0-0rr Pmpared by: fz- M t, A a Other., 1Ao►.f {f� r1CrRt21i "a� lj 4 n�►�;- � M c��.M ►�,-a^� Gov e rn�. ��— t:. � zo 7 C•25 �3 0 • i2- S25°vl "�.r3 0 fA5 � t /a e)� /7 .cn! S .�t�v�.1 `0.,22 �nel o,CC '``/ •�'l S �F a� �,nv �1?rlEK14..w1»p�.Mp�1f . i FROM : MHD—BiRNS FERRY F.O. PHONE NO. : 503 771 4066 Apr. 17 1996 12:45PM P6 pc:—g9-1996 071 i79W r PC ,, BOSTWICK job: A A o Sheet, Cbmp SfieQ( r•3oa�97- r.t Prepared by: Other: .. M G IJ t 1 U�'- F�C'-1�.3��9,►�\AZr 'd��.�..C..1 �O!�� �� C'�.l �h��:. rk n'� RaI•�T MC)4�-MA r— . r M0J � � L i' j5Li�V/. A, J r 4 i !7 r 74`, �uncr�rawtiam�W.n+r� FROM : MHD—BRRNS FERRY F.O. PHONE NO. 503 771 4066 Apr. 17 1996 12:45PM P5 To 1',,1410 rue- BOSTWICK job. „-):SJ n I--A sheet' Na: __ Date. comb 1 1-,s�va-s97-0��9tr Prepstred by: �11' ,a1k% Other:t- r-soa.6sr- � M 0 F4�To IL H a sa. vt oftj or,A V.- b\Sz cc.►t er-j fvtzpa-r Mt7,12ENAIZ0r ELEVA-l0AJ op 0610C cle a ® /7 6 S p L°kJ 7 d, /0 A SOS d fed 474)-s S ogiAvj "q t11 , 03 loc ^�©, Z k l r 010, kLL TMrr- iv- R"-F� -c-S i wA Qe SMtrt of doog Svg-at NA oAsego ! 1A-1 46/4 /14 S T /fit Pole r, i�Micwewnal�n�i r�� 70TAL P.02 r FROM MHD-BRRNS FERRY F.O. PHONE NO. 503 771 4066 Apr. 17 1996 12:44PM P4 0-_22-1996 08:01ABM FROM TO 4: 'L4�uuu �C$TYIIICK Job: Sheet: �-�--- No, Date, Comp Sbgot �s n AWN Other. z• +�.gyrr Prepmed by: _a.r ---�--- z i moo ;i 4v - ;fin Rk a o►� G-A A �.s C,�: t� `4 NT,I O.J i e / o . 00`\ S 3715At vi r • 1vZ' . . xg uj �1 y9 D• �Y' i v rt OC 3-t 9- q 6 /n/ J-4,64 00.94 r S i+.t iI mom f I y L. 11f(ItJLltYlo.l:a�aw+w� TOTAL P.0 FROM MHD-BARNS FERRY F.O. PHONE NO. 503 771 4066 Ppr. 17 19136 12:44PM P3 dOSTWICK job: H) -�50 Sheet: cemp sbcof No: E)atc: 1-,508,07-691' Pre.-wed by: Other: 1-508,697-9406' az z �Tz 7-N Ln C.VA 11 ." -J TW'C,697.WW 00 3 Is 7' .." 13 1.3 ?0 LII V7 L c A 7 i R326 122 . S A L E S H I S T 0 R YSAL ACTR KEY 00240947 NAME QUAL INST V/I BOOK PRICE YR MO WOODS HOLE MARTHAS VINEYA 17919/225 25000009203C LEWIS BAY MTL RST & MAR IB 13838/140 1263918308R XMT? RCV F Window PCR/1 at BARNSTABLE ( 28 ) 1p �-' gyp �� 03/15/96 11:02 X 15083592751 CHILDS ENGR CORP 01 Past-It"Fax Note 7671 Tor. Fr Ca/De � Co < < c FOX 11 Fax N L)RArJ 15 March 1996 Mr. Ralph Crossen Building inspector. RE: Hyannis Terminal Project - Pile Installation Dear Mr. Crossen: As discussed in our telephone conversation yesterday, .we wish to cxpress our understanding of your concern of the lateral movement of the retaining wall structure, associated stairs, and resultant spreading and depression of patio slabs at the project. You indicated during our conversation that one of your concerns is the possible shifting of the existing steel sheetpile bulkhead which may be effecting this net movement that we are seeing on these adjacent elements . As indicated, we have not seen the final horizontal offset measurements and movement: measurements at this time; however, it is Childs' opinion that the bulkhead is stabilized even if it has Llndcrtaken some movement principally because piles in Bent 1 are now in place and will provide substantial resistance to any lateral displacement of the sheetpiling at the toe, However, we do understand that your concern and recommendation for the placement of the riprap at the sheetpiling which would in no way decrease stability, and would in fact, increase stability of the sheetpiling if this structure is at issue. Specifically, we agree with your assessment that the placement of the riprap at this point in time would provide substantial additional passive resistance to the sheetpiling as it relates to offshore movement, arid would solidify bottom conditions and add additional weight to Lhe soils outside the toe of the bulkhead which would stabilize any uplift or upheaval which may be occurring 1 from moving soil mass. I believe it is within the Authority' s capacity to direct the contractor to install the riprap at this time; however, I would recommend that prior to the actual riprap 03/15/96 11:03 $ 15083592751 CHILDS ENGR CORP 02 e Mr. Ralph Crossen 15 March 1996 Paae 2 installation, all piles that have to be driven through the riprap of in the area of the riprap be placed in position prior to placement of the riprap to avoid having to remove and relocate the riprap to install these piles . If you have any questioris or require additional Jnf.ormation,. please contact the undersigned. Respectfully submitted, CHILDS ENGINEERING CORPORATION David L. Porter, P.E. oK4 4 , 3 The T. . own of Barnstable • sMMmernBM • '►� 0� Department of Health Safety and Environmental Services °i Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph Crossen Fax: 508-790-6230 Building Commissioner March 14, 1996 AGM Marine Contractors,Inc. 30 Echo Road Mashpee,MA 02649 Re: Building Permit#9015 To Whom It May Concern: As a result of problems encountered with the site of the Steamship Authority building,I regret to inform you that,until further notice,the pile driving(drop hammer method)must cease. You are free to continue the vibratory method as you see fit. By the first of next week,I expect to have more information for you as far as a modification to this order is concerned. Sincerely, Ralph M.Crossen Building Commissioner RMC/km Q960314A r �y INE The .Town of Barnstable • EAMMB E, ���' Department of Health Safety and Environmental Services 'OTi�o Mai'' Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph Crossen Fax: 508-790-6230 Building Commissioner PLEASE FORWARD THE ATTACHED PAGE(S) TO: TO: , UV\ mck,y. GM, ' Y\ ATTN: FAX NO: FROM: DATE: I`j PAGE(S): (EXCLUDING COVER SHEET) TRANSMISSION VERIFICATION REPORT TIME: 03"'1411996 15:05 NAME: BARNSTABLE BLDG DIV FAX 1-508-790-6230 TEL 1-508-790-6227 DATE,TIME 03114 15:04 FAX NO."'NAME 94778804 DURATION 00:00:39 PAGE(S) 02 RESULT OK MODE STANDARD ECM OFtFIE The Town of Barnstable ■nierrsr��e, • Department of Health Safety and Environmental Services ArFDMA'�� Building Division 367 Main Street,Hyannis MA 02601 Office: 508-790-6227 Ralph Crossen Fax: 508-790-6230 Building Commissioner PLEASE FORWARD THE ATTACHED PAGE(S) TO: TO: f vv\ bi FAX NO: `-7 7/ FROM: DATE: L-( h PAGE(S): _ (EXCLUDING COVER SHEET) 1 I K - � .� ,.. S 1 1' Ct,:kT ICATE OF INSURANCE: WOODHO4 CSR LD 07/24/95 I PRODUCER I THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND I I I CONFERS NO RIGHTS UPON,THE CERTIFICATE HOLDER. THIS CERTIFICATE I iPaul Peters Agency, Inc. I DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE I IP 0 BOX 669 I POLICIES BELOW. I IFa lmou th MA 0 2 5 4 1-0 6 6 9 I----------------------------------------------------------------------I I ( COMPANIES AFFORDING COVERAGE I PHoNE508-548-2500 I I I----------------------------------------------------------I----------------------------------------------------------------------I I INSURED I COMPANY LETTER A AMERICAN EMPLOYERS INS. CO I I1----------------------------------------------------------------------1 1 I COMPANY LETTER B I I1--------------------------,-------------------------------------------I IWOods Hole Martha' s Vineyard I COMPANY LETTER C I& Nantucket Steamship Au h. I-----------------------�-----------------------------------------------I IBOX 284 1 COMPANY LETTER D I IWoo ds Hole MA 02543 1----------------------------------------------------------------------I I I COMPANY LETTER E I I> COVERAGES <==============-=========================================-===========================================================I I THIS IS TO CERTIFY THAT POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED.ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO I I WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO I ALL TERMS, EXCLUSIONS, AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. I I---------------------------------------------------------------------------------------------------------------------------------I I COI TYPE OF INSURANCE I POLICY NONMER I POLICY EFF I POLICY EXP I LIMITS i ILTRI 1 I DATE I DATE I I I---I-------------------------------I---------------------------1---------------I--------------I----------------------------------I I I GENERAL LIABILITY I I I I GENERAL AGGREGATE 11000000 1 II I I I I-------------------I--------------I I AI [X] COMMERCIAL GEN LIABILITY I AB9932029 106/30/95 106/30/96 (PROD-COMP/OP AGG. 11000000 1 1 I I 1 1 I ------------=-----I--------------I I I [ ] CLAIMS MADE [X] OCC. I 1 1 (PEAS. & ADV. INJURYI I 1 I 1 I I I-------------------I---=----------I I I [ ] OWNERS'S & CONTRACTOR'S I 1 I (EACH OCCURRENCE I I I1 PROTECTIVE 1 1 I I-------------------I--------------I 1 1 I 1 I (FIRE DAMAGE 1 1 1 1 [ l 1 1 ( I (ANY ONE FIRE) I 1 1 1 1 1 1 I ------------------I--------------I IMED. EXPENSE I I _ I 1 I I (ANY ONE PERSON) 15000 I I---1-------------- ----------------I---------------------------1---------------I--------------I-------------------I--------------I I I AUTOMOBILE LIAB I I I ICOMB. SINGLE LIMIT I I I-------------------I--------------I I I [ ] ANY AUTO 1 1 (BODILY INJURY 1 1 I [ ] ALL OWNED AUTOS I I I I (PER PERSON) 1 1 [ l SCHEDULED AUTOS 1 1 1 I--------------------1-------- 1 1 [ l HIRED AUTOS I I I IBODILY INJURY 11 I I [ ] NON-OWNED AUTOS I 1 I I (PER ACCIDENT) I I I I [ 1 GARAGE LIABILITY I I 1 I-------------------I-----,---------I I I [ ] I I 1 IPROPERTY DAMAGE I I I---I-------------------------------I---------------------------I---------------I--------------I-------------------I--------------I I 1 EXCESS LIABILITY 1 I i• (EACH OCCURRENCE I I 1 I [ J UMBRELLA FORM I I I I___.._____.,.__._..---_._ 1__.,,.___-.... _.. 1 I [ 1 OTHER THAN UMBRELLA FORM I I I (AGGREGATE I I ---I-------------------------------I--------------------- --`-=I---------------1--------------I-------------------I--------------I I 1 I 1 1 I (STATUTORY LIMITSI I I WORKERS' COMP I - I I I EACH ACCIDENT I 1 AND I 1 I (DISEASE-POL. LIMIT I 1 I EMPLOYERS' LIAB I I I (DISEASE-EACH EMP. I I- --I-------------------------------I-------------------=-------I---------------I------.------- I----------------=-----------------I I I OTHER ' I AI Com Application I AB9932030 , 1 06/30/94 106/30/95 1 1 I-DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS----------------------------------------------------------------------I I I 1 1 I I I I i I I I> CERTIFICATE HOLDER <____________________________________> CANCELLATION <__________________________________________________=====1 I = SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE I I = EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL I (Town of Barnstable = 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE 1 (Building Inspector = LEFT, BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR I 1367 Street = LIABILITY OF ANY KIND UPON THE COMPANY,ITS AGENTS OR REPRESENTATIVES.( IHyannis MA 02601 =----------------------------------------------------------------------I . = AUTHORIZED REPRESENTATIVE 1 1 = I_ACORD zs-S (7/90) Robert H. Moore j c >, PAUL PETERS AGE14CY, INri. _ NUMBER DATE WOODH04 CC 07 /25/35 POLICY : GbA6J990-- �nsuzanee P.O.BOX669 TYPE : GENT. AT THE PLAZA FALMOUTH,MASSACHUSETTS 02541-0669 Y[Ys'Yr Mr>4 ek Y<Y!k W.w h'k•k./t Yi Ye Yt Yt W W. Yt K K:W.Yt Y<Nr x:*YC TELEPHONE(508)548-2500 M E M 0 Pare 1 k Town of Barnstable Building Inspector 367 Main St . Hyannis , , MA 02601 i Building Inspector Flee Kevin Lyons--W. H M . V SSA Enclosed please find a Certificate of Insurance for the above Insured for your records . Please feel free to contact our agency if there are any questions on this matter . Thank you . C H E L E — 7LOS�4 lot =t USCtimj wi4 [eta — THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) Mpg DATA