Home

ANNEXE A

1. LES LABORATOIRES LEVATION m PROFONDEUR m amp PROFONDEUR m e e ETAT DE L ECHANTILLON CSS Remani Non Remani NEN Perdu DHO Carotte de Roc SHERMONT 1998 INC CF Cuill re fendue TS Tube Shelby TA Tari re CD Carottier Diamant BE Benne Peterson DESCRIPTION DU SOL ET DU ROC Sable gris un peu de silt Sable silteux gris i COUPE STRATIGRAPHIQUE RAPPORT DE FORAGE Projet Etude hydrogeologique Site LES St Nicephore i Client Intersan Inc Dossier LAIS 014 Date du forage 98 05 09 au 98 05 11 Foreuse Diedrich Tubages Tari re i Date du forage 90 09 99 au 99 99 11 FOTEUSE LRL Remarque Carottier NQ ESSAI IN SITU ET DE LABORATOIRE N P n tration Standard Ne P n tralion dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilil cm s Sondage 988 Page de 2 6 Granulom trie 5 S dimenlom trie W Teneur en eau LL Limite Liquide LP Plastique CHANTILLON JOINTS RESISTANCE AU CISAILLEMENT e E ela m 2 d NON DRAINE SCISSOMETRE CU TL 2 w 3 28 Z wg jJ s a REMA
2. Sable silteux brun traces de mati re organique PSI FSC B PS i gt 1 i l 1 00 T De M EE 114 02 UC TELE x 1 52 Sable brun roux un peu de Pod silt Cv EP oz X 98 13 2 00 RAS E N A e NE N 3 00 4798 2 Sable gris fonc un peu de dag He y Ee Va N silt e 3 LA 92 45 x uoce ES I r 4 FAO ol a7 Tun x L 083 8 E nu F 4 72 FIN DU FORAGE 5 00 E i L E 9 00 Client Intersan Inc Dossier LAIS 014 3 E NON DRAINE SCISSOMETRE CU LE Qa Bc zig ie Sle amp o 7 s NON REMANIEE 2 a z 5 Z ee e EIS DESCRIPTION DU SOL ET DU ROC az elo S SS ees REMANIEE EIS 2H e m Em lt ala m s N coups 300 mm D Bo n 0 aloe m LOU et j pe 15 55 Se 10 20 30 40 50 60 70 80 90 i i H TELE x EIH re zi EIS 5 EE c a 115 53 1 00 114 01 5 00 6 00 7 00 107 91 7 62 8 00 9 00 LES LABORATOIRES SHERMONT 1998 INC 1 Remani CF Cuill re fendue ZZA Non Remani TS Tube Shelby Perdu TA Tari re CR
3. Er COGEMAT c Le tableau 4 1 ci apr s pr sente les caract ristiques de la sonde et la valeur du coefficient de forme d termin s lors de la derni re calibration du fournisseur en l occurrence lt Les Laboratoires S L inc gt Tableau 4 1 Caract ristiques de la sonde et valeur du coefficient a Capacit i Coefficient de forme Date de la derniere t m a calibration T40TC DEM 0 690 2003 02 27 L ensemble des donn es mesur es et calcul es dans le cadre du pr sent projet est n cessaire pour permettre l valuation de la stratigraphie des d p ts rencontr s l aide de l abaque de Robertson de 1990 dont un extrait est montr ci dessous Robertson 1990 lt Soil classification using the cone penetration test gt Her Be i COGEMAT wc pom r Increasing E OCR 3 Drees Ek ie 2 3 G DA 0 4 1 2 Cn Qt Ovo B4 U2 O vo Qt Ovo Zones Unit 1 sol grains fins sensible Unit 6 sable propre sable silteux Unit 2 sols organiques Unit 7 sable graveleux sable Unit 3 argile argile silteuse Unit 8 sable argileux tr s raide Unit 4 silt argileux argile silteuse Unit 9 sol a grains fins tr s raide Gg Unit 5 sable silteux silt sableux Toutes les donn es recueillies au c
4. 40 9 HH 0 EE E SN 12 55 2 0 x n H ui SILTY SAND A H IT d p E E WE gu 2 SE 2 H H e 95 See ZE m d IM oz E DH s i 6 Ch RIAD SSS EN PROS PAPE RE SANS ARR LE EE A 5 M NV a A KEE d 06 0 S H Water level 104 82 m 2 LI 8 c 2002 10 07 SE Pi Raid pve Une aly SONOS n age vA Id ee EON OK b a M 04 0 SILT WITH SOME CLAY d H 20 33 3533 925 H EE E iq PE 02 0 e 22 d H m Mid N S sd owe E 2 vada ERES SEXE TRS Date ss Codes CRE TS EX OE GRE EE 00 0 Oe e a ds PAPER Ie C BEDROCK Te wish esp tk ua Lies SAL eRe E weed neck E ET e 98 0 150 mm open bedrock hole Legend Sample number Bailed remoulded soil sample Date 2002 11 25 Scale H Not to scale V 1 150 P M Tremblay Inn C Tremblay INTERSAN ENGINEERED LANDFILL Checked by J C t Approved by M Poulin ST NICEPHORE QUEBEC INTERSAN INC Drawing no 02040 4100 A07 Project no 021 7040 4100 UNE FILIALE DE CANADIAN WASTE SERVICES FIGURE BOREHOLE LOG AND INSTALLATION SCHEME 7 WELL W 02 7 Drawing file 02040 4100 A07 dwg 2010 12 14 10 25 RAPPORT DE FORAGE d LES Projet Etude hydrogeologique LABORATOIRE
5. LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING E EE SOIL DESCRIPTION a UE i ole E NUMBER OF ipu lt 255 82 29 REMARKS Lu e lt BLOWS 15 cm 5 8 JE E E FILL SILT with little fine sand medium density dark grey 10YR 4 1 Munsell no moist medium plasticity cohesive massive structure unoxidized coarse sand presence of organic matter within the first 8 cm loose very dark greyish brown 2 5Y 3 2 LI Munsell no moist non plastic noncohesive medium density dark grey 4 1 Munsell no Be wet low plasticity cohesive massive structure unoxidized Fine SAND with some silt traces of medium sand dense dark grey 4 1 Munsell no wet non plastic noncohesive massive structure unoxidized SM 4 42 H em me ME Bentonite Idem to SS 02B becoming very dense dark grey 4 0 Munseli no moist 563 100 70 50 8 R D WATER LEVEL MEASURED BY DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng F Gagnon eng GAENVIRONNEMENTIGEOTECH ET TCYGINTWPROJECTS10512210 GPJ BLMW 2005 01 19 09 14 26 Y TECSULT BOREHOLE LOG con t PROJECT Hydrogeological Study LITHOLOGIC DATA SOIL DESCRIPTION DEPTH m Idem to SS 03
6. D cembre 2010 09 1221 0048 1000 Propri t s 30 statiques 35 pseudo statique Mat riau Mati res r siduelles Till Socle rocheux volume imp n trable G omembrane en PEHD lisse 2 Mat riau de recouvrement 3 Sable fin l che compact 4 Sable fin dense tr s dense 5 Silt 6 Silt argileux argile silteuse tas o T 8 9 Kee 240 260 280 320 340 360 380 400 420 460 Distance imp n trable c kPa 5 olololo 45 100 taux de 25 kPa m 0 0 580 600 620 Coupe flanc Nord condition statique rupture le long de la g omembrane Figure C 17 E Golder Associ s SE ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat riau Propri t s y kN m c kPa _ Mati res r siduelles 13 5 G i statiques 5 35 pseudo statique Mat riau de recouvrement vo 3 2 0 3 Sable fin l che compact 190 3 0 4 Sable fin dense tr s dense 210 32 0 5 Silt 185 _ 28 0 5 xc 45 kPa 100kPa 6 Silt argileux argile silteuse 18 5 oo taux 2 Ai s 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane PEHD lisse 160 39 0 L p gy POL P j P pw y p won p pou qL mu wp Mq pp pu qp pgs 50 60 70 80 90 100 120 140 160
7. i 8gle s3 D 16 a Leg 5 Ds 2 0 zl el sl amp Hu ju 0 5 t lU ve z lo if a lt gt siolp lt wile O1 3512 4 a gt 5 5 5 Ti el o l o l wmw oislul Ones PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 04A PAGE 2 of 2 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING E SOIL DESCRIPTION w 5 E NUMBER OF 8 5 piu 8 REMARKS a a h BLOWSA5cm Q ul x 29 KS ON SO SON N Ki A 2 4 5 Ve A We Ve V4 X 4 w X Q 8 99 Fine SAND with little silt very dense dark grey 4 1 Munsell no moist non plastic noncohesive massive structure unoxidized SP SM CXXX KXXX 6 A A CH 2 OO 252 Ka 25 16 32 33 34 65 ON AAA lt x AA 6 Kaz Q2 A A w Q2 gt LX Ve A 4 9 w 79 SS X Aa a fa a ba ba MAA tete tetes 52 CX OH CX CH OG x CH 52
8. e C KJ 5 CH A A 2 A 52 OH 4 A A Q2 A 5 64 Lean CLAY with little sand stiff very dark grey SYR 3 1 Munsell no moist medium plasticity cohesive massive structure unoxidized CX 2 A D e Z 6 4 A A S X 4 79 e 79 X X 79 Wi X A 79 G i La Oh lt KJ G i WA Cement G i WA bentonite WO Lei KQ grout Q 5 L DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY APPROVED BY M C Wilson eng F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTWPROJECTS 051221 0 GPJ BLMW 2005 01 19 09 17 48 r Ee p PROJECT Hydrogeological Study N 0512210 BoREHOLE N PO 03 09C PAGE 2 of 3 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING EIS g 9 fe Je E E Els SOIL DESCRIPTION lt 9 85 w E 22 5 0 291 REMARKS a a lt O BLOWSh5cm a E a D z NA d 2 A Cd 2 2 KA WA Vi Gei Ge A Lei b i L i d yy E D i D i Gi B a m v A Ka
9. DESCRIPTION DU SOL OU DU ROC TYPE ET NUMERO PROFONDEUR m PROFONDEUR STRATICRAPHIE PIEZOMETRE RECUPERATION N ou RQD CONSISTANCE wp wn w 20 40 60 PENETROMETRE ESSAIS COUPS 0 3 m 20 40 60 80 LABORATOIRE ET IN STU RESISTANCE AU CISAILLEMENT kPa 20 40 60 80 Dote 91 08 12 MONTERVAL RAPPORT DE FORAGE 8 Client Le Groupe SNC Projet Inslalktion de pi zom tres For du 91 07 19 au 91 07 23 Localisation Site d enfouissement St Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage HW NW 2222 34 Pref nappe 4 68 le 91 07 29 i PENETROMETRE m DE ESSAIS COUPS O3m Eo 20 40 60 84 EB SENE 8 CONSISTANCE LABORATOIRE u Z gp DU SOL O DU ROC FIRE Mg Se RESISTANCE AU a 2 CISAILLEMENT 22 24 26 20 40 60 80 i Sable fin moyen avec des traces de b o 4 silt gris noirdtre Pr sence ne NE NEM d oxydation jusqu environ 2 5m de 72 P0 d i profondeur Odeur d hydrocorbure i i t Silt argileux avec des traces de sable gris S Ss silteuse avec des traces de sable gris Dole 91 08 19 MONTERVAL RAPPORT DE FORAGE Saree Projet No HG 127 2 E Client Le Groupe SNC Projet Installation de piezometres Fore du 91 07 19 ou 91 07
10. D F9 00 GE 9 T T7T TT ET ce e RAPPORT DE FORAGE LES LABORATOIRES SHERMONT 1998 INC 3 ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON Client Intersan Inc Remani CF Cuill re fendue Non Remani TS Tube Shelby WE Perdu TA Tari re Carotte de Roc CD Diamant BE Benne Peterson TETE gt 109 70 13 72 00 Sable silteux gris traces de gravier seit D Silt sableux gris un peu d argile traces de pravier Sable silleux gris traces de gravier Sable silt argile avec presence de cailloux Projet Etude hydrogeologi Site LES St Nicephore COUPE STRATIGRAPHIQUE CHANTILLON a EI x EF LE T Di 5 Gi gt E lt E A ci Di EIS DESCRIPTION DU SOL ET DU ROC 8 aZ 15 gt gt I amp alg ERE 25 113 4 G Granulom trie S S dimentom trie W Teneur en eau LL Limite Liquide LP Limite Plastique JOINTS RECUPERATION ESSAIS N RQD 50 75 OUVERT FERME REMPLISSAGE ESSAIS IN SITU ET LABORATOIRE Date du forage 98 05 26 au 98 05 28 Foreuse Diedrich ESSAI IN SITU ET DE L
11. Hydrogeo Canada RAPPORT DE FORAGE Projet 005667 orage PZ 92 04 2 Date 4 11 82 Diametre de forage 200 mm _ d analyse Fond du forage 9 85 m Grandonetie d installation _ Piezometre simple C Chimique Blevation superieure du tubage protecteur 19760 Lixiviat Elevation du sok 17 90 m Q Controle quaite Profit stratigraphique Protil es mE Description Amenagement d echantillon Analyse No IN SILTEUX BRUN IN SILTEUX GRIS 111 10 x to 1 w co Hydrogeo Canada RAPPORT DE FORAGE Projet 005667 Forage PZ 92 05 B C Date 29 30 10 et 2 3 11 92 pe Diamalre de forage 200 mm f I Type d analyse Fond du forage 19 70 m Goranlonetrige Type d installation _ Piezomeire double C Chimique Elevation superieure du tubage potectew _ 118 30 m L Lixiviat Flevation de sot _ 17530 Controle de aa Profil stratigraphique 5 Elev Profil Desoription Amenagement 5 588 22 lt 1 95 528 AR SS Recuperation 4 90 Echantiion BE i BN 15 J gt e a i Fa m F G d 46 I NX X W E GRIS AVEC UNO 77 77 PEU D ASILE 7 7 7 7 Z 7 7
12. P mn Sani an an ata ama an me kaen an me aman an Sat G i 99 Fine SAND with little silt very dense dark grey Wa 4 1 Munsell no moist non plastic noncohesive massive structure unoxidized bei 96 SP SM gt gt PS e 5 ge ei E 16 32 33 34 65 wA Ge n a E La wA Di 5 KEE Dei i Gi Ee 6 15 22 22 28 44 WA n wa D wA D WA WA WA WA an E Ee EE E une aka veel 4 WA WA Ze WA A M S i 66 E wA ei 10 22 24 40 46 by Ge wa Mo d Pe 2 WA WA WA WA Ge WA Wa m X a a ae Z m Z o Nec m G i gt 31 44 30 29 74 9 gt Le Gei WA Vi WAH reddish grey 7 5 4 1 Munsell no wet low WA Va e plasticity cohesive massive structure unoxidized Go WA G i 19 n HA ei ei AN ke gt PHP A aan aaa maa d f Wa ail WA W WA Va 2 PSA ME Wy Wy p Ge DO Bai G i WI 4 ba E PIS Sg CA CA 6 12 Z DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng GAENVIRONNEMENT GEOTECH_ET_TC GINTWPROJECTS 0512210 GPJ BLMW 2005 01 19 09 15 11 PROJECT Hydrogeological Study SOIL DESC
13. t3 elu B m NON DRAINE SCISSOMETRE CU kPA TIR Tr 2 NON REANIEE s Z gt m e lt m 6 n EE REMANIEE 55 E s a siE s LE 2 zz s z Si 3 coups mm 2 10 20 30 40 50 60 70 80 90 N i bs Dir i i E S a i i EN Je 22 99 Z 2 Jep 10 0 t 2 I i d o d i 1 E i i d 1 CD 11 50 0 oA i d ro m RAPPORT DE FORAGE LABORATOIRES SHERMONT 1998 INC Date du forage 98 05 20 au 98 05 20 Foreuse Diedrich Tubages Tari re Remarque Carottier NQ ETAT DE UECHANTILLON DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE Sondage 984 Site LES St Nicephore Pase 1 de Projet Etude hydrog ologique Remani CF Cuill re fendue G Granulom trie N P n tration Standard Non Remani TS Tube Shelby S S dimenlom trie Ne P n tration dynamique au c ne Perdu TA Tari re W Teneur en eau Cui R sistance Intacte au cone kPa Carotte de Roc CD Carottier Diamant LL Limite Liquide Cur R sistance Remani e au c ne kPa BE Benne Peterson LP Limite Plastique k Perm abilil cm s CHANTILLON JOINTS RESISTANCE AU CISAILLEMENT
14. w w w x CA VAYA aee e W RCE COO ON 9 4 797070 0 9 9 0 0 7 7 75 9 0 0 7 7 70 9 9 9 92 0 OR S OON 901 am OIHdVto KKK Cw EA DONNE CW UU 4 4 5 URS CNN 79 0 0 9 96060606060606050 696 569696565556 Y 5075458 66 X 391502 34 Cement entonite rout b g BOREHOLE LOG No RECOVERY GAENVIRONNEMENTIGEOTECH_ET_TC GINTWPROJECTS 0512210 GPJ BLMW 2005 01 19 09 14 57 v N N E gt ul lt LL D 5 e COORD m WATER LEVEL m AAAA N 2 IS EE 000000902000 OC C OC S OC OC ee ee 25 auger cuttings WATER LEVEL MEASURED BY 22 2 IS DEE traces of gravel medium massive structure dense dark grey 10YR 4 1 Munseli no wet SOIL DESCRIPTION SITE SURFACE noncohesive unoxidized SM M C Wilson eng non plastic 18 Fine SAND with few silt DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY Y TECSULT lt d e e 2 I DI ra m N N 10 e z ul a P e gt 84 gt 22 vl 5 Q 8 7 E 818 ulais G lt G gt s gt S o 6 ees ol se 2 ME Ka NI zu Ex g KUER
15. Date 91 08 13 MONTERVAL S E RA G Forage No F 3C orage No Client Le Groupe SNC Projet Installation de pi zom tres du 91 07 24 au 91 07 26 Localisation Site d enfouissement St Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage HW NW BW Prof nappe 4 61 le 91 07 29 COUPE STRATIGRAPHIQUE ECHANTILLONS PENETROMETRE COUPS 0 3 20 40 60 60 UMITE DE ESSAIS CONSISTANCE LABORATOIRE DESCRIPTION DU SOL OU DU ROC PROFONDEUR RESISTANCE AU CISAILLEMENT kPa 20 40 60 80 ET IN SITU PROFONDEUR m NIVEAU 7 PIEZOMETRE TYPE ET NUMERO ETAT RECUPERATION N ou STRATIGRAPHIE wp wn wi 20 40 BO CF 1 xX ul 2 Ter X 50128 x gt 90 Re x Sable fin silleux brun contenant des traces de mati re v g tale jusqu 3m de profondeur Compacit tres lache moyenne Sable silteux et graveleux gris Compacite tr s dense Till probable Date 91 08 19 MONTERVAL RAPPORT DE FORAGE PITT Projet No H67127 2 Client Le Groupe SNC Projet Installotion de piezometres du 91 07 24 au 91 07 26 Localisation Site d enfouissement St Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage HW NW BW Prof nappe 4 61 le 91 07 29 COUPE STRATIGRAPHIQUE ECHANTILLONS PENETROME
16. Golder Associ s JOURNAL PAR P Bureau V RIFI PAR M Limoges SUMMARY OF ATTERBERG LIMITS DETERMINATION ASTM D 4318 05 PROJECT NUMBER 09 1223 0048 PROJECT NAME WM WM Let St Nic phore DATE TESTED December 2009 Borehole Sample Depth Atterberg Limits No No m LL PL Pl F 09 09 CF 4 6 71 7 32 LL 18 1 PL 15 8 Pl 2 3 F 09 09 CF 6 7924853 LL 21 3 PL 16 7 PlC AO6 NbB F 09 09 CF 8 9 14 9 75 LL 19 2 PL 15 8 PI 3 4 F 09 09 TS 10 10 36 10 97 LL 20 0 PL 15 2 PI 4 8 A2Bs11 83 ELS18 8 PLt 149 pis8g F 09 09 TS 14 12 35 12 96 LL 26 2 PL 17 0 PI 9 2 A Checked By AMI Golder Associates e gt lt lt 3 E om 5 D Ee ee ers es ez 7 E cw N o Een r 50 LIQUID LIMIT Figure No Project No 09 1223 0048 e SPECIFIC GRAVITY TEST RESULTS ASTM D 854 06 TEST METHOD A PROJECT NUMBER 09 1223 0048 PROJECT NAME WM WM Let St Nic phore DATE TESTED December 2009 S Borehoe Sample Specific F 09 09 TS 10 2 68 ig 09 09 TS 14 2 75 Note Test carried out on soil particles lt 4 75mm using distilled water Checked By V Golder Associates SAMPLE IDENTIFICATION 09 1223 0048 Sample Number TS
17. 62 S Ki A Ve x X 79 kN Ki RER 13 26 SAND with few silt and gravel traces of clay TILL medium dense dark reddish grey 7 5R 3 1 Munsell wet non plastic thickly bedded and blocky structure unoxidized SM SS SS Bentonite 555555 AS SS SNS SS 54 13 15 17 amp SE SS SEH Sand Grade 0 NRN RWS e NS m x Medium SAND with few coarse sand little fine sand traces of fine gravel TILL dark grey 2 5YR 4 0 Munsell no moist non plastic thickly bedded and blocky structure unoxidized d Sl NG 1479 lt SN SS S WS e cwm SS SE Y SS 5 aS 5555555 CNS NS SN TS 2 DESCRIBED BY F Gagnon eng S Laforge tech I WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng E GAENVIRONNEMENTIGEOTECH_ET_TC GINTWPROJECTS 0512210 GP BLMW 2005 01 19 09 17 49 TecSULT BOREHOLE LOG PROJECT Hydrogeological Study Je 0512210 BOREHOLE N 03 09 PAGE 3 of 3 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm SOIL DESCRIPTION 16 87 BEDROCK Calcareous SHALE dark grey to black inclined bedding calcified fractures 60 95 25
18. COUPE STRATIGRAPHIQUE ECHANTILLON JOINTS RESISTANCE AU CISAILLEMENT E D NON DRAINE SCISSOMETRE CU SI S Sis Sei E Cie 28 o EIE 212191 g NON REMANIEE 3 oscmprion pu soL er ou 8 82 g alg Ed st 5 BE G 28 6 e amp N coups 300 mm E mg s e sje 8 ES 11433 10 20 30 40 50 60 70 80 90 Sable silteux brun un peu de mati re organique i m 980601 2 gt z xn e 111 59 Al 2 74 Sable silteux gris PES IB 990 11143 255 X x L 3 20 FIN DU FORAGE Ca f i i kb 1 r soc 4 00 p T 5 DH L i I i i i 5 00 6 00 a PEUR 7 00 b os x 8 00 x 9 00 d e LES LABORATOIRES SHERMONT 1998 INC ETAT DE L ECHANTILLON gt lt Remani Non Remani Perdu CF Cuill re fendue TS Tube Shelby Tari re BE Benne Peterson COUPE STRATIGRAPHIQUE PROFONDEUR m ELEVATION m to PROFONDEUR m Sable silleux brun un peu de mati re organique 1 00 Sable silteux gris 5 00 6 00 108 19 6 10 Silt gris argiteux 7 00 8 00
19. gt a COGEMAT f kPa Classification No L gende dela Inclinaison _ 100 200 300 400 01234567 Classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux a argile silteuse Unit 5 Sable silteux a silt sableux Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 m Profondeur atteinte 11 56 m Profondeur de la nappe 2 29 m Fichier PZC 03 07 grf Client Tecsult Inc Dossier G 03504 lat Sondage PZC 03 07 Projet Sondages au piezoc ne Op rateur JNB Endroit Site Intersan St Nic phore par JC MB 1nepuojougd qt MPa U kPa f kPa Classification No L gende dela Inclinaison 20 30 40 200 0 200 400 600 800 0 100 200 300 40001234567 Classification 0 2 4 6 810 Unit 1 Sol a grains fins sensible Unit 2 Sol organique Unit 3 Argile a argile silteuse Unit 4 Silt argileux a argile silteuse Unit 5 Sable silteux a silt sableux Unit 6 z in puoJoid 9 G gt Xp LU Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 m Cllent Tecsult Inc EE EE Profondeur atteinte 14 19 m Sondage PZC
20. 2065010 amp d Mottled E SI S i Laminated ra 12 Bedded 7 i ERA Claret beds L gal Lower division 16 GE EN cj A PN sees Mp Basal claret beds Bothkennar grave d MINA Reclaimed tidal flat Claret Beds Upper Division C3 C4 C5C5F1 A HW IB D4 Boreholes EE EE I EE A 2 2 2 2m O EE C Claret Beds Middle Division j BRE Piezocone 10 bgl Claret Beds Lwr Division 15m Basal Claret Beds Top of Bothkennar gravel jose fan 224 0 100m Piezocone proposal Paul et al 1992 x x amp 2 i Figure 5 5 Example of CPTU in a soft clay a showing ability to detect facies chan after Powell and Quatermann 1995 ges b showing better definition of lithological units Cone resistance MPa Cone resistance q MPa SOIL CLASSIFICATION 53 Noncohesive coarse grained Cohesive fine grained f 0 5 kPa 0 1 2 3 4 5 6 Friction ratio Figure 5 6 CPT soil behaviour type classification chart by Douglas and Olsen 1981 100 Cone resistance q MPa since penetration resistance is influenced by the horizontal effective stresses Jamiolkowski and Robertson 1988 However at present this has little practical benefit without a pri
21. 5 4 2 Munsell no wet non plastic noncohesive massive structure unoxidized 6 10 12 13 05 Idem to SS 02 becoming dark greyish brown Se 10YR 4 2 Munsell no SM m 6 7 9 46 dark grey 10YR 4 1 Munseli no moist non plastic noncohesive massive structure unoxidized ER 28 37 52 50 40 cm Fine SAND dense dark grey 4 1 Munsell 2 no wet non plastic noncohesive massive structure unoxidized SRS 4 CH 18 27 19 28 lt Cement bentonite grout A A z A LAAT SNE VV X Fine SAND with few silt dense very dark grey f 3 1 Munsell no moist non plastic noncohesive massive structure unoxidized x da bah KX I lt AN DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY Gagnon eng EE APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 14 00 resur TI BOREHOLE LOG conh PROJECT Hydrogeological Study LITHOLOGIC DATA SOIL DESCRIPTION DEPTH m DEPTH m Idem to SS 06 becoming medium dense Lean CLAY traces of sand dark grey 5YR 4 1 Munsell no moist stiff cohesive massive structure unoxidized gt Idem to SS 07B becoming of medium consistency and dark grey 2 5YR 4 0 Munsell no Idem to 55 08 Idem to SH 09 soft becoming very dark grey 2
22. 9 00 CM Carotte de CD Carottier Diamant DESCRIPTION DU SOL ET DU ROC So M lt RAPPORT DE FORAGE Projet Elude hydrog ologique Site LES St Nicephore Client Intersan Inc 98 05 18 au 98 05 19 Foreuse Diedrich Page 1 de 3 Dossier LAIS 014 Tubazes Tariere Date du forage Remarque Carottier NQ TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE G Granulometrie P n tralion Standard S S dimentom lrie Ne P n tration dynamique au c ne W Teneur en eau Cui R sistance Intacte au c ne kPa LL Limite Liquide Cur R sistance Remani e au c ne kPa LP Limite Plastique k Perm abilite cm s CHANTILLON JOINTS A RESISTANCE AU CISAILLEMENT T NON DRAIN SCISSOMETRE CU Sa elg zu E Ele mio va NON REMANIEE _ c L BImEBESg E SS amp 5uIEg amp REMANIEE ue e e 2s 28 Z N coups 300 mm SES 02 02 5 EE 10 20 30 40 50 60 70 80 90 xX LS o 0 6 q Ge SCH i Pur i j D GH z Case T CF 50 d Mord Sieg Ze CH lt A Rd CF 2 83 54 CF 3 100 17 2 GE SR QLS l LX ex DI lt x nw XX 2069006 KOK KS ho
23. AN 4 e XX lt gt Se X X A OO lt gt LS gt lt S QS S K 50 Ki 4 6 7 CX be SS 9 EN lt gt d 50505050506 NG X XX SS 25 N x KY KA Q2 5 w lt S D dem to SS 04 becoming dark reddish grey 10R Ka Ai KJ NA CH CH 9 4 CH 4l M II no Thi t 12 50 FH 4 WR Munsell no In sand layer a S m P P y Z lt 5 92 X A 4 z e 6 59 MS 2 55 9050500 7 X FILL SILT very stiff dark reddish grey 10R 4 1 Munsell no moist low plasticity cohesive massive structure unoxidized Q2 7 Ki QS QPL 13 26 2 e 79 46 RAT KAI VES KX AN mE A 252 RO 5 7 9 12 wa 2 2 Ce 5 A 2 CH Wi S KS CH FILL Well graded SAND very dense olive 5Y 4 3 Munsell no moist non plastic noncohesive massive structure unoxidized Traces of wood and organic matter at 15 78 m Bentonite LXXX 55 552505250 19 33 53 50 8 XD 2 XO lt gt 195019991 XD
24. End of borehole DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng DEPTH m DEPTH m REMARKS RECOVERY N blows 30 cm D S a a c 5 GRAPHIC LOG DETAILS TYPE A No SAMPLE ZZ Ee 2 PVC Screen Length 3 05m 2 2 A Bentonite HUN WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 17 GENERAL_AN 0217040 BH GPJ GENERAL GDT 14 12 10 M T PROJECT 021 7040 LOCATION St Nic phore Qu bec CLIENT Intersan BORING DATE 2002 07 08 SOIL PROFILE DESCRIPTION DEPTH SCALE METRES BORING METHOD STRATA PLOT GROUND SURFACE CONTRACTOR Succession Forage George Downing Limit e CME 75 RECORD OF BOREHOLE 2 02 1 PAGE 1 OF 1 DATUM Geodetic COORDINATES 392198 26E 5075456 49N DIP 90 SAMPLER HAMMER 63 5 Kg DROP 760 mm SAMPLES TEST RESULTS MONITORING NUMBER INSTALLATIONS GROUNDWATER AND ENVIRONMENTAL OBSERVATIONS PZ 02 01 VISUAL OBSERVATIONS U 5 P HYDRAULIC COND cm s 107 10 19 10 10 MAX VOC CONC ppm ADDITIONAL LAB TESTING RECOVERY BLOWS 0 3m PVC Elevation 108 90 m Moist to saturated compact grey SILT with some clay Becoming saturated 5 lt 9 5 ZIS gt c GRAVELLY SOIL wit
25. Padlock Water level 106 58 m Ground surface 109 33 m S ayay le EE d T 10 0 08 0 DEPTH IN METERS Legend Sample number BEDROCK 2002 10 07 150 mm 2 open bedrock hole Telescopic screen no 80 150 mm Bailed remoulded Soil sample INTERSAN INC Date 2002 11 25 Scale H Not to scale V 1 150 Drawn by M Tremblay Planned by C Tremblay Checked by J C t Approved by M Poulin Drawing no 02040 4100 A05 Project no 021 7040 4100 UNE FILIALE DE CANADIAN WASTE SERVICES EE E 06 0 EE 04 0 SEENEN Ae 02 0 ELEVATION IN METERS EE 00 0 HYDROGEOLOGICAL STUDY INTERSAN ENGINEERED LANDFILL ST NICEPHORE QUEBEC FIGURE BOREHOLE LOG AND INSTALLATION SCHEME A 5 WELL W 02 5 Drawing file 02040 4100 A05 dwg 2010 12 14 10 25am Protection cap Padlock eer eT eee eee reer er eer rere rere ere ere ree ene ne Nenek eea aane eea aan aee atene eee 124 0 Ground surface 122 86 m e 4 P j 1 i VIVERE YA Ed de d C91 CT wed Ab BR Re Dt Sa ge E GR EAE DE way w 122 0 d i i Sp I i 3 d Sah a Ba eg oe Leta ceding us 2 120 0 I 5L 118 0 j 6r f i E 7 H WEE e Ee gd HEE red v e e 6 0 ES H f i I i gl eme ATEN ER NENIEN TIN NATAS EREINEN ERA PA PAS 114 0 10 150 mm steel casing f i ga MR T
26. C TECSULT BOREHOLE LOG 3 CLIENT Intersan SURFACE ELEV m 111 176 TUBE ELEV m 111 940 SITE St Nic phore Landfill Site COORD m ROCK DEPTH m 15 52 Y 5076769 75 EQUIPMENT Diedrich D 50 donut hammer WATER LEVEL m DATE HOUR 108 335 24 11 03 14 50 00 SIZE SOIL HW ROCK HQ SAMPLE TYPE Dx REMOLDED SHELBY TUBE II oREcoveRv CORE VANE SAMPLING METHOD SS splitspoon SH shelby tube auger cuttings RC rock core V vane R refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING 2 22 Es 29 2 EK za gi NUMBER OF ISS jas s ox 22 REMARKS i E lt IO BLOWS 15 cm amp a e Lu 25 T S Fine SAND with few silt traces of roots very loose red 2 5YR 4 6 Munsell no moist non plastic noncohesive massive structure unoxidized E m Ke CH Fine SAND with some silt dense dark grey 5 4 1 Munsell no moist non plastic noncohesive massive structure unoxidized SM 6 2 S OC X A xx T S A V S E 5 X X e X 2 2 52 Q2 X XX KAS SONS 2 G i G i Le WA Lei Le K i m WA ry bur ueri EE A
27. KA 389 360 280 59 KA 207 187 142 49 46 0 399 369 287 65 M N 70 M M N 8 8 ja 391848 7 50759108 35 49 39 3 222 07 382 241 32 421 53 85 224 342 408 416 353 92 249 49 408 414 55 97 237 361 407 415 362 241 54 415 09 237 382 417 23 103 228 55 417 326 208 50 417 331 191 344 415 37 92 178 337 413 43 174 30 413 346 184 18 413 349 358 418 98 193 357 423 250 56 423 Tableau D 1 Moyenne Valeur Min Valeur Max 96 cart cart Tassement Tassement Tassement inf la sup la mm mm mm moyenne moyenne 150 155 125 179 20 16 144 115 168 20 16 228 183 266 20 17 312 255 356 18 14 385 316 437 18 13 115 2 247 199 286 19 16 337 276 384 18 14 408 335 462 18 13 423 347 478 18 13 357 293 406 18 14 85 66 100 22 18 229 185 266 19 16 346 283 394 18 14 410 336 465 18 13 417 343 472 18 13 357 292 406 18 14 92 71 109 22 18 254 206 295 19 16 353 289 401 18 14 410 336 464 18 13 416 341 471 18 13 359 294 408 18 14
28. NON DRAINE SCISSOMETRE CU m iE m E NON REMANIEE ran Di tz EB DESCRIPTION DU SOL ET DU ROC 5 Sa sss RUE SIS zi SIE s a N coups 300 mm D a G 2 lt 10 20 30 40 50 60 70 80 90 03 4 a 9 o 4 f L as Oo 4 i i o 22 bum EE 9 d LS am 4 190 Ir 0 i I H p E 82 00 9 SS x x ILC 100 71 peur 4 H 22 71 Calcaire argileux gris fonc SR I P3 00 nd a 1 oa 931 30 Con i L 20 9 E i 0 00 9 19 94 i 2423 FIN DU FORAGE 1 i PROFONDEUR m SES te ee ge ele E sa e D 00 TT TT c a c ce D gt 7 00 8 00 TTT e gt x ka ES LES LABORATOIRES ETAT DE L ECHANTILLON Perdu WO Carotte de Roc CD Carottier Diamant as ea Ex 212 415 Ta SHERMONT 1998 INC Remani CF Cuill re fendue Non Remani TS Tube Shelby TA Tari re BE Benne Peterson COUPE STRATIGRAPHIQUE DESCRIPTION DU SOL ET DU ROC Sable brun un peu de silt TYPE DE L ECHANTILLON 4 57 Sable silteux gris Silt
29. PROJET 09 1223 0048 PAGE 1 DE 2 LOCALISATION Saint Nic phore Qu bec CLIENT Waste Management i i imit COORDONN ES 391823 E 5076045 N ENTREPRENEUR Succession Forage George Downing Limit e PLONG E 90 DATE DU FORAGE 2009 11 30 MARTEAU D CHANTILLONNAGE 63 5 kg COURSE 760 mm STRATIGRAPHIE CHANTILLONS OBSERVATIONS ET R SULTATS RESIS PENETRATION DYNAMIQUE L V 1 TENEUR EN EAU DESCRIPTION w PROF 20 40 0 0 m tres DATUM G od sique 5 DE PUITS D OBSERVATION ET NIVEAU X D EAU SOUTERRAINE m tres M THODE DE FORAGE ESSAIS DE LABORATOIRE PROFONDEUR ou RQD RESIS CISAILLEMENT Nat 4 Cu kPa Rem 0 40 8 NUM RO R CUP RA COUPS 0 3m Surface SABLE fin SILTEUX gris dense tr s dense satur FORAGE PAR ROTATION TARI RE VID E 200 mm SILT SABLEUX gris pr sence de lits de sable l che satur SILT gris un peu de sable traces d argile structure interlit e compact satur ML SILT ARGILEUX gris un peu de sable structure interlit e tr s raide satur CL ML SILT gris avec interlits de sable silteux traces de coquillages compact satur ML Devenant gris fonc un peu d argile traces de sable lits de silt sableux l che satur SILT ARGILEUX gris ferme SILT gris fonc
30. amp 2 2 81 2 ais E oa jale ci D I Be 110 05 Silt gris un peu d argile f traces de sable Ar E m H Sill argileux gris traces de sable ECHANTILLON JOINTS ESSAIS IN SITU 98 05 09 au 98 05 11 Foreuse Diedrich ET LABORATOIRE Sondage 988C Page 2 de 3 Dossier LAIS 014 Tubages Tari re Carottier NQ ETAT DE L ECHANTILLON TYPE DE L CHANTILLON ESSAI IN SITU ET DE LABORATOIRE N P n tration Standard Ne P n tralion dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilit cm s RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU kPA NON REMANIBE REMANIEE TI N coups 300 mm 10 20 30 40 50 60 70 80 90 Ml TNI RES gt lt lt T T D T TT E ce ce LES LABORATOIRES SHERMONT 1998 INC ETAT DE L ECHANTILLON Remani CF Cuill re fendue ZZA Non Remani TS Tube Shelby BEN Perdu Tari re OM Carolte de Roc CD Carottier Diamant BE Benne Pelerson COUPE STRATIGRAPHIQUE DESCRIPTION DU SOL ET DU ROC PROFONDEUR m ELEVATION in PROFONDEUR m RAPPORT DE FORAGE Site LES Remarque C
31. gt KO 107 SAND with few silt medium dense dark grey 10YR 4 1 Munsell no wet non plastic noncohesive massive structure unoxidized SM lt QN KAN hh x R7 46 7 2 A Va 6 X X lt S a 9 WA Wd LN x S QU Ve Ka CX A KJ RI 2 6 Ki CH 6 CH A C CH 4 CH e Ki 7 9 Ch e ww SSK Q2 CH ch 2 A e A A Idem to SS 02 becoming dense dark grey 2 5Y Yq S 6 410 Munsell moist Kai WA 17 16 25 29 41 4 5 4 52 9 Och AN KJ 52 KA L 5 Q RA KY W KY Wi S 552 AN CH gt 2 KS ch 2 ch NX AN Q2 z 4 e 2 6 Ka aS Qe 4 gt A A D i be s m G i Gei Idem to SS 03 becoming very dense dark grey 10YR 4 1 Munsell no SM 4 OO Ce ve Wa V RS KAI lt x 52 bb
32. lt AN x PSA 23 Gs EN lt 6 I 3 11 12 12 N ch Q2 2 6 e Ma amp 2 d x gt lt A KI X A Qa 2 R2 X Q X X eX bh X bh 9 S v ba Da Da Bb COQQ 2 12 18 18 2 CH CH e 4 A 4 ch 2 4 CH A CH 6 Ya 6 Q2 A A eS X lt S Ye Q2 e w Q Q2 A 7 Wa 2 e 6 gt X X X 79 X eX bh e Ka A x ab Ka OS KS XX ON lt CH 4 CH 6 Oh hi bh e A Q A Ne Z Q2 A Yq Presence of white fragments shells S v 50 X 9 6 X X X iX Q2 9 29 47 50 10 NI K NA SS VN KAN VS Ki 52 lt x x lt x e Cement bentonite grout 6 A e Z A Q A dch mE SS PSA Wn CID Q2 A v 77 4 A 19 19 26 48 45 79 EX Ki t 79 SS X 2 KAI DO db KAS XX RAIN alliant laqa ga pa lumata l F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTWIPROJECTS 0512210 GPJ BLMW 2005 01 19 09 13 TECSULT f BOREHOLE LOG con t PROJECT
33. traces of fine sand dark grey 2 5YR 4 0 Munsell no wet non plastic noncohesive Coarse GRAVEL TILL traces of silt moist SILT with some gravel and few sand traces of clay 2 20 TILL dark grey 10YR 4 1 Munsell no moist seems low plasticity cohesive GM GC Send Grade 1 Boulders DL j 2972 Coarse GRAVEL with few silt TILL dark grey 2 5YR 4 0 Munsell no moist non plastic noncohesive 1 PVC Screen Open 0 025mm Diam 50mm Length 3 05m BEDROCK Calcareous SHALE black graphitic with slaty cleavage 15 calcite nodule calcified fractured zone from 32 30 to 32 90 m 33 22 End of borehole TS ieee 220 DESCRIBED BY APPROVED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng M C Wilson eng G ENVIRONNEMENTIGEOTECH_ET_TC GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 16 13 Yesu BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 07A PAGE 1 of 1 SITE St Nic phore Landfill Site COORD m Y 5076772 93 EQUIPMENT Diedrich D 50 donut hammer WATER LEVEL m DATE HOUR 111 064 24 11 03 14 46 00 DATE STARTED 11 11 03 DATE ENDED 11 11 03 SAMPLE TYPE REMOLDED Z SHELBY TUBE SAMPLING METHOD HNO RECOVERY 55 splitspoon
34. 2 15 22 22 28 44 b i p 58 So 95 us Ca 1158 02 2 0 Bentonite 12041 Idem to 55 04 becoming dense dark grey 2 5YR 4 0 Munsell no moist Sand Grade 0 a 10 22 24 40 146 KW WW Du e RENE ER c MN 47 DRONE gt lt gt lt are 2 Diam 50mm Length 1 52m 14 63 End of borehole DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng GA ENVIRONNEMENTIGEOTECH_ET_TC GINTWPROJECTS 0512210 GPJ BLMW 2005 01 19 09 14 58 Ut OC 0 SMOIq N AldAVS ON 9 ddAL S11V13q 901 KN AIRES 506060555555 5 06 TANANAN NO RECOVERY CREMER bb ba be hha ee bb ha he ha ee ease el BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N 03 04 PAGE 1 of 3 SURFACE ELEV m 122 433 COORD m WATER LEVEL m e X AC auger cuttings TUBE ELEV m ROCK DEPTH m Y 5075452 17 X 391509 93 MAX DEPTH m 15 10 00 core MD VANE RC rock core V vane refusal INSTALLATION SAMPLING amp TESTING NUMBER OF REMARKS BLOWS 15 cm F Gagnon eng GAENVIRONNEMENTIGEOTECH ET TCIGINTWPROJECTS10512210 GP J BLMW 2005 01 19 09 15 10 WATER LEVEL MEASURED BY SHELBY TUBE medium SH shel
35. 2 59 5 11 17 16 28 3 91 Sand Grade 0 idem to 55 03 becoming very dense very dek 1 grey 2 5Y 3 0 Munsell no moist SM 18 36 21 24 57 Wn PVC Screen Diam 50mm Length 1 53m DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng GA3ENVIRONNEMENTYIGEOTECH TCIGINTWAPROJECTS10512210 GPJ BL MW 2005 01 19 09 15 2 d TeCSULT BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 08C Pace 1 of 4 CLIENT Intersan SURFACE ELEV m 114 172 TUBE ELEV m 114 967 SITE St Nic phore Landfill Site COORD m ROCK 26 47 Y 5076612 21 FIRM Forage Comeau X 392160 09 MAX DEPTH m 28 04 WATER LEVEL m DATE HOUR 113 802 24 11 03 09 30 00 EQUIPMENT Mobildrill P 31 donut hammer SIZE SOIL HW ROCK HQ DATE STARTED 03 11 03 DATE ENDED 05 11 03 SAMPLE TYPE DX REMOLDED 7 SHELBY TUBE NORECOVERY CORE VANE SAMPLING METHOD SS splitspoon SH shelby tube auger cuttings RC rock core V vane R refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm SOIL DESCRIPTION REMARKS DEPTH m or RQD in N blows 30 cm Fine SAND with little silt loose red 2 5YR 4 8 Munsell no moist non plastic noncohesive massive struc
36. 2L d m 2002 10 07 Hy E PNA AN ae RE 110 0 im 5A Rs g eh RIRES 5 5 RA I Dn CN 18 105 0 gt z H EC 2 SILT WITH SOME CLAY lt SC m BAT DE 100 0 sas W s TS 28 7 220222202026 e EE 95 0 2 30 ee 150 mm open bedrock hole rb ne EE ES ak hese tates Ws oh 97s s Co And eel Fe ol gn 90 0 Se BEDROCK 2 36 38 eene eee 85 0 40 L Legend Sample numbers His 118 RS Remoulded sample sampler 102mm Scale Drawn by Dae 2002 11 25 M Tremblay Planned by H Not to scale V 1 250 C Tremblay Checked by J C t Approved by M Poulin Drawing no 02040 4100 A02 Project no 021 7040 4100 INTERSAN INC UNE FILIALE DE CANADIAN WASTE SERVICES HYDROGEOLOGICAL STUDY INTERSAN ENGINEERED LANDFILL ST NICEPHORE QUEBEC FIGURE BOREHOLE LOG AND INSTALLATION SCHEME A 2 WELL W 02 2 Drawing file 02040 4100 A02 dwg 2010 12 14 10 24am Date Drawn by DEPTH IN METERS Protection cap AID GRAVELLY SAND TS 7 n Ram qc E GE EE Gravel pack 4r BEDROCK Pipe size screen no 90 200 mm 0 Legend Sample number Bailed remoulded Soil sample Checked by 12 0 10 0 08 0 06 0 04 0 02 0 00 0 96 0 ELEVATION IN
37. 392577 41 WATER LEVEL m 111 395 DATE ENDED 19 11 03 DG REMOLDED 7 SHELBY TUBE SH shelby tube No RECOVERY AC auger cuttings CORE V vane RC rock VANE R refusal o NUMBER OF REMARKS BLOWS 15 cm SAMPLE RECOVERY E N blows 30 cm or RQD in Yo d gt gt OX 555 d X lt gt d lt X x X x lt gt 000 lt lt x RR XX 5255 555525 4 555 990000 Bentonite o 6 11 17 23 5 49 e e D Sand Grade 0 70 50 8 cm R 11 6 10 100 35 50 10 R eR WATER LEVEL MEASURED Gagnon eng GAENVIRONNEMENTAGEOTECH ET TCYIGINTWPROJECTS 0512210 GP BLMW 2005 01 19 09 14 14 Aerer BOREHOLELOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 03B PAGE 1 of 2 CLIENT Intersan SURFACE ELEV m 113 562 TUBE ELEV m 114 334 SITE St Nic phore Landfill Site COORD m Y 5076544 87 EQUIPMENT Diedrich D 50 donut hammer WATER LEVEL m DATE HOUR 111 724 24 11 03 SIZE SOIL HW ROCK DATE STARTED 19 11 03 DATE ENDED 19 11 03 SAMPLE TYPE REMOLDED SHELBY TUBE NO RECOVERY SAMPLING METHOD SS splitspoon SH shelbytube auger cuttings 10 20 00 I VANE RC rock V R refusal
38. 6 A 79 79 79 ab bh 9 79 79 77 XXX X X SILT with few sand hard dark grey 4 1 Munsell no wet non plastic noncohesive massive structure ML A XX SNS REX 25 17 16 11 CH SN e XK AX e CH S amp S xX AA 4 A OON AAA CN y A Ki SAND with some silt and little gravel TILL traces of silt very dense dark grey 2 5YR 4 0 Munsell no wet bedded structure SM Q2 X 2 2 e ee Ki LAJ ON e OAM NS bh N LN 42 35 41 39 36 DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng D NS D x GAENVIRONNEMENTIGEOTECH_ET_TO GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 16 1 Me AE Cy TECSULT BOREHOLE LOG con t PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 06C PAGE 3 of 3 INSTALLATION SAMPLING amp TESTING ele i gt E zo a o5 Dr Gs D SOIL DESCRIPTION 59 S NUMBEROF 85 i WW as 99 REMARKS BLOWS 15 cm 5 X LL a 29 K Wn Presence of cobbles 23 cm at 24 4 m GRAVEL with few silt and sand TILL dark grey 2 5YR 4 0 Munsell no wet non plastic noncohesive GM Boulders of calcareous shale Bentonite GRAVEL with few silt TILL
39. A 2 2 X x X Q2 Ye Q Q2 50 MS 7 Y S 2 79 52 52 K 52 K Ki x Idem to SS 02 becoming dense dark grey 2 5Y 4 0 Munsell no moist KA KA AN OQ Ka KXX AN O KI CH 63 17 16 25 29 41 Ki lt N Ch XA e gt 2 e e AX Q R7 Z Q2 X 7 x c gt 7 X X KW ch 6 Q Q S e S S Ai KJ S 52 CX cS CX cS Q2 Idem to 55 03 becoming very dense dark grey 10YR 4 1 Munsell no SM 2 2 NW 2 6 CH CH NS AN 2 AN 4 e bentonite grout e x NG A 4 A 50 6 je xx X z Q Ki 7 v X A 79 2 52 ai 2 KAI S 6 52 OQ 2524 COO AN CH d CH Ve 4 DN KY DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Ga
40. Etude hydrogeologique LABORATOIRES Site LES St Nicephore boc SHERMONT Client Intersan Inc Dossier LAIS 014 _ Sondage 982C 1998 INC Date du forage 98 05 22 au 98 05 22 Foreuse Diedrich Tubages Tariere Remarque Es Carottier NQ 1 DE L ECHANTILLON TYPE DE LECHANTILLON ESSAI IN SITU ET DE LABORATOIRE i gt lt Remani CF Cuill re fendue G Granulom trie N P n tralion Standard I Non Remani TS Tube Shelby S S dirnentom trie Ne P n tration dynamique au c ne Perdu Tari re W Teneur eau Cui R sistance Intacte au c ne kPa Carolte de Roc CD Carottier Diamant LL Limite Liquide Cur R sistance Remani e au c ne kPa Peterson LP Limite Plastique k Perm abilit cm s COUPE STRATIGRAPHIQUE CHANTILLON JOINTS e RESISTANCE AU CISAILLEMENT LE zla us D NON DRAINE SCISSOMETRE CU e 5 gt a ZO a I Ez 5 EI BS Sz 5 NON REMANIEE x DESCRIPTION DU SOL ET DU ROC asa REMAN E ns d E mo 28rl UIBIxISIEIE m E a E lt N coups 300 mm Ale a Eege 11179 Z 10 20 30 40 50 60 70 80 90 10 67 Sable brun gris traces de 1 00 silt dd E 111 05 lt 2 00 2 25 Ce x 2 Ken CS KEEN SE VE c3 ee 2 c 4 PEN 1
41. Fine SAND traces of silt loose dark reddish grey Lf 10R 3 1 Munsell no wet non plastic noncohesive massive and granular structure unoxidized Se xi E I 9f Fine SAND with few silt medium dense dark reddish grey 10 4 1 Munsell no wet non plastic noncohesive massive and granular structure unoxidized SM Idem to SS 02 becoming dense and dark grey 4 1 Munsell no Fine SAND traces of silt medium dense dark reddish grey 10R 4 1 Munsell no wet non plastic noncohesive massive and granular structure unoxidized 64 Fine SAND with some silt very dense reddish grey Zu 10R 5 1 Munsell no moist non plastic noncohesive massive and granular structure unoxidized presence of two sheils white 107 63 End of borehole 9 20 DESCRIBED BY F Gagnon eng S Laforge tech x APPROVED BY M C Wilson eng SH shelby tube AC auger cuttings rock core refusal NUMBER OF BLOWS 15 cm REMARKS RECOVERY blows 30 cm or RQD in GRAPHI os DETAILS Q2 A Ve 4 V XX e S SHS o N 5 NI eX KN KAI a ba bah QU 7 SOK 55559 3 11 12 12 6 52 2 Ki A 2 AX o N A OK a OX A KS S SS dc X 9 A A Ki 7 Q2 K gt eX LAJ X Cement bentonite grout QU 4
42. Hydrogeological Study i N 0512210 BOREHOLE N PO 03 01C PAGE 2 of 2 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 DEPTH m DEPTH m SOIL ees SR ON REMARKS d S2 e A AN Idem to 55 06 becoming very dense Ne A T 96 34 56 15 7 eX ki X X X lt KAI lt e OX A DETAILS SAMPLE RECOVERY blows 30 cm or RQD in SJ w We WON 10 06 Silty CLAY with few sand stiff dark grey 7 5YR 4 0 Munsell no moist medium plasticity massive structure unoxidized NA 9 AA 2 CH Ki CH NA NG lt s Ki 6 X A L7 eX e eX X NI X e X 2 Ki eX K X 2 5 OOOO ION KKK ION 44 Sch 74 Lean CLAY traces of sand thin sand layer 1 mm vo at 12 65 m soft dark grey 7 5YR 4 0 Munsell H no moist medium plasticity cohesive bedded structure unoxidized CL 774225552 SIO 5252565 RKKKK SII OQ ww AN CRRA ACK l j S E Si M M 14 78 RDS x 2 79 SILT with few gravel and sand TILL thin layer of gravel with few silt 8 cm at 15 35 m dark grey GC 4 1 to 7 5YR 3 0 Munsell no moist non to low plasticity noncohesive bedded structure E unoxidized Bentonite io B
43. PROFONDEUR 3 60 n ELEVATION DU TERRAIN ET NIVEAU DE REFERENCE S TECHNICIEN R J eg lt LARGEUR LONGUEUR As chanti Gla Wc te eur en eau i sl pare 89 09 05 Gs pr lev Sloman __ AG rase ia ECHANTILLON P systeme de loc Incem eoe f DESCRIPTION EE oe SN sai e Le Silt argileux gris traces de sable 3 6 EN 3 60 m e SE E PROFONDEUR DE L EAU Absertte DATE 85 09 PROFONDEUR DE L EAU 5 IO amp F sw oc a8 7 5018 000 CE X 72800 rue pan GEOROCHE LT E Sainte Foy Qu bec a Ah G otechnique hydrog ologie Canada 354 et contr le d s mat riaux 418 653 8387 T lex 051 31593 RAPPORT DE PUITS D EXPLORATION DE TROU A TARIERE PR ur Site d enfouissement Sanitaire Ts No du Sondage 5 2 PROFONDEUR 0 20 m ELEVATION DU TERRAIN NIVEAU DE REFERENCE NS LARGEUR LONGUEUR d y TECHNICIEN R J As chantillon la tari re TT Wes teneur en equi gt DURE Gs pr lev la moin Ag analyse granulom trique DATE DESCRIPTION ET OBSERVATIONS Yas masse volumique s che PROFONDEUR DE L EAU Absente Garg 95709 PROFONDEUR DE EAU DATE H Le RAPPORT DE PUITS i PROJET Site d
44. Page 1 de 1 Forage No F 3A Fore du 91 07 12 au 91 07 12 Morteau 63 5 Chute 0 76 Prof nappe 4 58 le 91 07 29 PENETROMETRE COUPS 0 3 m 20 40 60 80 LIMITE DE ESSAIS CONSISTANCE LABORATOIRE wp wn wi IN SITU RESISTANCE AU CISAILLEMENT kPo 20 40 60 20 40 60 80 Date 91 08 13 MONTERVAL Client Le Groupe SNC Localisation Site d enfouissement 51 Niveau de r f rence Tu Forage sans chantillonnage pour installation d un piezometre oae fn silteux Selon forage Sable silteux et graveleux Till probable Selon forage F 3C FIN DU FORAGE NOTE Trou de forage rempli ou dessus du bouchon de bentonite sup rieur l aide des mot rigux provenant du forage et scell l oke de mortier sur les 0 60msup rieurs RAPPORT DE FORAGE Projet No HG 127 2 ba e TARIERE Projet Installation de piezomelres EEN COUPE STRATIGRAPHIQUE ECHANTILLONS asa ass L UMITE DE ESSAIS COUPS 0 3 m s Les CONSISTANC EE CS DESCRIPTON GIE MEL 5 e zl E 2 SS DU SOL OU DU ROC E ia ci ET Kam RESISTANCE AU a CISAILLEMENT kPa 20 40 BO 20 40 60 80 Page 1 de Forage No F 3B Fore du 91 07 15 au 91 07 15 Morteau 63 5 Chute 0 76 Prof nappe 4 47 je 91 07 29
45. S SS y 555 S Idem to RC 17 becoming dark reddish grey 10R 3 1 Munsell no non plastic noncohesive D S N Ce NY AN 55 SS SS SSS N 5555 N PVC Screen D Diam 50mm Length 3 05m aN D COBBLES and or BOULDERS with little coarse ZZ gravel traces of sand silt and little gravel till very BAZ RSS dark grey 7 5YR 2 5 0 Munsell no wet non plastic noncohesive bedded and blocky Structure unoxidized BEDROCK Calcareous SHALE black graphitic with slaty cleavage 45 and calcified fractured zone from 26 80 to 28 04 m End of borehole 171117 WATER LEVEL MEASURED BY DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 15 4 BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N 03 06 PAGE 1 of 2 mt ii CLIENT Intersan SURFACE ELEV m 128 786 TUBE ELEV m 129 766 a SITE St Nic phore Landfill Site COORD m Y 5077024 05 SC FIRM Forage Comeau i X 392504 03 MAX DEPTH m 20 12 EQUIPMENT Mobildrill P 31 donut hammer WATER LEVEL m DATE HOUR 112 900 222 24 11 03 11 10 00 SIZE SOIL HW
46. SAMPLE gt REMOLDED SHELBY TUBE NORECOVERY CORE VANE j SAMPLING METHOD SS splitspoon SH shelby tube auger cuttings rock core V vane refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING zg g E 5 NUMBER OF 8 7 SOIL DESCRIPTION g3 lt amp 133 8 REMARKS iu o 65 BLOWS 15cm I a a S5 T i D z E 128 51 SITE SURFACE FILL Fine SAND traces of silt medium dense m e A L brown 7 5YR 4 2 Munsell no moist non plastic noncohesive massive and granular structure A CX 55 NN 5554 gt lt CX s x x eX 50 lt x 5 S RSS E idi D wa Vi unoxidized Seat 2 2 ol Z KAKI wA wa 5 Sai Le Cl Er E S 06 WA 6 je boc ES E SCH XX d i LA a Ei E Hal E Go GE 2 RSS E Ka Va En Ka Doo WA Wi 552 Ei m DOC wn pu reddish grey 10R 4 1 Munsell no moist low WA WA YA A Lei idi MA FP Vd plasticity cohesive bedded structure unoxidized bl A va d s boo MA 2 M KA V e X lt KX NO NS lt lt DS ee LANTZ QNS gt 2 x 5 Es x lt SN y OX lt lt LK SK RR 5 lt gt 5 2s 5 55 SK lt gt OX 90 NN 059 5757 4 KA A 4 4 16 16 4 A Q2 A T x d deo X A 6 25 FILL Fine SAND medium
47. Sample Height cm 1 90 Unit Weiqht kN m Sample Diameter om 6 34 Drv Unit Weiqht kN m Area 152 Specific Gravity measured 7 7 Volume cm 59 89 Solids Height cm Water Content 27 80 Volume of Solids cm Wet Mass g 119 86 Volume of Voids cm 93 79 egree of Saturation 96 TEST COMPUTATIONS B Mdb Average Pressure Height Height mv kPa cm cm m kN 0 00 4 78 8 48E 02 5 62 04 4 67 06 9 50 1 52 01 6 69 04 9 95E 06 19 59 2 15E 02 4 23E 04 8 91E 07 39 07 2 49E 02 2 16E 04 5 27E 07 77 93 1 23E 01 1 37E 04 1 65E 06 155 52 1 04E 01 1 42E 04 1 44E 06 309 65 1 17E 01 1 84E 04 1 54E 06 619 81 3 48E 02 1 22E 04 4 16 07 1241 76 5 46E 02 7 96E 05 4 26E 07 2486 09 1 88E 02 2 88E 05 5 29E 08 1241 76 309 65 77 93 19 59 4 78 Note k calculated using cv based on tgo values SAMPLE DIMENSIONS AND PROPERTIES FINAL Sample Height cm 1 67 Unit Weight kN m Sample Diameter cm 6 34 Div Unit Weight kN m Area 31 52 Specific Gravity measured Volume cm 52 57 Solids Height cm Water Content 96 22 07 Volume of Solids cm Wet Mass g 114 49 Volume of Voids cm Dry Mass g 93 79 z N E gt E d n HI A 5 e gt HYDRAULIC CONDUCTIVITY cm s CONSOLIDATION TEST CV cm s VS PRESSURE kPa BH 09 09 SATS 14 PRESSURE kPa CONSOLIDATION TEST MV vs PRESSURE kPa BH F 09 09 SA TS 14
48. Saturated compact grey SILT with some clay and sand With gravel occasionnal shells sand seams ROTARY WASH HQ CORE BARREL Moist dense dark grey SILTY SAND trace of clay and gravel SAND AND GRAVEL with boulders trace to some silt BEDROCK Highly fractured grey CALCAREOUS SLATE Bentonite cement grout 105 97 m 2002 10 07 Bentonite Silica sand PVC Screen 7 Dia 51mm Slots 0 25mm Length 0 95m Silica sand Bentonite DEPTH SCALE ALONG HOLE 1 100 END OF BOREHOLE Golder LOGGED M Beauchamp CHECKED J C t GENERAL_AN 0217040 BH GPJ GENERAL GDT 14 12 10 M T PROJECT 021 7040 CLIENT Intersan BORING DATE 2002 06 27 DEPTH SCALE METRES BORING METHOD STRATA PLOT RECORD OF BOREHOLE _ PZ 02 4 LOCATION St Nic phore Qu bec SOIL PROFILE DESCRIPTION GROUND SURFACE SAMPLES TEST RESULTS NUMBER CONTRACTOR Succession Forage George Downing Limit e CME 75 RECOVERY PAGE 1 OF 1 DATUM Geodetic COORDINATES 391844 89E 5075491 13N DIP 90 SAMPLER HAMMER 63 5 Kg DROP 760 mm VISUAL OBSERVATIONS y S M P MONITORING INSTALLATIONS HYDRAULIC COND cm s 107 10 19 10 10 GROUNDWATER AND ENVIRONMENTAL OBSERVATIONS or RQD MAX VOC CONC ppm BLOWS 0 3m ADDITIONAL LA
49. Silt 6 Silt argileux argile silteuse 7 Till 8 Socle rocheux volume imp n trable 9 G omembrane en PEHD lisse Elevation m e ECK KEE ET s Propri t s y kN m 30 statiques 35 pseudo statique a ae imp n trable 16 0 c KPa 5 45 kPa 100 taux de 25 0 0 0 70 0 72 0 74 0 76 0 78 0 80 0 82 0 84 0 86 0 88 0 90 0 92 0 94 0 6 098 1 00 1 02 1 04 1 06 1 08 1 10 1 12 1 14 1 16 1 18 1 20 1 22 1 24 Distance x 1000 Golder Associ s ei Coupe flanc Est condition pseudo statique 0 06g rupture le long de la g omembrane Figure C 10 ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat ri Propri t s rh KN m c kPa Mati res r siduelles 13 5 v statiques 5 35 x statique Mat riau de recouvrement 2 0 3 Sable fin l che compact 0 4 Sable fin dense dense 20 3 0 e 5 Silt 185 j 28 ___ 0 SEA 45 kPa 100kPa 6 Silt argileux argile silteuse 18 5 taux n kPa m Ai LE 0 8 Socle volume imp n trable imp n trable 9 G omembrane en PEHD lisse 16 0 9 0 10 0 10 20 30 40 50 60 70 80 90 100 120 140 180 180 200 220 240 280 280 300 320 340 360 380 400 420 440 Distance Coupe flanc Ouest condition statique Fi
50. becoming dark grey 7 5YR 4 0 Munsell wet SM Lean CLAY traces of sand very soft dark grey 7 5YR 4 0 Munsell no wet low plasticity cohesive massive structure unoxidized CL Idem to SS 05A becoming dark grey 2 5Y 4 0 Munsell no medium plasticity Lean CLAY traces of sand CL Idem to SH 06 becoming soft dark grey 2 5Y 4 0 Munsell no medium plasticity End of borehole DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng lt 2 S Se 4 N 0512210 BOREHOLE N PO 03 03B PAGE 2 of 2 INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm REMARKS N blows 30 cm or RQD in DETAILS SAMPLE RECOVERY 100 35 50 10 R K x PVC Screen Open 0 025mm Diam 50mm Length 1 52m WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTWIPROJECTS10512210 GPJ BLMW 2005 01 19 09 14 29 Y TECSULT PROJECT Hydrogeological Study CLIENT Intersan SITE St Nic phore Landfill Site FIRM Forage Comeau EQUIPMENT Diedrich D 50 donut hammer SIZE SOIL HW DATE STARTED 18 11 03 SAMPLE TYPE SAMPLING METHOD ROCK HQ DATE ENDED 19 11 03 SS split spoon SH shelby tube LITHOLOGIC DATA INSTALLATION SOIL DESCRIPTION E D ul a DEPTH m 5 FILL SILT with little fine san
51. d amp N a inc PLAN REP RE AUCUNE CHELLE N 2 o gt i N SZ CRE aN NDA GE BA 927 2N N KAL ER wap FRE Ss 2 03 14 y Sc d PZC 03 15 v PO 03508A P NS f N e L GENDE is Sondage au Pi zoc ne PZC 03 01 PZC 03 01 3 1 i 1 Note k j Date lt ote Le fond de ce dessin provient du plan 12210 101 qui nous t fourni por la firme Tecsult inc 11 12 2003 Dossier no Dessin lt 03504 1 gt a i Dessin par V rifi par M B qu E EN COG EM AT INC ANNEXE 2 Essais au pi zoc ne PZC 03 01 PZC 03 15 qt MPa U kPa f kPa Classification No L gende dela Inclinaison 10 20 30 40 400 0 400 800 12000 100 200 300 400 500 012234567 classification 0246810 lt 2h Sen Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse e BEN VIN U a a JA IL Unit 4 M eu el Silt argileux 0 pe argile silteuse O Ges 0045 Unit 5 S Sable silteux 2 silt sableux E oe Unit 6 3 Sable propre sable silteux Unit 7 Sable gra
52. enfouissem nt sanitaire ENDROIT St Nic phore ELEVATION DU TERRAIN ET NIVEAU DE REFERENCE LARGEUR LONGUEUR DATE_85 09 05 syst me del classification TECHNICIEN X J As chantillon Ja tari re Gs pr lev la main ECHANTILLON poids T esses ma loe no RARE MT 3 er We teneur en it Ag anglyse granulom trique Fin du puits PROFONDEUR DE PROFONDEUR DE d LI E Qu t A G otechnique hydrog ologie Canada GTP 3S4 2 et SCH des mat riaux 418 653 8387 T lex 061 31593 D EXPLORATION OU DE TROU A LA TARIERE NG du Sondage PROFONDEUR _ 1 05 m Sal P 6 DESCRIPTION ET OBSERVATIONS L EAU Absente DATE 85 09 05 L EAU l gt Prier TU e array QUEDEC 4 G otechnique hydrog ologie Canada 354 contr le des 1418 653 8387 VN T lex 061 31533 Re RAPPORT DE PUITS D EXPLORATION I ug o P OU DE TROU A LA TARI RE A PROJET si d isse itaire 2 LLLI No du Sondage p 7 ENDROIT St Nicfphore DP D PROFONDEUR 1 80 ELEVATION DU TERRAIN ET NIVEAU DE REFERENCE i 1 TECHNICIEN _ Ge 255 LARGEUR LONGUEUR As chontillon lo tari re Wo eneur en eau E 6s pr lev la main 2 SE E En o rof EGHANTILLON Sege 0SsS1ITICOTIO
53. unifi poids P DESCRIPTION ET OBSERVATIONS g mB a approx gu I Silt sableux gris traces un peu d argile i d be Fin du puits GEN d PROFONDEUR DE LEAU Abserite DATE gt PROFONDEUR vE L EAU TE__ Ge H Jj i 1 Se 22 m EI Foe RAPPORT DE FORAGE MONTERVAL EE Client Le Groupe SNC Projet Installation de pi zom tres du 91 07 11 au 91 07 11 Localisation Sile d enfouissement St Nic phore Marteau 63 5 Chute 0 76 Niveau de r f rence Tubage TARIERE ite Prof nappe 3 01 ke 91 07 29 sofa COUPE STRATIGRAPHIQUE PENETROMETRE LIMITE DE ESSAIS COUPS 0 3 m DESCRIPTION CONSISTANCE LABORATOIRE DU SOL O DU ROC NIVEAU m PROFONDEUR wp wn w ET IN SITU RESISTANCE AU CISAILLEMENT kPa PROFONDEUR m PIEZOMETRE RECUPERATION STRATIGRAPHIE 20 40 60 Forage sans chantillonnage pour installation d un piezometre Sable fin moyen avec des traces de silt Selon forage 16 FIN DU FORAGE NOTE Trou de forage scell Faide de mortier entre le bouchon de bentonite sup rieur et k surface Note Dote 91 08 13 TE ot oe EE MONTERVAL RAPPORT DE FORAGE DE Projet No HG 127 2 Client Le Groupe SNC Projet Installation de pi zom tres Fore du 9
54. z NON REMANIEE REMANIEE ER w N coups 300 mm TE E RD u d i Sondage 984C Page 2 de 3 NON DRAINE SCISSOMETRE CU kPA 10 20 30 40 50 60 70 80 90 4 gx RAPPORT DE FORAGE LES Projet tude hydrog ologique Sondage 984C LABORATOIRES Site LES St Nicephore Page de 3 SHERMONT j Client Intersan Inc Dossier LAIS 014 1998 INC Date du forage 98 05 20 au 98 05 21 Foreuse Diedrich _ Tubages Tariere Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON i ESSAI IN SITU ET DE LABORATOIRE CSS Remani CF Cuill re fendue G Granulom trie N P n tration Standard EZZZ Non Remani TS Tube Shelby S S dimentome trie Ne P n tration dynamique au c ne NEM Perdu TA Tari re W Teneur en eau Cui R sistance Intacte au c ne kPa CR Carotte de Roc CD Carottier Diamant LL Limite Liquide Cur R sistance Remani e au c ne kPa BE Benne Peterson LP Limite Plastique k Perm abilil cm s COUPE STRATIGRAPHIQUE CHANTILLON JOINTS P 1 RESISTANCE AU CISAILLEMENT LE sl lU Tela E NON DRAINE SCISSOMETRE CU KPA anh IS Zlio A EE E iE SE BS 2 25 NON REMANIEE EIS DESCRIPTION DU SOL ET DU ROC Z amp on eu lt REMANIEE 535
55. 0 01 0 001 0 0001 0 00001 0 000001 PRESSURE kPa CONSOLIDATION TEST HYDRAULIC CONDUCTIVITY vs PRESSURE BH F 09 09 SATS 14 100 PRESSURE kPa Project No 09 1223 0048 Prepared By LFG i Checked By CONSOLIDATION TEST VOID RATIO VS LOG PRESSURE 10000 d X VOID RATIO ve PRESSURE BH F 09 09 SA TS 14 i IN N Q lt lt 0 o o 100 PRESSURE kPa OILVH Project No 09 1223 0048 Prepared By LFG Golder Associates CONSOLIDATION TEST TOTAL WORK VS PRESSURE D gt LE om ul zt um s pg 52 KS lt 039 TE now zo Osc lt 2 Project 09 1223 0048 Prepared By LFG 100 000 HOA TV1OL Golder Associates PRESSURE kPa PROJECT Hydrogeological Study r CLIENT Intersan SITE St Nic phore Landfill Site ROCK BOREHOLE LOG N 0512210 BOREHOLE N 03 01 PAGE 1 of 1 SURFACE ELEV m 116 829 TUBE ELEV 117 736 MAX DEPTH m 9 20 COORD m Y 5075764 89 X 391403 68 WATER LEVEL m 116 721 DATE HOUR 24 11 03 08 36 00 DATE ENDED 16 10 03 REMOLDED Z SHELBY TUBE NO RECOVERY D VANE 7 E SS split spoon
56. 03 08 C OG EM AT INC Profondeur de la nappe 1 85 m su as was S S Op rateur JNB 7 Fichier PZC 03 08 grf s H V rifi par JC MB em E c g gt qt MPa U kPa f kPa Classification No L gende dela Inclinaison 20 30 40 80 40 0 0 100 200 300 400 01234567 Classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux argile silteuse Unit 5 Sable silteux silt sableux 1nepuojoug Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 m Client Tecsult Inc Dossier G 03504 Profondeur atteinte 3 97 m BE Sondage 2 03 09 Projet Sondages au piezoc ne Op rateur JNB Profondeur de la nappe 0 97 m aon Fichier PZC 03 09 grf Endroit Site Intersan St Nic phore v riri par JC MB l vation m j NUN NE qt MPa 20 30 NT 40 400 0 D lt U kPa 400 800 1200 0 LI NENNEN A GRE MEET a f kPa A EE KEES ets eee I a dE ELA GE ee C E a a EEN IM ass Profondeur de d part 0 01 m Profondeur atteinte 24 15 m Profondeur de la nappe 14 74 m Fichier PZC 03 10 grf
57. 10 F 09 09 Sample Depth m 10 36 10 97 Project Number Borehole Number TEST CONDITIONS Test Type Oedometer Number Date Started Date Completed Sample Height cm Sample Diameter om Quick 5 12 8 2009 12 10 2009 Load Duration hr SAMPLE DIMENSIONS AND PROPERTIES INITIAL 1 90 ER E Drev Unit Weiaht kN m Area Volume cm Water Content Wet Mass g Dry Mess _ 31 52 59 89 19 27 128 59 107 81 Unit Weight kN m Specific Gravity measured Solids Height cm Volume of Solids cm Volume of Voids cm Degree of Saturation 96 TEST COMPUTATIONS Corr Average Pressure Height Void Height mv kPa cm Ratio cm 2 0 00 4 87 7 46E 03 9 55 6 60E 03 19 59 1 63E 02 39 07 1 42E 02 77 80 9 14E 02 155 49 5 1 44 01 310 58 1 75E 01 621 21 3 39E 01 1242 47 7 22E 02 2484 21 2 56E 02 1242 47 310 58 77 80 19 59 4 87 9 55E 07 5 09E 07 5 09E 07 4 52E 07 1 47E 06 2 09E 06 1 29E 06 1 97E 06 2 58E 07 5 53E 08 1 31E 03 7 87E 04 3 20E 04 3 24E 04 1 64E 04 1 48E 04 7 50E 05 5 91E 05 3 65E 05 2 20E 05 Note k calculated using cv based on t values SAMPLE DIMENSIONS AND PROPERTIES FINAL Unit Weight kN m Drv Unit Weight kN m Specific Gravity measured Solids Height cm Volume of Solids cm Volume of Voids cm Sample Height cm 1 74 Sample Diameter cm 6 34 Area cm 31 52 Volume cm 55 00 Water
58. 14 16 17 30 p NN Ses EE NS SN PVC Screen Open 0 025mm Diam 50mm Length 3 05m a UNI WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC IGINTWIPROJECTS 05 12210 GPJ BLMW 2005 01 19 09 14 04 YTecsULT PROJECT Hydrogeological Study CLIENT Intersan I SIZE SOIL EE DATE STARTED 19 11 03 ROCK SAMPLE TYPE cy SAMPLING METHOD SS split spoon DEPTH m FILL SILT with little fine sand medium density dark grey 10YR 4 1 Munsell no moist medium plasticity cohesive massive structure unoxidized uet ie EE Ca 2 90 Fine SAND with little medium sand traces of Iz coarse sarid presence of organic matter within the Fine SAND with little silt traces of medium sand Fine SAND with some silt traces of medium sand dense dark grey 5YR 4 1 Munsell no wet non plastic noncohesive massive structure unoxidized SM Idem to SS 02B becoming very dense dark grey 5YR 4 0 Munsell no moist idem to SS 03 becoming dark grey 7 5YR 4 0 Munseli no wet SM DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng EE first 8 cm loose very dark greyish brown 2 5Y 3 2 d medium density dark grey 4 1 Munsell no S 2 d BOREHOLE LOG BOREHOLE N PO 03 03A PAGE 1 of 1 SESCH DATE I HOUR 24 11 03 10 25 00 Y 5076541 93 X
59. 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540 560 580 600 6 70 Distance Coupe flanc Nord pseudo condition Figure 18 statique rupture le long de la g omembrane Ce Golder el Associ s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat riau Propri t s vn e c kPa T AM 098 30 statiques 1 Mati res r siduelles 13 5 B 5 35 pseudo statique 2 Mat riau de recouvrement 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 Wu 45 kPa 9 100kPa 6 Silt argileux argile silteuse as o tax oe kPa m 7 Till 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane PEHD lisse 14604 9 0 8 50 60 70 80 90 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540 560 580 600 620 Distance Coupe B B flanc Sud condition statique rupture circulaire Figure C 19 Golder F ssoci s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat riau Propri t s oer a Mati res r siduelles 13 5 SU 35 pseudo statique Mat riau de recouvrement 2 3 Sable fin l che compact 4 Sable fin dense tr s dense 5 Silt 6 Silt argileux argile silteuse o 7 8 Socle r
60. 23 Localisation Site d enfouissement Si Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage Prof nappe 4 68 91 07 29 TRA ECHANTILLONS COUPE STRATIGRAPHIQUE PENETROMETRE UNITE DE ESSAIS COUPS 0 3 m C 20 40 60 80 DESCRIPTION CONSISTANCE LABORATOIRE DU SOL OU DU ROC ET IN SITU RESISTANCE AU CISAILLEMENT kPa 22 24 26 20 40 60 80 wp wn wl PROFONDEUR m PROFONDEUR PIEZOMETRE RECUPERATION STRATIGRAPHIE Argie silteuse ovec des troces de sable gris KEE 17 07 Sable el gravier sable grossier avec des traces de gravier traces de sik ys Presence de cailloux portir de E 2 8m de profondeur Compacit dense 4 7 tr s dense Till probable Note Dole 91 08 19 MONTERVAL RAPPORT DE I FORAGE Client Le Groupe SNC 4 Projet Instolletion de piezometres Fore du 91 07 19 au 91 07 23 Localisation Site d enfouissement St Nic phore Marteau 63 5 Chute 0 76 Niveau de reference Tuboge HW NW Prof nappe 4 68 le 91 07 29 COUPE STRATIGRAPHIQUE ECHANTILLONS PENETROMETRE UMITE DE ESSAIS COUPS 0 3 m a gt Siu z 20 40 60 80 LES KEE E 8 CONSISIANCE LABORATOIRE e S 26 x Sel las DU SOL OU DU ROC 5 s RESISTANCE AU w wp wn wl ET IN SITU
61. 5 0752 006 1777333477734 391600 TT 391700 BEDES EAER 391900 392000 392100 Axe repr sentatif du drain no 13 392200 392300 392400 392500 3926800 F E Golder Associ s VUE EN PLAN DU MOD LE Figure D 2 CALCULS DE TASSEMENT PHASE 3A DU LET DE SAINT NIC PHORE D cembre 2010 09 1223 0048 1100 Query Line 1 Stage 1 Total Settlement at Depth 16 5 m TASSEMENTS SUIVANT LA COUPE C C Figure D 3 CALCULS DE TASSEMENT PHASE 3A DU LET DE SAINT NIC PHORE D cembre 2010 09 1223 0048 1100 101 u POINT 103 POINT 105 LA Query Line 2 Stage 1 Total Settlement at Depth 16 5 m i CALCULS DE TASSEMENT PHASE DU LET DE SAINT NIC PHORE Associ s TASSEMENTS SUIVANT LE DRAIN NO 13 Figure D 4 Golder ANALYSES DE STABILIT ET CALCULS DE TASSEMENT AUX FUTURS SECTEURS D EXPLOITATION DU LET DE SAINT NICEPHORE QUEBEC ANNEXE E Limites et conditions D cembre 2010 N de projet 09 1223 0048 1000 GOLDER ASSOCI S LT E CONDITIONS G N RALES ET LIMITATIONS RAPPORT GEOTECHNIQUE Page 1 de 2 UTILISATION DU RAPPORT ET DE SON CONTENU Ce rapport t pr par pour l usage exclusif du Client ou de ses agents Les donn es factuelles les interpr tations les commentaires ainsi que les recommandations qu il contient sont sp cifiques au projet tel
62. Becoming dark grey and wet a eo 2 lt E 3 2 ES I Bentonite Saturated dense to very dense grey fine to coarse SILTY SAND trace of clay and gravel 74 Silica sand PVC Screen Dia 51mm 7 Slots 0 25mm Length 1 5m END OF BOREHOLE DEPTH SCALE ALONG HOLE LOGGED M Beauchamp 1 80 Golder CHECKED J C t GENERAL_AN 0217040 BH GPJ GENERAL GDT 14 12 10 M T PROJECT 021 7040 RECORD OF BOREHOLE 2 02 3 LOCATION St Nic phore Qu bec CLIENT Intersan CONTRACTOR Succession Forage George Downing Limit e CME 75 BORING DATE 2002 07 05 SOIL PROFILE DEPTH SCALE METRES STRATA PLOT DESCRIPTION GROUND SURFACE SAMPLES TEST RESULTS NUMBER RECOVERY PAGE 1 OF 1 DATUM Geodetic COORDINATES 392012 91E 5075650 99N DIP 90 SAMPLER HAMMER 63 5 Kg DROP 760 mm VISUAL OBSERVATIONS y M P MONITORING INSTALLATIONS HYDRAULIC COND cm s 107 10 19 10 10 GROUNDWATER AND ENVIRONMENTAL OBSERVATIONS or RQD MAX VOC CONC ppm BLOWS 0 3m ADDITIONAL LAB TESTING PZ 02 03 PVC Elevation 112 56 m Saturated dense grey SANDY SILT trace of clay Saturated compact grey SILT trace of fine sand 5 lt EI gt lt amp o elz OJI e
63. Carotte de Roc CD Carottier Diamant BE Benne Pelerson DESCRIPTION DU SOL ET DU ROC Sable silteux brun traces de mati re organique Sable brun roux un peu de silt Sable gris traces 4 un peu de silt Silt argileux gris traces de sable Projet Etude hydrogeologique Sondage 984C Site LES St Nicephore Page 1 de 3 ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON COUPE STRATICRAPHIQUE RAPPORT DE FORAGE Dossier LAIS 014 Tubages Tari re Carottier NQ ESSAI N SITU ET DE LABORATOIRE N P n tration Standard Ne P n tralion dynamique au c ne Cui R sistance Intacte au cone kPa Cur R sistance Remani e au c ne kPa k Perm abilit cm s Client ntersan Ine i Date du forage 98 05 20 au 98 05 21 Foreuse Diedrich Remarque G S S dimentom trie W Teneur en eau LL Limile Liquide LP Limite Plastique ECHANTILLON JOINTS lt RESISTANCE AU CISAILLEMENT i D NON DRAINE SCISSOMETRE CU z SE le ES S NoN Remanige 2125 Z e Bias E E m 4 SIE SI a la 26186 ace REMANI E SS S S 2 E S Z lt N coups 300 mm ii 10 20 30 40 50 60 70 80 90 7 zu Se Lt zt L s o o o 246 ade I 1 c i Ge LX gt SS 92 49 SE
64. Content 15 99 Wet Mass g 125 05 Dry Mass g 107 81 VOLUME COMPRESSIBILITY m kN CONSOLIDATION TEST CV 2 VS PRESSURE kPa BH 09 09 SA TS 10 0 01 0 001 0 0001 0 00001 PRESSURE kPa CONSOLIDATION TEST MV m kN vs PRESSURE kPa BH F 09 09 SA TS 10 0 000001 1 00E 04 1 00E 05 1 00E 06 1 00E 07 1 00E 08 1 00E 09 HYDRAULIC CONDUCTIVITY m Project No 09 1223 0048 Prepared By LFG PRESSURE kPa CONSOLIDATION TEST HYDRAULIC CONDUCTIVITY vs PRESSURE BH F 09 09 SA TS 10 100 PRESSURE kPa Checked By H lt l 0 o VOID RATIO vs PRESSURE BH F 09 09 SA TS 10 PRESSURE kPa OILVH Project No 09 1223 0048 Prepared By LFG Golder Associates Checked By Al CONSOLIDATION TEST TOTAL WORK VS PRESSURE PRESSURE kPa CONSOLIDATION TEST TOTAL WORK kJ m vs PRESSURE BH F 09 09 SA TS 10 eW PA HHOM TWLOL Project No 09 1223 0048 Prepared By LFG Golder Associates Checked By Project Number Borehole Number Test Type Oedometer Number Date Started Date Completed 09 1223 0048 F 09 09 Quick 5 12 5 2009 12 07 2009 SAMPLE IDENTIFICATION Sample Number Sample Depth m TEST CONDITIONS
65. EIE Si d CISALLEMENT kPa 22 24 26 20 40 60 80 Sable et gravier sable grossier avec des traces de gravier traces de silt ris Pr sence de cailloux partir de 3 de profondeur Compacit dense tres dense Till probable Roc Ardoises calcaire et graphitique gris noir ire et noiratre Schistosile plus ou moins bien developpee a environ 60 degr s p r l axe de la carotte 7 Nombreuses veinules de colcite blanch tre FIN DU FORAGE Dale 91 08 19 MONTERVAL RAPPORT DE FORAGE EE Client Le Groupe SNC Projet Installation de piezoretres Fore du 91 07 12 SS 91 07 12 Localisation Site d enfouissement St Nic phore I Marteau 63 5 Chute 0 76 Niveau de r f rence Tubage TARIERE Prof nappe 2 93 91 07 28 COUPE STRATIGRAPHIQUE ECHANTLLONS PENETROMETRE DE ESSAIS COUPS 0 3 m 20 40 80 CONSISTANCE LABORATOIRE DESCRIPTION DU SOL OU DU ROC wp wn wl ET IN SITU RESISTANCE AU CISAILLEMENT kPa 20 40 60 20 40 60 8Q PROFONDEUR m PROFONDEUR PIEZOMETRE RECUPERATION STRATIGRAPHIE ud sans chantillonnage pour installation d un piezornetre Sable fin moyen avec des traces peu de silt Selon forage 2 Note Dale 91 08 13 MONTERVAL GE Forage No F 2B Client Le Groupe SNC Pr
66. Laforge tech 7 WATER LEVEL MEASURED BY Gagnon eng M C Wilson eng G ENVIRONNEMENTIGEOTECH_ET_TOGINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 15 38 TeECSULT BOREHOLE LOG con t PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 05C PAGE 2 of 4 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING T To a DI 2 S E GO 2 210 numero lgs g 52 18 REMARKS a a W x 2 9 BT m Silty CLAY with little sand medium consistency 2 PSA very dark grey 2 5Y 3 0 Munsell no moist WA Wn medium plasticity cohesive massive structure Ge WA unoxidized W i Ei 2 MEF jl e e Hem fo 58 058 with races of sand very sit 6 reddish grey 7 5R 3 1 Munsell no MUJ 2 2 er Geen Le Reeg E m d E A j WA WA EE E EE AU B i E 9 14 Idem to SS 06 becoming soft GO 2 a ba 26 1 2 1 2 pli E uil 2 e Z ou E E W D ETT ER 10 671 Lean CLAY traces of sand CL l p Ka
67. Length 1 52m RE RSS 2 24 99 124 Sand Grade 1 ga 2926 N S RSS Bentonite E WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTWPROJECTS10512210 GPJ BLMW 2005 01 19 09 15 12 Fes BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BoREHOLE N PO 03 05A PAGE 1 of 1 SITE St Nic phore Landfill Site COORD m ROCK DEPTH m Y 5076617 98 X 392154 20 EQUIPMENT Mobildrill P 31 donut hammer DATE STARTED 05 11 03 DATE ENDED 05 11 03 MAX DEPTH m 6 25 WATER LEVEL m DATE HOUR 114 060 24 11 03 09 25 00 SAMPLE TYPE REMOLDED Z SHELBY TUBE Norecovery CORE VANE SAMPLING METHOD SS splitspoon SH shelby tube auger cuttings RC rock core V vane R refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING Selz LE a a NUMBER OF 5 SOIL DESCRIPTION w 8 SE 8 REMARKS a a ul lt BLOWS 15 2 oO Jul mo 29 Fine SAND with little silt loose red 2 5YR 4 8 Munsell no moist non plastic noncohesive massive structure unoxidized Idem to SS 01 becoming medium dense red 2 5YR 4 6 Munsell no wet SP SM 5 9 13 12 Bentonite Fine SAND with few silt medium dense dark grey BYR 4 1 Munsell no moist non plastic noncohesive massive structure unoxidized
68. Load Duration hr SAMPLE DIMENSIONS AND PROPERTIES INITIAL Sample Height cm 1 90 __ Sample Diameter om Area Volume Water Content Wet Mass g Dry Mass 781 52 59 89 19 52 125 82 105 27 6 34 Unit Weight kN m TS 12 11 58 11 83 Drv Unit Weight kN m Specific Gravity measured Solids Height cm Volume of Solids cm Volume of Voids cm Degree of Saturation Corr Height cm Pressure kPa 0 00 4 87 9 55 19 04 38 86 77 75 155 42 310 72 621 42 1243 52 2485 10 1243 52 310 72 77 75 19 04 4 87 Note k calculated using cv based on tgp values TEST COMPUTATIONS Average Height cm 1 27E 01 1 52E 01 1 51E 01 1 88E 01 3 72E 01 7 32 01 3 58E 01 2 31E 01 1 82E 01 6 91E 02 3 35E 04 6 75E 04 2 27 04 2 39 04 1 50E 04 1 15E 04 7 83E 05 6 59E 05 4 24E 05 2 12 05 6 5 5 4 2 1 2 3 5 9 SAMPLE DIMENSIONS AND PROPERTIES FINAL 1 75 6 34 31 52 55 22 17 58 123 78 105 27 Sample Height cm Sample Diameter cm Area cm Volume cm Water Content Wet Mass g Dry Mass g Unit Weight kN m Drv Unit Weiaht kN m Specific Gravity measured Solids Height cm Volume of Solids cm Volume of Voids cm 3 4 18E 06 1 01E 05 3 37E 06 4 40E 06 5 47E 06 8 22E 06 2 75E 06 1 49E 06 5 47E 07 1 44E 07 COEFFICIENT OF CONSOLIDATION cm s 0 001 0 0001 CONSOLIDATION TEST CV cm
69. METERS 2002 11 25 Scale H Not to scale V 1 150 Planned b Trembl HYDROGEOLOGICAL STUDY de mE MAMA INTERSAN ENGINEERED LANDFILL J C t Approved by M Poulin INTERSAN INC Drawing no 02040 4100 A03 Project no 021 7040 4100 UNE FILIALE DE CANADIAN WASTE SERVICES ST NICEPHORE QUEBEC BOREHOLE LOG AND INSTALLATION SCHEME WELL W 02 3 Drawing file 02040 4100 A03 dwg 2010 12 14 10 24am FIGURE Protection cap Padlock Water level 106 93 m Ground surface 109 43 m Naish saute Be 64 10 0 ded e de pant Mt Veit a 08 0 2002 10 07 DEPTH IN METERS N Legend Sample number Bailed remoulded soil sample Checked by J C t Approved by M Poulin Drawing no 02040 4100 A04 Project no 021 7040 4100 Telescopic screen no 80 150 mm 150 mm open bedrock hole Date 2002 11 25 Scale H Not to scale V 1 150 Drawn by M Tremblay Planned by C Tremblay MAMA INTERSAN INC UNE FILIALE DE CANADIAN WASTE SERVICES Ze Ee Ee Ee CE 04 0 HR E o Ee T EE e 02 0 Eve EAE need Ge vies E PARA d 06 0 dique ied Ra E wp META Ea lae d 00 0 ELEVATION IN METERS SEN 98 0 HYDROGEOLOGICAL STUDY INTERSAN ENGINEERED LANDFILL ST NICEPHORE QUEBEC FIGURE BOREHOLE LOG AND INSTALLATION SCHEME A 4 WELL W 02 4 Drawing file 02040 4100 A04 dwg 2010 12 14 10 25 Protection cap
70. PSA ng wn 9 1t MET M GE Ma e DEE T d WA WA EE Le Le idem io SHOE with sand taces ot day E becoming very stiff bi 2 4 24 42 101 37 sand and gravel and fine gravel TILL 12 Ei Es 12 80 dense very dark grey 2 5YR 3 4 Munsell J imoist non plastic noncohesive bedded and I Ge 2 Eesen Ge 95 traces of fine sand and cobbles TILL dark grey 2 E 2 SYR 4 0 Munsell no wet low plasticity low Ka Ka cohesion thickly bedded and blocky structure A WA WA KA Ka DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 15 35 Ul GOY 10 0 SAOIq N S1V130 UW WWW WW EC ANIS NG KN KKN NK AKAN NK NK KKN NAK KA RR OR OR OS WZ S N X RRR ROR RRR WW WW WSA W W SSS 3 X UKA OiHdVHo SAMPLING amp TESTING NUMBER OF REMARKS BLOWS 15 cm F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 15 40 KENNEN NN lt lt SENS RAVAN CAREC EE EE SHRI RSR EE EE TNS EE DE EE EE BOREHOLE LOG con t WATER LEVEL MEASURED BY y SSC NS non plastic Munsell no wet noncohesive bedded and blocky structure unoxidized becoming reddish black 10R 2 5 1 M C Wilson eng 17 81
71. S EI i e e purs e re T GRAVIERZ J W X 15 95 15 4 W S RB Lu terria cu drin baana Ee 97 83 1710 17 55 Bess TE StS SNES TELE ESTER Hydrogeo Canada RAPPORT DE FORAGE Projet 005667 Forage PZ 92 06 IA C Date _19 22 10 92 Diametre de orage 200 na Type d analyse Fond du forage 2330 m E andere x Type Create Piezometre double Chimique Eevation swerieure du Ve protecteur 10198 m L Lixiviat Elevation Ai sot 0536 D Controle de qualite Profil stratigraphique e Prolon Elev Profil Description Amenagement 23 Be deur m 23 Qm Zo Soa x Recuperation ae es X S j 38 M E E _ d 1 pa ta 7 N Oo ow d RW Jl CH V B gt lt 2 H MATERIAUX DE R I X B NNI SS H WW 1 e i Na E GE 97 33 EE Hydrogeo Canada RAPPORT DE FORAGE x B Projet 005657 For
72. SH shelbytube auger cuttings VANE RC rock core V R refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING Els E E SOIL DESCRIPTION D D NUMBER OF m ju 22 25 5 609 REMARKS a a lo BLOWS 15 x a oO 25 i I Fine SAND with few silt traces of roots very loose x5 red 2 5YR 4 6 Munsell no moist non plastic noncohesive massive structure unoxidized gt lt Fine SAND with some silt dense dark grey 5Y 4 1 71 Munsell no moist non plastic noricohesive massive structure unoxidized SM D Bentonite Fine SAND with traces of silt medium dense dark grey 5YR 4 1 Munsell no moist non plastic noncohesive massive structure unoxidized Silty CLAY traces of sand dark grey 4 1 Munsell no moist low plasticity cohesive massive structure unoxidized ne B MOM BER G ES 2 Diam 50mm Length 1 52m Idem to SS 03B becoming very stiff NNN EE EAR End of borehole DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH ET TCIGINTWPROJECTS10512210 GP J BLMW 2005 01 19 09 16 2 PROJECT Hydrogeological Study N 0512210 BOREHOLE PO 03 07C PAGE 1 of DATE STARTED 10 11 03 DATE ENDED 11 11 03 poy
73. STARTED 13 11 03 DATE ENDED 13 11 03 SAMPLE TYPE REMOLDED 7 SHELBY TUBE SAMPLING METHOD SH shelby tube core RC rock core V vane NO REcovERY AC auger cuttings VANE R refusal 55 split spoon LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING x E QE ig z DE NUMBER OF 83 a SOIL DESCRIPTION ss lt wg E S 8 REMARKS a a DI x IO BLOWS 15 cm a 2 Ac x z as SITE SUREACE Fine SAND with few medium sand traces of roots very loose yellowish red 5YR 4 6 Munsell no moist non plastic noncohesive massive structure unoxidized gt lt 4 6 4466 Ka A 52 CH KA CH 127 SAND with few silt medium dense dark grey 10YR 4 1 Munsell no wet non plastic noncohesive massive structure unoxidized SM aX Ki UN bi X e e e S 2 52 2 A Ki Ki e Q2 a X 2 52 79 14 e SN KA dch x 8 8 10 10 6 5 QW X SX KI cS 6 OX SK A RR 59 dh Q
74. an cs ENEE ANALYSES DE STABILIT ET CALCULS DE TASSEMENT AUX FUTURS SECTEURS D EXPLOITATION DU LET DE SAINT NICEPHORE QUEBEC ANNEXE B Essais de laboratoire sur les g omembranes et al as sismiques D cembre 2010 N de projet 09 1223 0048 1000 TEST RESULTS INTERSAN ST NICEPHORE LANDFILL CANADA 1 SAMPLE Reference GH ve DESIGNATION Value GN DIRECT SHEAR Friction Angle Peak Residual 3 in Residual 3 in ASTM D5321 D6243 NOTE The test results relate only to the samples and laboratory conditions tested GAI neither accepts responsibility for nor makes claim as to the final use and purpose of the material Golder Associates Inc 2 021 7040 JUNE 2003 021 7040 DIRECT SHEAR TEST RESULTS 3 ASTM D5321 PROJECT INTERSAN ST NICEPHORE LF CN mE SAMPLE NUMBER 1 GN vs GM INTERFACE TESTED SKAPS TRANSNET 220 GEONET vs SOLMAX 460 SMOOTH HDPE GEOMEMBRANE Roll 35878 1 TEST CONDITIONS INTERFACE WETTED CONSOLIDATED 15 min AT NORMAL LOAD SHEAR RATE 0 2 in min SUBSTRATE TEXTURED RIGID PLATES CEA rsen Pri DH m ne JAN NE ng EA oe ACT ri HR Ron gaie ru 1200 4 2000 psf lt 5000 psf 8000 psf 800 SHEAR STRESS psf 400 1 5 2 HORIZONTAL DISPLACEMENT in ShearStress Stress Residual psf psf psf Angle psf Angle psf 2000 161
75. cohesive massive and blocky structure unoxidized NJ WEARERS WIV LYS w SSS N oo KR WN DED 5555 ESS UN N WS KS SS 2 SS NG NS SE L Sand Grade 1 S H s Ws 572771 WATER LEVEL MEASURED BY F Gagnon eng NS DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH TCIGINTWPROJECT S10512210 GP J BLMW 2005 01 19 09 17 09 YTecsuur BOREHOLE LOG con t PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 08C PAGE 4 of 4 INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm SOIL DESCRIPTION REMARKS DEPTH m N blows 30 cm or RQD in GRAPHIC LOG DETAILS TYPE amp No SAMPLE RECOVERY ba bali oj o A GRAVEL with some sand few silt little clay TILL very dark grey 2 5Y 3 0 Munsell no moist non plastic noncohesive massive and blocky Structure unoxidized GM gt SS 9559 N SA Si NS SS e S ss NE SNS SNN SES SS PSA Wn NA NS 555 GA SS SASI NS S SN RS SS NS SN SS N N W N NE ds Coarse GRAVEL with few silt TILL traces of fine sand very dark grey 2 5YR 3 0 Munsell no non plasti
76. d un projet d tude hydrog ologique au lieu d enfouissement technique L E T de Saint Nic phore L objectif principal du mandat tait de ane en continu la nature et les propri t s des sols en place au droit du site tudi Vous trouverez successivement dans le pr sent document une description du site la m thodologie d investigation pr conis e ainsi que les r sultats factuels obtenus COGEMAT wc 2 0 DESCRIPTION DU SITE Le site tudi correspond au lieu d enfouissement technique L E T de Saint Nic phore et appartient la compagnie Intersan L acc s au site se fait par la route 143 On pourra visualiser la position du site tudi sur le plan rep re ins r l annexe 1 Selon les informations qui nous avaient t transmises par la firme Tecsult inc le terrain serait constitu d une couche d environ 8 m de sable fin en surface d une couche d environ 10 m de silt en dessous et finalement d une couche de till d environ 3 m au dessus du socle rocheux L d EE COGEMAT inc 3 0 M THODOLOGIE Les sondages au pi zoc ne ont t effectu s du 16 octobre au 05 novembre 2003 Pr alablement ces travaux tous les sites de sondages avaient t implant s par le personnel technique de la firme Tecsult inc Les positions des sondages au pi zoc ne sont montr es sur le dessin 03504 1
77. dense dark grey 10YR 4 1 Munsell no moist non plastic noncohesive bedded structure unoxidized lt x lt x XX SRE XS Oe s 555 x Oe OK 55 RRRS SRS 5 4 Q2 SEN ve 20202 NS 5 SS x XX x SSS SS A CH ch D PSS LSS KAN gt AA Le 793 FILL SILT traces of fine sand stiff dark grey 5YR 4 1 Munsell no moist iow plasticity bd cohesive massive structure unoxidized e 4 A A 7 OOD 00000000 55 NS 6 XX 5 SRK SKS ND A NND SOD 1262626 QS 5559 i S EN D x DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH ET TCIGINTWPROJECTS0512210 GP J BLMW 2005 01 19 09 16 11 Amerau BOREHOLE LOG con t PROJECT Hydrogeological Study hv 0512210 BOREHOLE N 03 08 PAGE 2 of 3 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING o SOIL DESCRIPTION NUMBER OF BLOWS 15 cm DEPTH m m DEPTH m REMARKS DETAILS SAMPLE RECOVERY 96 N blows 30 cm or RQD in 96 o 117 94 10 67 S Ki de EE ERE X l N lt e 79 Zb gt SS d ch EE OS SKK ER ES 44 A 12 19 Idem to 55 04 becoming dark reddish grey 10R 4 1 Munsell no Thin sand laye
78. grey 5YR 4 1 Munsell no Fine SAND traces of silt medium dense dark reddish grey 10R 4 1 Munsell no wet non plastic noncohesive massive and granular structure unoxidized Fine SAND with some silt very dense reddish grey 10R 5 1 Munsell no moist non plastic noncohesive massive and granular structure unoxidized presence of two shells white DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng REMOLDED 7 SHELBY TUBE AC auger cuttings LITHOLOGIC DATA I INSTALLATION WATER LEVEL MEASURED BY BOREHOLE LOG N 0512210 BOREHOLE 03 01 PAGE 1 of 2 SURFACE ELEV m 116 481 TUBE ELEV m 117 406 COORD m ROCK DEPTH m 18 82 Y 5075762 93 X 391379 92 MAX DEPTH m 20 30 WATER LEVEL m DATE HOUR 111 131 24 11 03 08 47 00 NORECOVERY I CORE VANE RC rock core refusal SAMPLING amp TESTING 2 gt E M 6 Ss 3 mla ls NUMBER OF 8 5 25 lox 20 REMARKS DI 4 65 BLOWS 15 cm 13 x D 0 a5 S D D 26 wA Wi 67 v A x 6 A E 79 X Ou 52 COLLINS ebe ba bau KA KA CH lt
79. kPa kPa Classification No L gende dela Inclinaison 0 200 400 600 800 01234567 Classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux a argile silteuse Unit 5 Sable silteux a silt sableux in puojJoid 9 D gt XD Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 Dossier G 03504 Client Tecsult Inc Sondage PZC 03 12 AA AT Profondeur atteinte 13 31 m L et Sondages au plezoc ne C OG EMAT INC Profondeur de la nappe 0 0 m En rut Site EE Fa Op rateur JNB dE Fichier PZC 03 12 grf p V rifi par JC MB qt MPa f kPa Classification No L gende dela Inclinaison 10 20 30 40 400 0 400 800 12000 50 100 150 200 250 01234567 classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux a argile silteuse Unit 5 Sable silteux silt sableux ci l vation m in puoJoid Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable j II Profondeur de d part 0 01 Client Tecsult Inc Dossier G 03504 A 5 A ACT Profondeur atteinte 16 78 m 3 Sondag
80. l annexe 1 Au total quinze 15 sondages au pi zoc ne identifi s PZC 03 01 PZC 03 15 ont t r alis s l aide d une foreuse conventionnelle aux diamants de marque lt Boyles mod le lt BBS 1 de la compagnie lt Les Laboratoires S L inc gt sp cialement adapt e pour ce genre d essai tant donn la pr sence de sols pulv rulents au d marrage des essais une sonde d une capacit de 10 tonnes m triques mod le 740TC fabriqu e par la compagnie lt Hogentogler a t utilis e pour d buter les investigations Cette sonde mesure la r sistance en pointe qe jusqu une valeur maximale de 95 MPa la r sistance en friction fs jusqu un maximum de 800 kPa les pressions interstitielles u2 jusqu une valeur maximale de 3 000 kPa ainsi que l inclinaison i jusqu 8 degr s maximum COGEMAT wc La pointe de la sonde c ne a une surface de 10 cm avec un angle de 60 Par ailleurs le manchon de friction a une surface de 150 cm Entre le c ne et le manchon de friction se situe le capteur de pression interstitielle Lors de la r alisation de l essai l enfoncement de la sonde s effectue au taux de 20 mm s 5 mm s et l enregistrement des lectures s effectue tous les 10 mm il est noter que la sonde utilis e ainsi que la m thodologie de r alisation de l essai sont conformes la norme internationale de P lt ISSMFE pour la r a
81. les poids volumiques des horizons rencontr s Ainsi sur la base de ces informations les conditions suivantes ont t estim es pour les fins du pr sent mandat La nappe libre a un gradient vertical nul conditions hydrostatiques Les poids volumiques totaux des sols fournis par Tecsult sont de 20 5 kN m pour le sable de surface de 20 1 kN m pour le silt argileux et de 23 1 kN m pour le d p t morainique COGEMAT wc 4 2 R sultats de l essai au pi zoc ne CPTU Tel que mentionn pr c demment l enfoncement d une sonde CPTU dans le sol permet l acquisition en continu de certains param tres Ces param tres sont la r sistance en pointe q la r sistance en friction fs la pression interstitielle et l inclinaison i Toutefois il est n cessaire d appliquer une correction la valeur de la r sistance ep pointe ae afin de tenir compte des irr gularit s de pressions interstitielles appliqu es sur le c ne On obtiendra alors la r sistance en pointe corrig e q Cette derni re est obtenue l aide de l quation suivante Gt 9 0 1 o r sistance en pointe corrig e kPa q r sistance en pointe mesur e kPa Us pression interstitielle mesur e l arri re du c ne kPa a coefficient de forme Le coefficient de forme a est g n ralement obtenu en laboratoire lors de la calibration de la sonde
82. lt XX COO 999 kal da Pd en 555 LS lt 2 Ses S XX 55 CH gt lt SZ L 5 RAPPORT DE FORAGE LES LABORATOIRES SHERMONT 1998 INC diko ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON Date du forage gt lt Remani CF Cuill re fendue Non Remani TS Tube Shelby Perdu TA Tari re DHO Carotte de Roc CD Carottier Diamant BE Benne Pelerson COUPE STRATIGRAPHIQUE Es MGE e E EC EE DESCRIPTION DU SOL ET DU ROC a m E um gt gt gt le r Di eS 1210 Gi 105 53 Sable silleux graveleux traces d argile Till Projet Elude hydrog ologique Sile L E S St Nicephore Client Intersan Inc 98 05 20 au 98 05 21 Foreuse Diedrich ECHANTILLON Dossier LAIS 014 Tubages Tari re Carottier NQ ESSAI IN SITU ET DE LABORATOIRE G Granulom trie S S dimentom trie W Teneur en eau LL Limite Liquide LP Limite Plastique ETAT RECUPERATION ESSAIS N RQD OUVERT FERME REMPLISSAGE ESSAIS IN SITU N P n tration Standard Ne P n tration dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilit cm s RESISTANCE AU CISAILLEMENT
83. lt gt 9 9202626 5 52526069 527 ee Idem to SS 07 traces of wood becoming dark greyish brown 2 5Y 4 2 Munsell no 41 45 50 13 cm 54020202050 93 gt S Q Sand Grade 0 LS SAND with traces of silt very dense olive 5Y 4 3 Munsell no moist non plastic noncohesive massive structure unoxidized SP SM TX 41 48 50 8 cm PVC Screen 7 Open 0 025mm Diam 50mm 7 Length 1 52m Idem to 55 09 traces of silt becoming dark A reddish grey 7 5Y 4 1 Munsell no End of borehole DESCRIBED BY Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH ET TCIGINTMPROJECTS1512210 GPJ BLMW 2005 01 19 09 15 57 TECSULT BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N 03 08 PAGE 1 of 3 pus CLIENT Intersan SURFACE ELEV m 128 611 TUBE ELEV m 129 473 E SITE St Nic phore Landfill Site COORD m ROCK DEPTH m 31 64 Y 5077022 16 ud FIRM Forage Comeau 7 X 392508 29 DERTH 33 22 EQUIPMENT Mobildrill 31 donut hammer WATER LEVEL DATE _ HOUR 112 313 24 11 03 11 10 00 Cam SIZE SOIL HW ROCK HQ DATE STARTED 17 10 03 DATE ENDED 22 10 03
84. s VS PRESSURE kPa BH F 09 09 SA TS 12 PRESSURE kPa CONSOLIDATION TEST MV m kN vs PRESSURE kPa BH F 09 09 SA TS 12 0 00001 0 000001 z N E gt E e o o fc D 5 l gt HYDRAULIC CONDUCTIVITY cm s Project No 09 1223 0048 Prepared By LFG PRESSURE kPa CONSOLIDATION TEST HYDRAULIC CONDUCTIVITY vs PRESSURE BH F 09 09 SA TS 12 PRESSURE kPa Checked By CONSOLIDATION TEST VOID RATIO VS LOG PRESSURE Z 4 5 255 55 o H lt o o Q o VOID RATIO vs PRESSURE BH F 09 09 SA TS 12 PRESSURE kPa o OILVH Project No 09 1223 0048 Prepared By LFG Golder Associates CONSOLIDATION TEST TOTAL WORK VS PRESSURE oc 2 9 um 2 0 025 SE e 3 ono OX ttu zo o 4HOM IWLOL Project 09 1223 0048 Prepared LFG Golder Associates PRESSURE kPa Checked By AN SAMPLE IDENTIFICATION Project Number 09 1223 0048 Sample Number TS 14 Borehole Number F 09 09 Sample Depth m 12 35 12 96 TEST CONDITIONS Test Type Quick Load Duration hr Oedometer Number 5 Date Started 12 6 2009 _ Date Completed 12 09 2009 SAMPLE DIMENSIONS AND PROPERTIES INITIAL
85. very stiff dark grey 7 4 0 Munsell no moist CL 4 A Ke lt KS 4 K XX 5 KK 5 5 7 12 28 Bentonite Coarse GRAVEL with few fine gravel TILL very dense black 2 5YR 2 5 0 Munsell no moist noncohesive bedded and blo ky structure unoxidized 50 13 cm DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY APPROVED BY M C Wilson eng F Gagnon eng GAENVIRONNEMENTIGEOTECH ET TCIGINTMPROJECTS10512210 GP BLMW 2005 01 19 09 16 41 Ores BOREHOLE LOG con t LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm SOIL DESCRIPTION REMARKS DEPTH m m DEPTH GRAPHIC LOG amp No SAMPLE RECOVERY blows 30 cm or RQD in o EN e COBBLES and or BOULDERS with few coarse gravel little fine gravel traces of silt TILL black 2 5YR 2 5 0 Munsell no moist noncohesive thickly bedded and blocky structure unoxidized GRAVEL with little sand traces of silt TILL black 2 5YR 2 5 0 Munsell no moist noncohesive bedded and blocky structure unoxidized GP GM lt lt CANIS N N S eX EEUU ws NS BS BEDROCK Calcareous SHALE dark grey to ee black inclined beddin
86. zZ 2 e S Ye Q2 79 Ki Q 79 7 X 2 bh X t OY KX LK AN KJ AN KJ WA Ce QN EN E F Gagnon eng GAENVIRONNEMENTIGEOTECH TCAGINTWAPROJECTS10512210 GPJ BLMW 2005 01 19 09 14 4 REMARKS Wn UI QOY JO OE SMOIQ N NUMBER OF BLOWS 15 cm F Gagnon eng mas US ON 9 S viad 555555506555 KKK Ka RN 59 79 9 7 D N RKKK KNA N WWW W WWW W SSW W XX X XI 9071 855555555065 NNN AANER SIHdV34S RN OOWKKKKKX BEES COO QUSS WWW SAAD SOOO Ee be he OO 505569606966 W W W I ORAS N 100 35 50 10 em R SS 04 Cement entonite rout b g GAENVIRONNEMENTIGEOTECH_ET_TCI GINTWIPROJECTS 0512210 GPJ BLMW 2005 04 18 09 14 43 BOREHOLE LOG con t 7 W W 5056 960696960626 060605 060609605969 WATER LEVEL MEASURED BY dark grey wet low plasticity becoming dark grey 7 5YR 4 0 becoming soft dark grey 2 5Y 4 becoming of medium consistency SOIL DESCRIPTION massive structure unoxidized CL Munsell no high plasticity CL M C Wilson eng 13 72 dem to 55 07 7 16 Idem to 55 03 Idem to SS 05A becoming dark grey Munsell no medium plasticity 12 19 Idem to SH 06 Munseli no m
87. 0 6 Silt argileux argile silteuse 18 5 GE 7 Till 210 JL 55 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 16 0 9 0 to ooo wee Cellules 7 et 8 gt 106 8 m ve EN zi 5 Geesen ger SE Game 97 3m 95 4m 3 33 E 140 Jm E 120 10 wm I o w 120 w 160 20 om 20 om am 59 9 40 o 40 460 DW 5 50 50 5D Distance m Coupe C C flanc sud ouest caillement en condition pseudo statique 0 06g rupture Figure C 3 S E Golder circulaire ANALYSES DE STABILIT PHASE 3A DU LET DE SAINT NIC PHORE D cembre 2010 09 1223 0048 1000 l vation m Mat riau Propri t s y KN m c kPa 1 Mati res r siduelles 13 5 30 statines 5 35 pseudo statique 2 Mat riau de recouvrement 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 e 45 kPa 9 100kPa 6 Silt argileux argile silteuse 18 5 taux de 25 kPa m 7 Till 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 16 0 9 0 Cellules 7 et 8 106 8 m 8 1525 103 97 3m 10 10 140 10 1a 110 10 gt amp w DW 40 40 S0 89 50 50 Distance m Coupe C C flanc sud ouest condition ps
88. 0512210 BOREHOLE N PO 03 02A SURFACE ELEV m 115 887 PAGE 1 of 1 TUBE ELEV m 116 788 d MAX DEPTH m 9 09 391609 54 NUMBER OF BLOWS 15 cm REMARKS SAMPLE or RQD in RECOVERY N blows 30 gt lt 6 10 12 13 PSA SES 6 Wn addu du bcc dd 28 37 52 50 10 cm 18 27 19 28 17 21 17 16 TECSULT BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 02C PAGE 1 2 de ss CLIENT Intersan SURFACE ELEV m 115 900 TUBE ELEV m 116 942 l SITE St Nic phore Landfill Site COORD m ROCK DEPTH m 16 81 Y 5076178 94 FIRM Forage Comeau X 391608 29 MAX DEPTH m 18 39 EQUIPMENT Diedrich D 50 donut hammer WATER LEVEL m gt HOUR 113 092 24 11 03 09 05 00 ged SIZE SOIL HW ROCK HQ 22 DATESTARTED 05 11 03 DATE ENDED 07 11 03 SAMPLE TYPE REMOLDED Z SHELBY TUBE NonzEcovERy CORE VANE SAMPLING METHOD SS splitspoon SH shelby tube AC auger cuttings RC rock core V vane refusal S LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING re GC SOIL DESCRIPTION IN 1 d Fine SAND very loose dark red 2 5YR 3 6 Munsell no moist non plastic noncohesive massive structure unoxidized Organic matter within the first 0 3 m NUMBER OF BLOWS 15 cm REMARKS DETAILS N blows 30 cm or RQD in RECOVERY EA M
89. 08 00 113 72 Silt gris argileux trace de sable D op o oe DOD o gt lt LES LABORATOIRES SHERMONT 1998 INC ETAT DE L ECHANTILLON C Remani CF Cuill re fendue Non Remani TS Tube Shelby Perdu TA Tari re CRT Carotte de Roc CD Carottier Diamant BE Benne Peterson COUPE STRATIGRAPHIQUE LE BS 5 EIS DESCRIPTION DU SOL ET DU ROC amp 22 101 72 Sable silt et argile avec pr sence de cailloux Till Calcaire argileux gris fonc 97 49 i F 95 96 FIN DU FORAGE TYPE DE L ECHANTILLON RAPPORT DE FORAGE Projet Etude hydrog ologique Site LES St Nicephore Client Intersan Inc i Date du forage 98 05 22 au 98 05 22 Foreuse Diedrich Tubages i Remarque Carottier NQ ESSAI IN SITU ET DE LABORATOIRE N P n tration Standard P n tration dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilit cm s RESISTANCE AU CISAILLEMENT Sondage 982 Page 3 de 3 Dossier LAIS 014 G Granulom trie S S dimentom trie W Teneur en eau LL Limite Liquide LP Limite Plastique ECHANTILLON JOINTS
90. 1 07 11 ou 91 07 11 Localisation Sile d enfouissement Si Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage TARIERE Prof nappe 3 15 le 91 07 29 B PENETROMETRE COUPS 0 3 20 40 80 UMITE DE ESSAIS CONSISTANCE LABORATOIRE DESCRIPTION DU SOL OU DU ROC NUMERO TYPE ET RESISTANCE AU CISAILLEMENT kPa 20 40 6 DL PROFONDEUR PIEZOMETRE N ou RQD wp wn wi ET IN SITU PROFONDEUR m RECUPERATION STRATIGRAPHIE E 20 40 60 Forage sans chantillonnage pour installation d un piezomeire Sable fin moyen avec des traces de silt Selon forage F 10 Silt argileux argile sieuse gris Selon forage 1 Note Dole 91 08 13 Projet No KG 127 2 MONTERVAL RAPPORT DE FORAGE Poe 2 de 2 Forage No F 1B Client Le Groupe SNC Projet installation de piezom tres du 91 07 11 ou 91 07 11 Localisation Sile d enfouissement St Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage TARIERE Prof nappe 3 15 le 91 07 29 COUPE STRATIGRAPHIQUE ECHANTILLONS 10 28 FIN DU FORAGE NOTE Trou de forage rempli au dessus du bouchon de bentonite sup rieur Tode des mat rioux provenant du i forage el scelle l aide de mortier sur les 0 60m sup rieurs Note UMITE DE
91. 10 20 30 40 50 60 70 80 30 SYMBOLE PIEZOMETRE TYPE NO ETAT RECUPERATION ESSAIS N RQD ANGLE OUVERT FERME REMPLISSACE ESSAIS IN SITU ET LABORATOIRE NIVEAU D EAU DATE peu de silt H gt a NN AE A X Ww x xlo SUM M de x Sable brun gris traces de silt FIN DU FORAGE EE Projet Etude hydrog ologique Site LES St Nicephore LES LABORATOIRES SHERMONT 1998 INC Date du forage 98 05 12 au Remarque CR Carotte de Roc CD Carottier Diamant BE Benne Peterson LL Limite Liquide Remani CF Cuill re fendue G Granulom trie Non Remani TS Tube Shelby S S dimentum lrie Perdu TA Tari re W Teueur en eau LP Limite Plastique ESSAIS IN SITU RAPPORT DE FORAGE ep LABORATOIRE N Ne P n tration dynamique au cone Cui R sistance Intacte au cone kPa Cur R sislance Remani e au c ne kPa k Perm abilil cm s Client Intersan Inc Dossier LAIS 014 98 05 15 Foreuse Diedrich ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAL IN SITU ET DE LABORATOIRE sondage 987C Page 1 de 3 Tubages Tari re Carottier NQ P n tration Standard RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU kPA NON REMANIEE REMANIEE N co
92. 1000 Mat riau Propri t s him c kPa 1 Mati res r siduelles 13 5 Ser 5 35 pseudo statique 2 Mat riau de recouvrement azo 30 0 3 Sable fin l che compact 30 0 4 Sable fin dense tr s dense 3 0 5 Silt 28 0 P T 45 kPa 9 100kPa 6 Silt argileux argile silteuse ws taux E kPa m zo 3 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 60 9 0 60 60 70 80 90 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 430 500 520 540 560 580 600 620 Distance Coupe B B flanc Nord condition statique Figure C 15 rupture circulaire Golder ei Associ s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Propri t s Mat riau y kN m c Mati res r siduelles 13 5 0 statiques 5 35 pseudo statique Mat riau de recouvrement E 2 d 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 6 argileux argile silteuse 18 5 21 7 Till 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 60 j 39 0 Distance Coupe B B flanc Nord condition pseudo statique Ee S Golder ssoci s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE Figure C 16
93. 2 2 numero lt gt k 2 3 87 srowsnsem 29 REMARKS S jg 2 XS A 2 z 2 6 2 7 7 7 SS X X Ki NA a bah 9 lt CXXX PERS X XXX LEVEN Ki EN Ki x lt lt x e e A Q A eS S w 2 A w 9 X 2 X Z Q Q X 2 0 52 NN 57 X d ww XX NE 2 SR 4 AN KY 52 6 AN CH Q CH 2 x Q2 CH A x eX A Q A lt 4 4 Q2 T Ve A hh x Q2 e 7 52 Q X X eX gt X eX x OOQU NN COO NN 4 CH A A N S CH 9 CH OH Q2 ch e A A e e Q2 A Ma 7 A A 4 AN T A v Ki e A 6 Ki X amp 2 Ki amp 2 X x d K NX L7 lt x NI x 52 7 5 KA ex RJ AN KJ SX 2 SX NN KA d ch A Q2 ch 4 CH 6 ch A 2 Q2 2 o 2 n e
94. 210 8000 1295 1354 RESIDUAL 3 INHORIZONTAL DISPLACEMENT 10000 amp w 6000 amp 6000 o E d m 0 167x 4000 e y 0 y 0 1555x e 4000 0 9755 0 9602 2 2000 4000 6000 NORMAL STRESS psf 8000 10000 0 2000 4000 6000 8000 10000 NORMAL STRESS psf Observations After Test 2000 psf Shearing occurred at the interface 5000 psf Shearing occurred at the interface 8000 psf Shearing occurred at the interface 4 The peak shear stresses for 2000 5000 and 8000 psf normal stresses were chosen at 0 169 0 098 and 0 423 in horizontal displacements respectively which may not represent the maximum shear stress 2 The adhesion value is based on the best fit line which may not show true adhesion Golder Associates Inc JULY 2003 021 7040 DIRECT SHEAR TEST RESULTS A 4 ASTM D6243 PROJECT NAME INTERSAN ST NICEPHORE LF CN SAMPLE NUMBER 2 GCL vs GM INTERFACE TESTED BENTOFIX NW GCL Non Woven Side vs SOLMAX 460 SMOOTH HDPE GEOMEMBRANE Roll 35878 1 TEST CONDITIONS SATURATED AND CONSOLIDATED 24 hrs AT NORMAL LOAD SHEAR RATE 0 04 in min SUBSTRATE TEXTURED RIGID PLATES 2000 psf 776 5000 psf r 8000 psf tino Int SHEAR STRESS pst 1 5 2 2 5 HORIZONTAL DISPLACEMENT in Normal Shear Stress Stress Residual psf psf psf An
95. 4 CK KAI 5 2 12 18 18 Q2 Q 52 SN W CX 2628 A A A RK XX AA A A NX SK lt Ki Q2 OX Me KI NI lt 7 X KAI S KW dch lt X x 5555 SE ebe a ba br t 5 79 Presence of white fragments shells Bentonite B 9 29 47 E 50 10 cm Sand Grade 00 19 19 26 48 45 7 PVC Screen 1 Open 0 025mm Diam 50mm Length 1 52m 8 99 WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTYIGEOTECH ET TCYXGINTWIPROJECTS10512210 GPJ BLMW 2005 01 19 09 13 20 recsug PROJECT Hydrogeological Study CLIENT Intersan SITE St Nic phore Landfill Site FIRM Forage Comeau EQUIPMENT Mobildrill P 31 donut hammer SIZE SOIL HW DATE STARTED 14 10 03 SAMPLE TYPE SAMPLING METHOD ROCK HQ DATE ENDED 16 10 03 SS splitspoon SH shelby tube SOIL DESCRIPTION DEPTH m DEPTH m ead SHTESURFAGE Fine SAND traces of silt loose dark reddish grey 10R 3 1 Munsell no wet non plastic noncohesive massive and granular structure unoxidized Fine SAND with few silt medium dense dark reddish grey 10R 4 1 Munsell no wet non plastic noncohesive massive and granular structure unoxidized SM Idem to 55 02 becoming dense and dark
96. 45 81E 5075273 35N DIP 90 SAMPLER HAMMER 63 5 Kg DROP 760 mm MONITORING VISUAL OBSERVATIONS INSTALLATIONS U S M P GROUNDWATER AND ENVIRONMENTAL OBSERVATIONS HYDRAULIC COND cm s 107 10 19 10 10 ADDITIONAL LAB TESTING MAX VOC CONC ppm PZ 02 05 PVC Elevation 120 76 m Moist compact light brown to greyish brown fine SAND trace of silt locally oxidized HOLLOW STEM AUGER Saturated compact grey fine SAND trace of silt Becoming very dense ROTARY WASH HW CASING Saturated compact grey SILT trace of clay Bentonite cement grout 108 36 m 2002 10 07 DEPTH SCALE ALONG HOLE 1 80 CONTINUED ON PAGE 2 Golder LOGGED M Beauchamp CHECKED J C t GENERAL_AN 0217040 BH GPJ GENERAL GDT 14 12 10 M T RECORD OF BOREHOLE 2 02 5 PROJECT 021 7040 LOCATION St Nic phore Qu bec SOIL PROFILE SAMPLES TEST RESULTS 40 MONITORING 5 on 5 _ VISUAL OBSERVATIONS 6 52 INSTALLATIONS zo 2 D gt 55 R 65 Legs em amp u amp S HYDRAULIC COND cm s Eu Ed DESCRIPTION PF 59107 1 19 ap as
97. 5 12 15 18 Y Ki Ch A Ka A XS NS XX e KS dh e NA Q2 ch S A 52 XX xS S Xx A A V wa d WA 4 Wa 4 OG A Seel EE gt Idem to 55 06 becoming very dark grey 2 5YR WA Y G vL 3 0 wet high plasticity cohesive Z 4 6 10 9 lt EN UN lt A A 6 KS Q2 A Z 2 A A Q2 A e Ve de 7 X Q Ki A Ki t e lt S KR Ng WA WA WA wi 3 Wi 10 67 Idem to 55 07 becoming of medium consistency black 2 5YR 2 5 0 Munsell no CL KA 52 KO Ka e KY e AN x a A AA CK Q2 Ai Z X 25 A NG S 905 XX a z A 6 A 59 S S X 6 KN 2 Ve Ve A A Ki x 4 57 Ki S A A 2 A 6 OG G i K Q Ki hu KA S GC S A NA K A AN lt o KS Q2 A 2 Sd A Ya e A
98. 5YR 3 0 Munsell no wet medium plasticity cohesive massive structure unoxidized CL 78 SAND with little silt and gravel TILL dense dark grey 2 5YR 4 0 Munsell no wet non plastic thickly bedded and blocky structure unoxidized S R BEDROCK Calcareous SHALE black to grey inclined bedding 60 some calcified fractures with traces of pyrite jaa gt PL TIT DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng AC QE CQ GW N 0512240 BOREHOLE N PO 03 02C PAGE 2 of 2 INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm REMARKS ES TYPE amp No banat ERY N blows 30 cm or RQD in GRAPHIC LOG DETAILS nd d Ki d A 17 21 17 16 6 5 CACAO 36 4 5 REECH a Ee ba e Beie eebe Se Ze Ze ees y 9 a a A SKK XX ESOS ee WINS 9 52 52 QU QW Kan AS 5 4 2 eX 6 52 S X CH x KS e eX lt OX eX amp eX X e lt Q2 lt 3 wee Keen SOON S CX CX t Ne CX Xe EN S lt NS X CH IK RIK Le OQ XQ X N K2 Bentonite Sand Grade 0 55 m CANNES SANGANG NG S NG lt lt NS SN 13
99. 6 95 OBSERVATIONS gt gt DEPTH CG 3 5 54 EE D z 2 5 MAX VOC CONC ppm lt 5 i5 x m 10 10 10 102 10 x PZ 02 05 CONTINUED FROM PAGE 1 12 19 Wet dense grey fine SAND with 16 SS 85 32 107 02 trace of silt 13 12 95 Wet compact grey SILT with some clay and sand 17 55 45 23 14 18 SS 50 10 105 49 _ 42 14 48 Becoming loose to very loose 19 SS 75 8 15 M 20 SS 75 4 H 16 M Bentonite cement 21 ss 75 4 H grout 5 MEJE 22 ss 85 5 102 45 z 1752777771 Saturated firm grey CLAYEY SILT 23 SS 8 4 18 Vi Gf A yy 24 55 85 2 19 077 Z 19 20 Saturated compact grey SILT with some clay and sand 25 SS 90 11 20 99 55 20 42 Saturated dense grey SILT with Bentonite trace of clay and sand 21 26 ss 50 35 Silica sand PVC Screen Dia 51mm 22 m 97 77 27 S8 7 R pere 2220 BEDROCK Highly fractured dark Di 2 lt grey CALCAREOUS SHALE 1 CR 50 18 x Bentonite 23 5 x ojo 2 CR 68 26 o e 96 45 I 23 52 END OF BOREHOLE 24 25 26 27 DEPTH SCALE ALONG HOLE LOGGED M Beauchamp 1 80 Golder CHECKED J C t Protection cap Padlock Ground surface 123 32 m p Uf RIO ET LUNG dus dau 125 0 0 H H p M M 20 A 5 ic qz SE EATS Ee UN EE EE 120 0 H p FINE SAND H VS RS 6L 2 HI de H W ue 1 Es NEE 115 0 oL
100. 80 0 82 0 84 0 86 0 88 0 90 0 92 0 94 0 96 0 98 1 00 1 02 1 04 1 06 1 08 1 10 1 12 1 14 1 16 1 18 1 20 1 22 1 24 Distance 1000 Golder I Associ s Coupe flanc Est condition pseudo Figure C statique 0 06g rupture circulaire ANALYSES DE STABILIT PHASE 3 DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat riau Propri t s kN m c kPa 1 Mati res r siduelles 13 5 30 statiques 5 35 pseudo statique 2 Mat riau de recouvrement 30 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 St VE 45 kPa 100kPa 6 Silt argileux argile silteuse as o taux de 25 kPa m 7 Till 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 16 0 H 0 Elevation m az Na EE his LUN mis 0 70 0 72 0 74 0 76 0 78 0 80 0 82 0 84 0 86 0 88 0 90 0 92 0 94 096 098 100 1 02 104 1 06 1 08 1 10 1 12 1 14 1 16 1 18 1 20 1 22 1 24 Distance m x 1000 Coupe flanc Est condition statique rupture le long de la g omembrane Golder WA ssoci s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE Figure C 9 D cembre 2010 09 1221 0048 1000 Mat riau 1 Mati res r siduelles 2 Mat riau de recouvrement 3 Sable fin l che compact 4 Sable fin dense tr s dense 5
101. 84 89 94 99 423 417 416 417 417 419 419 418 417 415 415 415 420 424 424 426 10 16 2 28 34 100 T 408 410 410 409 411 414 416 di 27 T 96 G 318 386 337 346 353 365 174 160 th 20 26 38 s 5 gt T P 58 247 223 547 243 246 242 233 213 68 86 DES 477 189 LEGENDE 1 Point de mesure 222 Valeur de tassement mm SOURCE Plan Base dwg du projet LET Saint Nic phore Q120398 tude d impact agrandissement Phase 3B Points pour v rifications du tassement fourni par Genivar le 30 septembre 6 octobre et 19 octobre 2010 0 25 50 75 100 125 150 m Golder Associ s 9200 boul de l Acadie bureau 10 F Montr al Qu bec HAN 2 2 T l 514 383 0990 Fax 514 383 5332 Date 2010 11 26 chelle 1 3 000 Dessin par R Gravel Projet par P Gince V rifi par M Lemieux Approuv par J C t No de dessin 0912230048 06 No de projet 09 1223 0048 ANALYSES DE STABILIT ET CALCULS DE TASSEMENT AUX FUTURS SECTEURS D EXPLOITATION DU LET DE SAINT NIC PHORE QU BEC FIGURE TASSEMENTS CALCUL S PHASE 3B D 1 Client Waste Management St Nic phore A Projet Phase 3B du LET de St Nic phore 6 F Golder de Projet 09 1223 0048 1000 Associ s R alis par Patrick Gince V rifi par Marielle Limoges Shaigetz R SULTATS DES CALCULS DE TASS
102. 98 76 116 22 18 243 196 281 19 16 365 299 415 18 14 409 336 463 18 13 417 342 472 18 13 365 299 416 18 14 95 246 200 283 19 15 358 293 407 18 14 411 337 465 18 13 417 342 472 18 13 314 257 358 18 14 90 70 107 22 19 242 197 278 19 15 386 316 438 18 14 419 344 474 18 13 327 268 373 18 14 104 82 123 22 18 233 189 269 19 15 359 294 409 18 14 419 344 474 18 13 330 270 377 18 14 100 213 173 245 19 15 354 290 403 18 14 418 343 473 18 13 335 275 382 18 14 95 195 158 225 19 16 348 285 396 18 14 417 342 472 18 13 341 280 389 18 14 92 71 109 22 18 181 146 211 20 16 341 280 389 18 14 415 341 470 18 13 347 284 395 18 14 80 61 95 23 19 177 142 207 20 17 335 274 382 18 14 415 340 469 18 13 350 287 399 18 14 81 189 151 221 20 17 322 264 368 18 14 415 341 470 18 13 353 289 402 18 14 82 83 362 296 411 18 14 420 345 475 18 13 401 329 454 18 13 198 159 232 20 17 84 361 296 411 18 14 424 348 479 18 13 411 337 465 18 13 255 207 296 19 16 85 360 295 409 18 14 424 348 479 18 13 Client Waste Management St Nic phore A Projet Phase 3B du LET de St Nic phore 6 Golder de Projet 09 1223 0048 1000 Tableau D 1 Associ s R alis par Patrick Gince V rifi par Marielle Limoges Shaigetz R SULTATS DES CALCULS DE TASSEMENT SUITE LA MISE EN PLACE DES MATIERES R SIDU
103. A ee OSIM 41 g PME f iu B de MERS EE 110 0 2 13 z z I 14 4 d F E 1 H 15 2 A i MpARHAM ED EA 08 0 IG H et _ 4 Water level 106 66 m H 1 7 2002 10 07 E E d E EE 106 0 ss m 4 m f bos H EECH 04 0 SILT WITH SOME CLAY H 20 4 21 i bs i E PEE XETERSRAS SR re i EN 44 55 02 0 22 23 ooo SAND Gees ists ete 00 0 BEDROCK AN a N 150 mm open bedrock hole Legend Sample number Bailed remoulded soil sample Date 2002 11 25 Scale H Not to scale V 1 150 P M Tremblay Inn Tremblay INTERSAN ENGINEERED LANDFILL Checked by J C t Approved by M Poulin INTERSAN INC ST NICEPHORE QUEBEC UNE FILIALE DE CANADIAN WASTE SERVICES Drawing no 02040 4100 A06 Project no 021 7040 4100 FIGURE BOREHOLE LOG AND INSTALLATION SCHEME A 6 WELL W 02 6 Drawing file 02040 4100 A06 dwg 2010 12 14 10 25am Protection cap Padlock Vd WR vod ET E SE EN 24 0 Ground surface 122 58 m n 0 u H m i Latest EE ET es 22 0 2 3 T asw x 20 0 H H 4 150 mm 0 steel casing of i EEN EE ESA Regen da Pon 8 0 6 H H H RATER ve eyo bat od i pe PRE EE PRIM d GS ed eo ee dE ERE Wee 6 0 7 H 8 i PORTIE
104. ABORATOIRE N P n tration Standard Ne P n tration dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilit cm s Sondage 981 Page 2 de 3 Dossier LAIS 014 Tubages Tari re Carottier NQ RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU NON REMANIEE REMANIEE e N coups 300 mm 10 20 30 40 50 60 70 80 90 S Gei RAPPORT DE FORAGE LES Projel Elude hydrog ologique Sondage 981C LABORATOIRES Sile LES St Nicephore Pave 3 de 3 SHERMONT Client Intersan Inc Dossier LAIS 014 1998 INC I Date du forage 98 05 26 au 98 05 28 Foreuse Diedrich Tubages Tari re Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE Z Remani CF Cuill re fendue G Granulom trie N P n tration Standard Non Remanie TS Tube Shelby S S dimenlom trie Ne P n tration dynamique au Perdu TA Tari re W Teneur en eau Cui R sistance Intacte au cone kPa Carotte de CD Carotlier Diamant LL Limite Liquide Cur R sistance Remani e au c ne kPa BE Benne Peterson LP Limite Plastique k Perm abilit cm s COUPE STRATIGRAPHIQUE CHANTILLON JOINTS RESISTANCE AU CISAILLEMENT ca Lg gt
105. ANALYSES DE STABILIT ET CALCULS DE TASSEMENT AUX FUTURS SECTEURS D EXPLOITATION DU LET DE SAINT NICEPHORE QUEBEC ANNEXE A Journaux de sondages et r sultats des analyses en laboratoire g otechnique D cembre 2010 N de projet 09 1223 0048 1000 DESCRIPTION LITHOLOGIQUE ET ENVIRONNEMENTALE TERMINOLOGIES ET ABREVIATIONS Les terminologies et abr viations fr quemment utilis es sur les journaux de sondage sur les figures et dans le texte du rapport sont les suivantes L CF CR DS ED ET EV PP TS SCH II TYPES D CHANTILLONS cuill re fendue carotte de roc chantillonneur de type Denison chantillon d lav chantillon la tari re chantillon en vrac piston paroi mince tube Shelby scissom tre R SISTANCE LA P N TRATION R sistance la p n tration dynamique Le nombre de coups d un marteau de 63 5 kg tombant d une hauteur de 0 76 m n cessaire pour enfoncer sur une longueur de 0 3 m un c ne de 50 mm de diam tre et de 60 d angle reli des tiges de forage de calibre A R sistance la p n tration standard N Le nombre de coups d un marteau de 63 5 kg tombant d une hauteur de 0 76 m n cessaire pour enfoncer un chantillonneur de 50 mm de diam tre sur une longueur de 0 3 m PS PH PM III l chantillonneur est pouss sous le poids statique du marteau l chantillonneur est pouss par pression hydraulique l chantillonneu
106. B TESTING PZ 02 04 PVC Elevation 117 85 m Moist compact greyish brown fine SAND trace of silt Moist compact greyish brown fine to medium SAND Moist very dense greyish brown fine SILTY SAND Becoming saturated and grey HOLLOW STEM AUGER Saturated medium dense grey SILT with some clay and trace of fine sand Wet very loose grey SILT with some clay and trace of sand Saturated compact grey SILT AND FINE SAND Saturated very dense grey GRAVEL with silt DEPTH SCALE ALONG HOLE 1 150 BEDROCK Highly fractured black CALCAREOUS SLATE END OF BOREHOLE Bentonite cement grout 110 86 m 2002 10 07 Bentonite Silica sand PVC Screen Dia 54mm Golder Slots 0 25mm Length 0 35m Bentonite LOGGED M Beauchamp CHECKED J C t GENERAL_AN 0217040 BH GPJ GENERAL GDT 14 12 10 M T PROJECT 021 7040 RECORD OF BOREHOLE _ PZ 02 5 LOCATION St Nic phore Qu bec CLIENT Intersan CONTRACTOR Succession Forage George Downing Limit e CME 75 BORING DATE 2002 07 02 DEPTH SCALE METRES BORING METHOD STRATA PLOT SOIL PROFILE DESCRIPTION GROUND SURFACE SAMPLES TEST RESULTS NUMBER RECOVERY BLOWS 0 3m PAGE 1 OF 2 DATUM Geodetic COORDINATES 3920
107. BOREHOLE PO 03 08C PAGE 1 of 4 CLIENT Intersan SURFACE ELEV m 110 309 TUBE ELEV m 111 238 COORD m ROCK DEPTH m 16 84 Y 5076391 36 X 393206 27 MAX DEPTH m 18 24 WATER LEVEL m DATE HOUR 102 803 24 11 03 14 05 00 SAMPLE TYPE D REMOLDED 7 SHELBY TUBE NORECOUERY CORE VANE SAMPLING METHOD SS splitspoon SH shelby tube SOIL DESCRIPTION Fine SAND traces of silt traces of root medium dense yellowish brown 10YR 5 4 Munsell no moist non plastic noncohesive massive and granular structure unoxidized 5 5 idem io SS 01 becoming dark greyish brown 2 5Y 7121 4 2 Munsell no SP SM DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng AC auger cuttings RC rock core V vane R refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF REMARKS BLOWS 15 cm DETAILS RECOVERY blows 30 cm or RQD in KX SUASA WS W S S WX CANA AWA ROO 6 CH OOQQ KAWAQ A KANNER NC C CH IN WATER LEVEL MEASURED BY Gagnon eng GAENVIRONNEMENTIGEOTECH ET TCIGINTWPROJECTS10512210 GP J BLMW 2005 01 19 09 17 07 BOREHOLE LOG con t PROJECT Hydrogeological Study S 0812210 BOREHOLE N PO 03 08C LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING PAGE 3 of 4 REMARKS NUMBER OF SOIL DESCRIPTION GRAPHIC LOG DETAILS TYPE amp No BLO
108. C PHORE D cembre 2010 09 1221 0048 1000 Mat riau Propri t s kPa 1 Mati res r siduelles 13 5 30 statiques 5 35 pseudo statique 2 Mat riau de recouvrement 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 e d 5 45 100 6 Silt argileux argile silteuse o taux de 25 kPa m 7 Till 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane PEHD lisse 160 39 0 170 Elevation m 2 11 A A A A A TT EE 0 70 0 72 0 74 0 76 0 78 0 80 0 82 0 84 0 86 0 88 0 90 0 92 0 94 0 96 0 98 1 00 1 02 1 04 1 06 1 08 1 10 1 12 1 14 1 16 1 18 1 20 1 22 1 24 Distance m x 1000 Coupe flanc Est condition statique rupture circulaire Golder WA ssoci s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE Figure C 7 D cembre 2010 09 1221 0048 1000 Propri t s y kNm 30 statiques Mat riau 1 Mati Gel I 1 ati res r siduelles 35 pseudo sialique 2 Mat riau de recouvrement 3 Sable fin l che compact 4 Sable fin dense tr s dense 5 Silt 6 Silt argileux a argile silteuse tes o 7 Till 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 16 0 Elevation m c kPa 5 45 kPa 100kPa 25 0 70 0 72 0 74 0 76 0 78 0
109. COBBLES and or BOULDERS little sand traces 19 511 SILT with few coarse gravel and little sand TILL Munsell no thickly bedded and blocky structure cobbles SOIL DESCRIPTION unoxidized wet non plastic noncohesive bedded and blocky of silt TILL dark grey 7 5YR 4 0 Munsell no structure unoxidized TILL very dark grey 2 5YR 3 0 Munsell no non plastic noncohesive SC SM dark grey 5YR 4 1 HLd3a 14 86 SAND with some silt few clay and little gravel A313 ROJECT Hydrogeological Study N 0512210 BOREHOLE N 03 05 PAGE 3 of 4 Orecsur DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY ien PROJECT Hydrogeological Study N 0512210 BOREHOLE PO 03 05C PAGE 4 of 4 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING E g SOIL DESCRIPTION 28 EHS NUMBER ISS Si lt ESI E 2s 88 REMARKS B o tu C O 5 5 a Sep SAND with few silt and gravel little clay TILL becoming reddish black 7 5R 2 5 0 Munsell no low plasticity cohesive thickly bedded and blocky structure Bentonite IWS oN S ox Sand Grade 0 UY SASS Ges S SES EN S SN ks Idem to RC 16 becoming dusk red 10R 3 2 Munsell no lt s lt SS NS SAN NG
110. COUPE STRATIGRAPHIQUE Remani DESCRIPTION DU SOL ET DU ROC PROFONDEUR m ELEVATION m PROFONDEUR m Calcaire argileux gris fonc FIN DU FORAGE 6 00 7 00 28 00 09 00 RAPPORT DE FORAGE Projet Elude hydrog ologigue Sile LES St Nicephore Client Inter Date du forage 98 05 12 au 98 05 15 Foreuse Diedrich i Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE G Granulom trie S S dirnentom Lrie W Teneur en eau LL Limite Liquide LP Limite Plasti SYMBOLE NIVEAU D EAU DATE PIEZOMETRE SUNT NGU san Inc ECHANTILLO TYPE NO ETAT Z RECUPERATION Sondage 987C ESSAIS N RQD ANGLE OUVERT FERME ue JOINTS REMPLISSAGE ESSAIS IN SITU ET LABORATOIRE Page 3 de 3 Dossier LAIS 014 Tubages Tari re N P n tration Standard Ne P n tration dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au cone kPa k Perm abilit cm s RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU kPA NON REMANIEE REMANIEE N coups 300 mm 10 20 30 40 50 60 70 80 90 x m RAPPORT DE FORAGE Projet tude hydrog olosique Sondage 988 Site LES St Nicep
111. Classification No L gende dela Client Tecsult Inc 100 200 300 400 01234567 classification Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux a argile silteuse Unit 5 Sable silteux silt sableux Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable Projet Sondages au piezoc ne Endroit Site Intersan St Nic phore 0 2 4 6 810 in puoJoiq Dossier G 03504 Sondage PZC 03 10 Op rateur JNB V rifi par JC MB m 9 D gt qt MPa U kPa f f kPa Classification No L gende de la Inclinaison 40 400 O 400 800 12000 100 200 300 400 01234567 Classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux argile silteuse Unit 5 Sable silteux silt sableux uu Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 m Client Tecsult Inc Dossier G 03504 eee Te s M Projet Sondages au piezoc ne GE Fichier PZC 03 11 grf Endroit Site Intersan St Nic phore v riri par JC MB U
112. E D ERUNT TT X KA Fine SAND with traces of silt medium dense dark A Va A grey 5YR 4 1 Munsell no moist non plastic K i 4 noncohesive massive structure unoxidized P Z cement ei bentonite e oa WA me Silty CLAY traces of sand dark grey 5YR 4 1 WA WA K i Munsell no moist low plasticity cohesive A CH A CH EE c s E massive structure unoxidized G i C A Lei L m 94 55 e Se A S WY CA CA We We 2 52 Wees eh ba ba wes OS Ka Me Ka Ne PA W e uS See LS A CH Idem to SS 03B becoming very stiff 5 CH A E Ka a Ee 5 7 14 17 e 4 9 al 2 Wa Pe Re 6 Ka KA WA WA 79 SS 5 VW XN A 105 54 5 64 amp S S 252 KJ 6 Lean CLAY traces of sand soft dark grey 7 5YR 4 0 Munsell no wet medium plasticity cohesive x lt x CH A 6 A SS A vx Ge DESCRIBED BY Gagnon eng S Laforge tech WATER LEVEL MEASURED BY Gagnon eng APPROVED BY M C Wilson eng G ENVIRONNEMENTIGEOTECH__ET_TC G
113. ELLES Stratigraphie Stratigraphie Stratigraphie Stratigraphie COORDONN ES DU POINT du Forage du Forage du Forage du Forage F 09 09 PZC 03 01 PZC 03 02 PZC 03 03 Moyenne Valeur Min Valeur Max 96 cart 96 cart POINT EASTING NORTHING Tassement Tassement Tassement Tassement Tassement Tassement Tassement inf la sup la mm mm mm mm mm mm mm moyenne moyenne 3924210 50762037 97 391924 5 5076451 9 La 391993 7 5076388 4 392087 4 5076302 5 392099 7 5076291 1 392155 5 5076239 9 j _ 4 m cl D 39157 50764893 3919900 507652207 95 m 9 73 3923176 50 3923049 50762862 E Le NU Moyenne des carts Des effets de bord surviennent dans le mod le lorsque le tassement est calcul sur un point situ la limite du fond d excavation et ou de la charge appliqu e La valeur est donc ajust e manuellement en recherchant une valeur de tassement correspondant un point situ dans l environnement imm diat et non affect par l effet de bord D cembre 2010 09 1223 0048 1100 5 0753e 006 5 0754e 006 5 0755e 006 5 0756e 006 5 0757 006 5 0758 006 5 07504 POST CAEN OPOP NYA T REESEN trs for s 0 Dor BARI Pd PA KY KO PI WI WI KA PA MI NI r EY KO ET PA FT AT Axe de la Coupe C C
114. EMENT SUITE LA MISE EN PLACE DES MATI RES R SIDUELLES Stratigraphie Stratigraphie Stratigraphie Stratigraphie COORDONN ES DU POINT du Forage du Forage du Forage du Forage F 09 09 PZC 03 01 PZC 03 02 PZC 03 03 POINT EASTING NORTHING Tassement Tassement Tassement Tassement mm mm mm mm 3916050 e E r gt M an Blo 1 AB M 3 7 4 391370 266 240 183 6 3915603 5 s seso 391594 1 462 430 335 3915172 o 3917023 3916775 391614 2 472 439 343 3915505 3 36 5 391735 7 295 269 206 3916617 am 432 391648 0 471 438 341 3915843 391769 8 281 256 196 391748 5 415 385 299 3916555 391611 6 416 385 299 3918041 391781 5 407 377 293 3917293 391606 2 358 331 257 3918385 40 391794 474 441 344 3915582 391873 7 269 246 189 4 as 46 391783 2 391674 6 47 391630 5 391909 6 391884 1 391817 0 391709 8 52 391662 4 3 391945 6 4 391919 6 55 391850 8 391745 1 391694 3 391981 3 391955 0 391884 6 391780 3 391726 4 392016 0 391990 4 391918 4 391815 6 391759 6 392052 1 392027 0 391952 2 391850 9 391792 3 82 391824 7 8 391892 4 391986 0 392023 7 392085 8 391858 3 391926 1 392019 8 392033 7 392090 9 92 391891 5 93 3919599 50763516 356 3920536 507265656 423 49 446 am N un N N B P gt M w to 2 43 40 225 206 158
115. ENESSERE lt 52 30 37 15 16 3 S Wy AN NG SES NS WS SLR NS NEN SILT with some sand and traces of gravel TILL 2 thin layers of gravel with few siit 3 to 5 cm at A pu 16 77 17 16 black dark grey 5YR 4 1 AAA i 16 23 22 16 and 7 5YR 2 5 0 Munsell no moist non plastic noncohesive bedded structure unoxidized ML 7 Sand Grade 1 gt d N x 88 Coarse GRAVEL with few sand TILL traces of silt clay black to dark grey 7 5YR 2 5 0 p GE 2 5YR 4 0 Munsell no moist non plastic A FE 22 46 52 noncohesive bedded structure unoxidized d 1 pvc Sereen 55 8 cm BEDROCK Calcareous SHALE black to grey inclined bedding 45 some calcified fracture with traces of pyrite Length 3 05m End of borehole DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTWIPROJECTS 0512210 GPJ BLMW 2005 01 19 09 13 35 TeCSULT PROJECT Hydrogeological Study CLIENT SITE FIRM EQUIPMENT Diedrich D 50 donut hammer WATER LEVEL m DATE HOU 115 433 24 11 03 09 02 00 SIZE SOIL HW ROCK DATE STARTED 07 11 03 DATE ENDED 07 11 03 SAMPLE TYPE lt REMOLDED 7 SHELBY TUBE NW NORECOVERY CORE VANE SAMPLING METHOD SS splitspoon
116. IE E EIS DESCRIPTION DU SOL ET DU ROC lt C EG Q 112 43 7 4 Do 99 of 2 gt 9 NIVEAU D EAU DATE i Site LES St Nicephore Client ntersan Inc 98 05 12 au 98 05 15 Foreuse Diedrich Tubages Tari re Date du forage Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE PIEZOMETRE TETE TT Le X Ka Oe og D oo on D RAPPORT DE FORACE Projet Elude hydrog ologique Sondage 987C S dimentom lrie EKUN Limite Plastique TYPE NO ETAT Z RECUPERATION ESSAIS N RQD ESSAIS IN SITU ET REMPLISSAGE ca ios gt gt o n a Le Paye 2 de 3 Dossier LAIS 014 N P n tration Standard Nc P n tralion dynamique au c ne Cui R sistance Intacte au cone kPa Cur R sistance Remani e au c ne kPa k Perm abilit cm s RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU kPA NON REMANIEE amp REMANIEE E N coups 300 mm 10 20 30 40 50 60 70 80 90 LES LABORATOIRES SHERMONT 1998 INC CF Cuill re fendue ZZA Non Remani TS Tube Shelby NEN Perdu Tari re CRC Carolte de Roc CD Carottier Diamant Benne Peterson
117. IMITATIONS RAPPORT GEOTECHNIQUE Page 2 de 2 Golder ainsi que l ing nieur concepteur de tout v nement activit information d couverte pass pr sent ou future susceptible de modifier les conditions souterraines d crites dans ce rapport et leur offrir la possibilit de r viser leurs recommandations ainsi que les plans de construction Cette obligation couvre aussi le cas o les conditions rencontr es sur le site diff reraient de fa on significative de celles anticip es dans ce rapport soit en raison de la variabilit naturelle des conditions souterraines ou en raison d activit s de construction Il est entendu que la reconnaissance d un changement des conditions du sol et du roc n cessite qu un examen soit effectu sur le site par un professionnel qualifi et exp riment dans la pratique de la g otechnique EVALUATION DES CONDITIONS SOUTERRAINES Les travaux d investigation souterraine effectu s par Golder et d crits dans ce rapport furent r alis s conform ment aux r gles et pratiques professionnelles reconnues et accept es au moment de leur r alisation A moins d avis contraire les r sultats de travaux ant rieurs ou simultan s provenant d autres sources que Golder cit s et ou utilis s dans ce rapport furent consid r s comme ayant t obtenus en respectant les r gles et pratiques professionnelles reconnues et accept es et comme tant valides Les horizons de sols et de roc tant souvent de compo
118. IN SITU ET DE LABORATOIRE Pase de 3 Dossier LAIS 014 CE Remani CF Cuill re fendue G Granulom trie N P n tration Standard Non Remani TS Tube Shelby S S dimentom trie i Ne P n tration dynamique au cone NEN Perdu TA Tari re W Teneur en eau Cui R sistance Intacte au c ne kPa CEO Carotte de Roc CD Carottier Diamant LL Limite Liquide Cur R sistance Remani e au c ne kPa BE Benne Pelerson LP Limite Plastique k Perm abilit cm s COUPE STRATIGRAPHIQUE ECHANTILLON JOINTS 5 0 e RESISTANCE AU CISAILLEMENT E DR SS amp NON DRAINE SCISSOMETRE CU le gj 7 2 NON REMANIEE 2 EE 56 a E z Ee DESCRIPTION DU SOL ET DU ROC az ee sell E REMANIEE E 2 SB i X mie m 0 5 N coups 300 mm E BE Sr 2 2 Se m d 123 42 10 20 30 40 50 60 70 80 90 2 Sill sableux gris traces un KX peu d argile v 262 jo Hel Pad 1 00 AAE 9 c I o iis i 2 00 Gest oc p 9 2 00 9 on l i l at S 4 00 U i H Se 23 9 1 5 00 2 4 6 00 i t o9 E 9 7 00 9 9 8 00 4
119. INTERPRETATION IN FINE GRAINED SOILS 55 parameters q 0 9 MPa 40 kPa and Au 72 kPa at a depth where ox 180 kPa and 90 kPa Hence the normalized CPTU parameters are 8 5 6 B 0 1 Using these normalized parameters the soil would classify as a slightly overconsolidated clay clay to silty clay on the normalized friction ratio chart and as a silt mixture clayey silt to silty clay on the normalized pore pressure ratio chart However if the rate of pore pressure dissipation during a pause in penetration were very slow this would add con fidence to the classification as a clay If the dissipation was more rapid say 50 dissipation in four to six minutes 4 min lt tso lt 6 min the soil is more likely to be a clayey silt Larsson and Mulabdic 1991 have proposed that the normalized excess pore pressure remaining after one or five minutes can also be used as an indicator of soil type The manner which the dissipation occurs also important In stiff overconsolidated clay soils the pore _ pressure behind the cone can be very low and sometimes negative of the equilibrium pore pressure uo whereas the pore pressure on the face ofthe cone can be very large due to the large increase in normal stresses created by the cone penetration When penetration is stopped in overconsoli dated clays pore pressures recorded behind the cone may initially increase before decreasing to th
120. INTIMPROJECTS 0512210 GPJ BLMW 2008 01 19 09 16 40 recsur BOREHOLE LOG con t PROJECT Hydrogeological Study PAGE 2 of 3 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm SOIL DESCRIPTION REMARKS DEPTH m DEPTH m TYPE amp No SAMPLE or RQD in 96 RECOVERY N blows 30 cm 2 GRAPHIC LOG DETAILS massive structure unoxidized 6 SA bentonite CO D 4 o A Q2 Ch 2 4 5 4 A 3 S SOS dch 5 K DN Se IIS 7 x Q2 Idem to SS 05 becoming stiff very dark grey 5YR 3 1 Munsell no 4 792 NW L WS S S ab bai e v VON CH Ki o Ki Oh lt KK Ok 2 eX Ce CON xx d ch 4 79 x 7 KAI NAS lt AN KX 2 KA XX KKK Ki CH AA a 4 7 Ko Q Q 4 A K 7 e XX X Ki 9 77 dh MS LX XS wee d ch 9 KN 5 7 NR 4 525250525252 idem to SH 06 becoming soft very dark grey 7 5YR 3 0 Munsell no www SK X dy AN 9 Nic Ki A X K bh 7 MS X lt KAAN LEW 2 Idem to 55 08 becoming
121. NIEE 2 m N coups 300 mm 2 e lt j a 2 25 P 2 10 20 30 40 50 60 70 80 90 y S q oo D 1 a ger Ue i T Im v ell felj i wha lds Zio MES i AER ES i S E Re i Okt d i BAN ep io 1 Ais Boda x Pile E Pr opd oi 2 y i i p oo a et SE lo o N i H i a a o N a d P X CF 3 X 100 72 N b E im N 4 41194 k Ta a ws 2 fo o dcr gt 100 95 o 94 VA ja a 1 e CF 5 1001 46 Lot i11 See RAPPORT DE FORAGE LES LABORATOIRES SHERMONT 1998 INC Projel tude hydrog vlogique Site LES St Nicephore Client Intersan Inc Date du fora Remarque G Granulom trie S S dimentom trie W Teneur en eau LL Limile Liquide LP Plastique CF Cuill re fendue ZZA Non Remani TS Tube Shelby NEN Perdu TA Tari re OMC Carotte de Roc CD Diamant BE Benne Peterson COUPE STRATIGRAPHIQUE Remani Sg 2 8 Ed DESCRIPTION DU SOL ET DU ROC az Eee ela EB 29
122. Oo 2 lt o 2 Saturated dense to very dense trace of clay and gravel grey fine to coarse SILTY SAND BEDROCK Fractured black CALCAREOUS SLATE CORING Massive 106 03 m 2002 10 07 Bentonite cement grout Bentonite Silica sand PVC Screen Dia 51mm Slots 0 25mm Length 1 0m HQ CORE BARREW CASING END OF BOREHOLE DEPTH SCALE ALONG HOLE 1 80 Golder LOGGED M Beauchamp CHECKED J C t GENERAL_AN 0217040 BH GPJ GENERAL GDT 14 12 10 M T RECORD OF BOREHOLE 2 02 2 PROJECT 021 7040 PAGE 1 OF 1 LOCATION St Nic phore Qu bec CLIENT Intersan CONTRACTOR Succession Forage George Downing Limit e CME 75 GE 392083 59E 5075580 66N BORING DATE 2002 07 05 SAMPLER HAMMER 63 5 Kg DROP 760 mm SOIL PROFILE SAMPLES TEST RESULTS MONITORING VISUAL OBSERVATIONS INSTALLATIONS U S M P HYDRAULIC omi GROUNDWATER AND 107 109 19 19 402 OBSERVATIONS MAX VOC CONC ppm MK PZ 02 02 T DATUM Geodetic DESCRIPTION METRES DEPTH SCALE STRATA PLOT NUMBER RECOVERY BLOWS 0 3m ADDITIONAL LAB TESTING PVC Elevation 110 05 m GROUND SURFACE Moist compact grey SILT with some clay and fine sand Bentonite cement grout 106 10 m 2002 10 07
123. RIPTION DEPTH m DEPTH m soft dark grey 2 5YR 4 0 Munsell no wet medium plasticity cohesive massive structure unoxidized Idem to SS 09 becoming very soft very dark grey 2 5YR 3 0 Munsell no CL ML Idem to SS 10 becoming weak red 10R 4 2 Munsell no i Coarse GRAVEL little fine gravel traces of sand and silt TILL very dark grey 2 5YR 3 0 Munsell moist non plastic noncohesive thickly bedded and blocky structure unoxidized GP GM Idem to RC 12 with few sand and traces of silt SILT with little fine gravel and traces of sand TILL dark grey 4 1 Munsell no moist non plastic noncohesive bedded and biocky structure unoxidized BEDROCK Calcareous SHALE black graphitic with slaty cleavage 45 Idem to RC 16 with calcified fractured zone and traces of pyrite End of borehole DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng BOREHOLE LOG con t N 0512210 BOREHOLE N PO 03 04C PAGE 3 of LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm or RQD in REMARKS RECOVERY N blows 30 cm DETAILS TYPE amp No N 1 57 d S 1 46 cm 4 Bentonite NS CANIN SNK RANG 22 86 S D 9 SAN Sand Grade 1 SN S S3 11 23 47 KE SSS d N EE EX WX NN Diam 50mm
124. ROCK ud Ww DATE STARTED 22 10 03 DATE ENDED 22 10 03 SAMPLE TYPE DG REMOLDED 7 SHELBY TUBE NW NoRnEcovERy CORE VANE ET SAMPLING METHOD SS splitspoon SH shelbytube auger cuttings rock core refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm d SOIL DESCRIPTION REMARKS DETAILS SAMPLE RECOVERY blows 30 cm or RQD bd FILL Fine SAND traces of silt medium dense brown 7 5YR 4 2 Munsell no moist non plastic noncohesive massive and granular structure unoxidized Q XK OO LLLI 5555 25 55255 SIS COSS CX SOS XX 55555 ee E Q xX lt SSES 555550506 500060000 REIS LG RL i 3 36 FILL SILT traces of fine sand very stiff dark reddish grey 10R 4 1 Munsell moist low plasticity cohesive bedded structure unoxidized d 4 XX 20 2 CN 25 SS eS Se 52 A A XXX lt gt x CO RRRS 559 Wi 555 25260 Wi S Q2 A S Z dch KN S z XS NS QNS KAI SINK 9 6 5 Q KA NX 55 25 RS 5595 25 Ne RS x X X X gt lt X x gt gt 5559 555555 D x ze Ko 52 S D 4 4 16 16 lt x d 5 4 L4 6 25 FILL Fine SAND medium dense dark grey 10YR 4 1 Munsell no moist non plastic noncohesive bedde
125. S Site LES St Nicephore SHERMONT 1998 INC Sable brun gris un peu de silt Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE CS Remani CF Cuill re fendue G Cranulom trie N P n tralion Standard Non Remani TS Tube Shelby S S dimentom trie Ne P n tralion dynamique au c ne Perdu Tari re W Teneur en eau Cui R sistance Intacte au c ne kPa CR Carotte de Roc CD Carottier Diamant LL Limite Liquide Cur R sistance Remani e au c ne kPa BE Benne Peterson LP Limite Plastique k Perm abilit cm s COUPE STRATIGRAPHIQUE CHANTILLON JOINTS WM 8 i3 JOINTS RESISTANCE AU CISAILLEMENT LIE e NON DRAINE SCISSOMETRE CU Sa 818 ES NO E e E 5 AE Ez z N REMANIEE Z DESCRIPTION DU SOL ET DU az amp lalgigi 2 D 2 S l 28 51241 EZ N coups 300 mm amp Sls 2 2 Clg ere o 123 44 10 20 30 40 50 60 70 80 90 Sable silteux gris 1 00 2 00 i i 5 00 Sable brun traces de silt 5 00 Sable gris traces un peu de silt oe RAPPORT DE FORAGE LES Projet Etude hydrog ologique Sondage 981 LABORATOIRES Site LES St Nicephore Page 2 de 2 SHERMONT Client Intersan Inc Dossi
126. SH shelby tube auger cuttings RC rockcore V vane refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING DEPTH m ELEV m DEPTH m Intersan St Nic phore Landfill Site Forage Comeau SOIL DESCRIPTION SITE SURFACE Fine SAND very loose dark red 2 5YR 3 6 Munsell no moist non plastic noncohesive massive structure unoxidized Organic matter within the first 0 3 m Fine SAND with little silt medium dense olive grey Rei 4 2 Munsell no wet non plastic noncohesive massive structure unoxidized Idem to SS 02 becoming dark greyish brown 10YR 4 2 Munsell no SM Fine SAND with little medium sand very dense dark grey 10YR 4 1 Munsell no moist non plastic noncohesive massive structure unoxidized Fine SAND dense dark grey 5YR 4 1 Munsell no wet non plastic noncohesive massive structure unoxidized Fine SAND with few silt dense very dark grey 5YR 3 1 Munsell no moist non plastic noncohesive massive structure unoxidized End of borehole DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng COORD m Y 5076175 99 X DETAILS Bentonite Sand Grade 0 PVC Screen Open Length 1 52 2 8 99 9 09 WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTMPROJECTS 0512210 GPJ BLMW 2005 01 19 09 13 4 BOREHOLE LOG iv
127. TRE COUPS 0 3 m 20 40 60 80 UNITE DE ESSAIS CONSISTANCE LABORATOIRE DESCRIPTION DU SOL OU DU ROC s Sable silteux et graveleux contenant 2 2 des cailloux partir de 14m de 25 profondeur Compocil tr s dense Till probable CN i m D 3 P 3 A d d 25 RESISTANCE AU CISAILLEMENT kPa 20 40 60 80 ET IN SITU PROFONDEUR m NIVEAU m PROFONDEUR PIEZOMETRE TYPE ET NUMERO RECUPERATION N ou RU STRATIGRAPHIE wp wn wl 20 40 60 69 Date 91 08 19 MONTERIAL BE eee Forase No EZ No Client Le Groupe SNC Projet installotion de pi zom tres For du 91 07 24 au 91 07 26 Localisation Sile d enfouissement St Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage HW NW BW Prof nappe 4 61 le 91 07 29 COUPE STRATIGRAPHIQUE ECHANTILLONS PENETROMETRE UMITE DE ESSAIS COUPS 0 3 20 40 160 80 DESCRIPTION CONSIS LABORATOIRE DU SOL OU DU ROC PROFONDEUR m NIVEAU m PROFONDEUR wp wn wi ET IN SITU RESISTANCE AU CISAILLEMENT 20 40 60 80 STRATIGRAPHIE RECUPERATION Sable silteux et graveleux contenant des coilloux Compacit tr s dense Till probable ere OP ANG IK SM 24 841 Roc Ardoise g n ralement calcaire gris noir tre Schi
128. WS 15 cm DEPTH m N blows 30 cm or RQD in RECOVERY V d KS Le Ki A Idem to SS 05 becoming very soft and of medium plasticity DN XS 7 K 5 100 1 30 cm 1 1 SAR A 52 VX A SX eX AN CORRS NG AA RISK H 54 43 7 17 32 124 A 99 28 stiff very dark grey 3 1 Munsell no moist 11 08 non plastic noncohesive bedded and blocky Structure unoxidized _______ _ 1 Medium SAND TILL with few silt and fine sand E very dense very dark grey 2 5Y 3 0 Munsell no non plastic noncohesive massive structure unoxidized Fine GRAVEL TILL with traces of coarse gravel medium dense dark grey 7 5YR 2 5 0 Munsell nol moist non plastic noncohesive bedded blocky structure unoxidized ________ SILT with few sand TILL stiff very dark grey 7 5YR 3 0 Munsell no moist low plasticity 14 13 13 12 26 gt lt EE ladan der aman malame yo x gt Bentonite Coarse SAND with few gravel TILL medium dense very dark grey 2 5Y 3 0 Munsell no bedded and blocky structure unoxidized SILT with few sand and little gravel TILL very dark grey 2 5YR 3 0 Munsell no moist low plasticity
129. age __P2 92 07 A Date 23 10 92 Diamatre de forage 200 mm Type d analyse Fond du forage 145 Eranionetriue Type d installation Piezometre simple C Chimique Elevation superieure du Was protectew 118 781 m L Lixiviat Elevation de sok 1958 Q Controle de quaite Profil stratigraphique es RUNS ee 1 i 1 5 5 SE SN Profil Description Amenagement 2151 88 ow wl 2 S18 D was _ 117 076 12 2145 45 2 45 2 90 C YaenBEkg m Ft yis M p 88 Ya masse volumique s che 0 4 2 6 f t w E 12 8 D Silt ages gris traces de sables e Pr sence de coquillages et de mati res organi or ot contr le dos mat riaux 418 853 8387 T lex osc 061 31593 RAPPORT DE PUITS Di EXPLORATION ou DE TROU A LA TARI RE PROJET I Site d enfouissement sanitaire No du Sondage _ 1 ENDROIT St Nic phbre vh p PROFONDEUR 32 40 m ELEVATION DU TERRAIN ET NIVEAU DE R F RENCE 5 i TECHNICIEN Ei Ze LARGEUR LONGUEUR SE A bau E DATE 85 09 05 ECHANTILLON S bt BOE DESCRIPTION ET OBSERVATIONS _ lt SE an DUM consistance moyenne raide traces de 4 lages Pr sence de mati res organiques sous E de taches n
130. alite O anuiometriqne SKK C Chimique L Lixiviat Type d analyse L SABLE FI PZ 92 02 AC d H 2E a ch 2 STE Forage LL iz Ji Description SES To 2037 E d E c a co c K i w 3 E E El E a rm ec ot sal l as Piezometre double 2325 m 1936 m Diamatre de forage 200 mm Fond du forage Type d installation S Kl 22 98 08 E 95 13 Projet 005667 t Hydrogeo Canada RAPPORT DE FORAGE Projet 005667 Forage PZ 92 03 B C Date 05 10 11 92 Diamatre de forage 200 mm Es Type d analyse Fond du forage 2415 m e d installation Piszomeirs double p f C Chimique Eevition superiewe du hbage protectew 120 645 m L Lixiviat Elevation du sot 1976 Controle de quaite Profil stratigraphique NS a Profon Elev Profil Description Amenagement el d echantillon a Recuperation Analyse Echantillon x E 5 i B A o I gt amp q E QUE MLLOUX EI E T EE EEN SABLE ALTRANT TAIT LEE ested EE TIT i i H i i H i
131. argile silteuse Unit 4 Silt argileux argile silteuse Unit 5 Sable silteux silt sableux El va COGEMAT wc Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 m Profondeur atteinte 12 95 m Profondeur de la nappe 1 49 m Fichier PZC 03 05 grf Client Tecsult Inc Projet Sondages au piezoc ne Endroit Site Intersan St Nic phore Inclinaison 02468410 Dossier G 03504 Sondage PZC 03 05 Op rateur JNB in puojoid V rifi par JC MB f f EN 4 mn Lee Loue Ann E EE a 087 U kPa f kPa Classification No L gende dela Inclinaison 400 800 12000 200 400 600 800100001234567 Classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile silteuse Unit 4 Silt argileux argile silteuse Unit 5 Sable silteux silt sableux ui 1nepuojoug Unit 6 l vation m Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 Client Tecsult Inc i Dossier G 03504 Sondage PZC 03 06 inc Prona ata napre 26 m Projet Sondages au plezocone i Fichier PZC 03 06 grf endroit Site Intersan St Nic phore V rifi par JC MB 9 2
132. argileux gris traces de sable RAPPORT DE FORAGE Projet Etude hydrog ologique Sondage 982A Site L E S St Nicephor Paye 1 de 1 Client Intersan Inc Dossier 115 014 Date du forage 98 05 22 au 98 05 22 Foreuse Diedrich Tubages Remarque Carottier NQ ESSAI IN SITU ET DE LABORATOIRE Cranulom trie N P n tration Standard S dimenlom trie Ne P n tration dynamique au cone W Teneur en eau Cui R sistance Intacte au cone kPa LL Limile Liquide Cur R sistance Remani e au c ne kPa k Perm abilit cm s RESISTANCE AU CISAILLEMENT LP Limite Plastique CHANTILLON JOINTS E3 z it cQ NON DRAINE SCISSOMETRE CU El Siw m oe o s NON REMANIBE a l selzlei lel lEge 2 62 e amp E e z E gt meio ee E se eis Eo S N coups 300 mm ERE c g w P n 10 20 30 40 50 60 70 80 90 cs Yb ig 3 i 1 1 ETAT DE L ECHANTILLON PROFONDEUR m ELEVATION m ai PROFONDEUR m 1 00 r 117 15 4 57 6 00 7 00 8 00 9 00 112 58 9 14 LES LABORATOIRES SHERMONT 1998 INC Remani CF Cuill re fendue ES Non Remani TS Tube She
133. by tube DATE ENDED 31 10 03 2 ROCK HQ gt lt REMOLDED traces of gravel SS split spoon LITHOLOGIC DATA SOIL DESCRIPTION SITE SURFACE M C Wilson eng HW DATE STARTED 27 10 03 SAMPLE TYPE non plastic noncohesive massive structure dense dark grey 10YR 4 1 Munsell no wet unoxidized SM St Nic phore Landfill Site Forage Comeau 5 18 Fine SAND with few silt Ara DESCRIBED BY F Gagnon eng S Laforge tech EQUIPMENT Mobildrill P 31 donut hammer APPROVED BY SAMPLING METHOD SITE FIRM SIZE SOIL reu BOREHOLE LOG con t PROJECT Hydrogeological Study 0512210 BOREHOLE N 03 04 PAGE 2 of 3 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING 52 zZ E E E 88 2 z 54 n lila SOIL DESCRIPTION sS x Jus g gt NUMBEROF 55 a lala 28 03 1281 REMARKS Hm lt o 018 FRE 114 4 2 Idem to SS 01 becoming loose D I i 7 HA Ka We L D Ge gt CA CA 4 5 DA 528
134. c kPa 1 Mati res r siduelles 13 5 50 statiques 5 35 pseudo statique 2 Mat riau de recouvrement 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 uM NER TUUS 45 kPa 100kPa 6 Silt argileux argile silteuse as o taux 25 kPa m 0 e 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 16 0 9 0 Elevation 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 Distance Coupe B B flanc Sud condition statique 5 Figure C 24 rupture circulaire apr s excavation GT Golder Associ s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE ANALYSES DE STABILIT ET CALCULS DE TASSEMENT AUX FUTURS SECTEURS D EXPLOITATION DU LET DE SAINT NIC PHORE QU BEC ANNEXE D R sultats des calculs de tassement D cembre 2010 N de projet 09 1223 0048 1000 Limite de la cellule d enfouissement projet e 72 82 87 92 97 67 is 52 ud Se T 4 80 81 82 T 95 de 90 104 100 13 19 25 36 4 T 1 56 di d 85 92 98 I 1 88 88 98 7 415 362 361 360 359 30 Haut de talus des b 18 24 T mati res r siduelles D 3 SE PHASE 3B 3 P 144 Cr te des mati res r siduelles iH 17 23 29 35 40 45 50 55 60 65 70
135. c noncohesive massive and blocky structure unoxidized S SES SS SN SS SUN SSS mamme SS Diam 50mm Length 3 05m N S Ce RS SS R bo BEDROCK Calcareous SHALE black to grey with slaty cleavage 45 some calcified joints 45 18 24 End of borehole DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY APPROVED BY M C Wilson eng F Gagnon eng GAENVIRONNEMENTIGEOTECH ET TCIGINTWPROJECTS10512210 GPJ BLMW 2005 01 19 09 1 TA TECSULT PROJECT Hydrogeological Study CLIENT Intersan SITE St Nic phore Landfill Site E FIRM Forage Comeau BOREHOLE LOG N 0512210 BOREHOLE N PO 03 09A PAGE 1 of 1 SURFACE ELEV m 114 867 TUBE ELEV m 115 692 Y 5076039 03 X 391818 03 WATER LEVEL m Diedrich D 50 donut hammer 114 922 EQUIPMENT DATE 24 11 03 HOUR MAX DEPTH m 5 26 10 40 00 ah SIZE SOIL HW e DATE STARTED 17 11 03 ROCK DATE ENDED 17 11 03 SAMPLE TYPE SAMPLING METHOD SS split spoon SH shelby tube SOIL DESCRIPTION jue d SITE SURFACE TE Fine SAND with few medium sand traces of roots M very loose yellowish red 5YR 4 6 Munsell no moist non plastic noncohesive massive structure unoxidized 107 SAND with few silt medium dense dark grey e d 10YR 4 1 Munsel
136. chimiques Coos gt Q OBSERVATIONS VISUELLES DE CONTAMINATION lt inexistantes faibles mod r es persistantes En Golder Associ s rev1 Annexe A Annexe 1 TERMINOLOGIE G OTECH docx Agrandissement LET St Nic phore Pr paration livrable Travail Secretariat Final Nov 2010 002 RPF 09 1223 0048 revi Annexe Rapport GENERAL2 0912230048 1000 LOG_BH GPJ GENERAL GDT 09 12 22 D B JOURNAL DE SONDAGE _ F 09 03 PROJET 09 1223 0048 LOCALISATION Saint Nic phore Qu bec CLIENT Waste Management ENTREPRENEUR Succession Forage George Downing Limit e DATE DU FORAGE 2009 11 30 PAGE 1 DE 1 DATUM G od sique COORDONN ES 391745 E 5075953 N PLONGEE 90 MARTEAU D ECHANTILLONNAGE 63 5 kg COURSE 760 mm STRATIGRAPHIE CHANTILLONS OBSERVATIONS ET R SULTATS AM NAGEMENT S DE PUITS D OBSERVATION m tres 20 40 M THODE RESIS PENETRATIO DYNAMIQUE L V 1 TENEUR EN EAU DESCRIPTION w ET NIVEAU X D EAU 5 m SOUTERRAINE ESSAIS DE PROFONDEUR DE FORAGE STRATI GRAPHIE COUPS 0 3m ou RQD m tres NUM RO R CUP RA Surface RESIS CISAILLEMENT Nat 4 Cu kPa Rem LABORATOIRE ECHELLE VERTICALE 1 100 Golder Associ s JOURNAL PAR P Bureau V RIFI PAR M Limoges GENERAL2 0912230048 1000 LOG_BH GPJ GENERAL GDT 09 12 22 D B JOURNAL DE SONDAGE _ F 09 09
137. cted A problem that has been recognized for some time with to provide accurate predictions of soil type based on grain soil classification charts that use g and Ry is that soils can size distribution but provide a guide to soil behaviour type change in their apparent classification as cone penetration The CPT data provide a repeatable index of the aggregate resistance increases with increasing depth This is due to the behaviour of the in situ soil in the immediate area of the fact that dr f and all tend to increase with increasing probe i overburden stress For example in a thick deposit of nor In recent years soil classification charts have been adap mally consolidated clay the cone resistance q will increase ted and improved based on an expanded database Robert linearly with depth resulting in an apparent change in CPT Son et al 1986 Olsen and Farr 1986 Also research has classification for large changes in depth Early classification illustrated the importance of cone design and the effect that charts were based predominantly on data obtained from CPT water Pressures have on the measured cone resistance and profiles extending to a depth of less than 30 m Therefore e friction due to unequal end areas Campanella e al for CPT data obtained at significantly greater depths some ee et al 1981 section 3 1 1 Thus cone pen error can be expected using early CPT classification charts ISSM ers of different designs but conforming t
138. d medium density dark grey 10YR 4 1 Munsell no moist medium plasticity cohesive massive structure unoxidized x LI XX 5255 552526 lt XX X gt lt gt lt gt X gt X X gt X X gt x X X 2919295949 9 9 9 9 9 9 9 9 95 XD SSSR coarse sand presence of organic matter within the first 8 cm loose very dark greyish brown 2 5Y 3 2 1 15 Munsell no moist non plastic noncohesive ET Fine SAND with little silt traces of medium sand Git medium density dark grey 5YR 4 1 Munsell no 41 wet low plasticity cohesive massive structure unoxidized Fine SAND with some silt traces of medium sand dense dark grey 5YR 4 1 Munsell no wet non plastic noncohesive massive structure unoxidized SM Idem to SS 02B becoming very dense dark grey 5YR 4 0 Munsell no moist DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng N 0512210 BOREHOLE PO 03 03C REMOLDED 7 SHELBY TUBE WATER LEVEL MEASURED BY BOREHOLE LOG SURFACE ELEV m 113 720 TUBE ELEV m 114 479 COORD m ROCK DEPTH m 22 63 Y 5076548 10 X 392580 45 MAX DEPTH m 24 29 WATER LEVEL m DATE HOUR 112 749 24 11 03 10 15 00 MM NORECOVERY CORE VANE AC auger cuttings rock core refusal a ul S
139. d structure unoxidized 255525 525250606 SRR g XX AA Cement bentonite grout EEN Q2 lt gt lt p OK Wi i 7 88 FILL SILT traces of fine sand stiff dark grey 4 1 Munsell no moist low plasticity cohesive massive structure unoxidized de SSS SRN OK 5 NS Dx x X XX K Q2 lt x 5 NS E LN XX 55 2 RK gt DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY F Gagnon eng APPROVED BY M C Wilson eng GL GAENVIRONNEMENTIGEOTECH_ET_TC GINTIMPROJECTS 0512210 GPJ BLMW 2005 01 18 09 15 56 PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 06A PAGE 2 of 2 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING EE Mit gt Es a uec os amp DIS SOIL DESCRIPTION 59 gt NUMBEROF 95 u 2215 lox REMARKS 9 tu lt IO BLOWS 15 cm c Q 0 IO D z 119 79 lt x Ei E eS lt LS D S 77 7 KN 55555524 Get LS GI HA KA Gi D i Ge PAN T d 955596006 Kb NS XO lt gt d 59 K x gt lt gt 9 8 R AN X lt gt d S UU WEEN GE E 10 67 Idem to 55 03 0909 MA Ei Ly
140. d the friction sleeve Some of the most comprehensive work on soil classification equilibrium pore pressure using electric CPT data was presented by Douglas and Olsen Goo total overburden stress 1981 Figure 5 6 The correlation was based on extensive data collected from areas in western USA The chart con firms early observations from Holland that sandy soils tend to produce high cone resistance and low friction ratio The original chart by Senneset and Janbu 1985 used qe whereas soft clay soils tend to produce low cone resistance However it is generally agreed that the chart and B should and high friction ratio Figure 1 6 Organic soils such as use the corrected total resistance 4 peat tend to have very low cone resistance and very high Experience has shown that although the sleeve friction friction ratio Sensitive soils on the other hand tend to have measurements are not as accurate as g and x generally low cone resistance and low friction ratio Soils with high more reliable soil classification can be made using all three horizontal stresses that is high OCR tend to have higher pieces of data that is q fs A first attempt at defining a cone resistance and friction ratio system that uses all three pieces of data was proposed by One important distinction made by Douglas and Olsen Robertson al 1986 and used 4 By and Ry Figure 5 7 1981 was that CPT classification charts cannot be expe
141. e PZC 03 13 COGEMAT INC Profondeur de la nappe 3 64 m 202256 Op rateur JNB KENE Fichier PZC 03 13 grf i V rifi par JC MB qt MPa U kPa f kPa Classification No L gende dela Inclinaison 10 400 0 400 800 12000 100 200 300 400 500 01234567 Classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux argile silteuse Unit 5 Sable silteux silt sableux gt D Unit 6 uu in puojoid Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 m Client Tecsult Inc P i ep Profondeur atteinte 10 10 m KE 4 Sondage 2 03 14 O G EM AT INC Profondeur de la nappe 7 68 m pe ES Si Nicephol Op rateur JNB UI d Fichier PZC 03 14 grf V rifi par JC MB l vation m COG U 30 40 400 0 EMAT kPa f kPa Classification No L gende dela Inclinaison 400 800 1200 0 100 200 300 400 500 01234567 classification 0246810 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux argile silteuse Unit 5 Sable silteux a silt sableux uu in puojoiq Unit 6 Sable propre sable silteux Unit 7 Sab
142. e 5 10 Soil classification chart based on normalized cone resistance and small strain shear modulus be generated and the measurement of pore pressures is extremely useful As discussed in Chapters 2 and 3 the pore pressures generated affect measurements of both cone resist ance and sleeve friction Cone resistance and Gf relevant sleeve friction should be corrected using the measured pore pressures The measured pore pressures can also be used directly for interpretation in terms of soil design parameters as outlined in the following sections 5 4 1 State characteristics The following sections detail interpretations related to para meters that describe state and stress history 5 4 1 1 Soil unit weight Larsson and Mulabdic 1991 based on their own tests in Swedish clays as well as tests in Norway Rad and Lunne 1988 Sandven 1990 and the UK Powell 1990 proposed the chart shown in Figure 5 11 for obtaining a rough estimate of soil density for clays An iteration is necessary since soil density is also needed for computation of net cone resistance q Oyo and By Soil unit weight can also be estimated using the soil classification chart shown in Figure 5 7 and the unit Weights for each soil zone given in Table 5 2 If no other information such as adjacent boreholes or 44 Heavily Overconsolidated Normally Low plastic ercon or very silty clay consolidated V and or highly solidateq jays or slight
143. e a t r alis e par M B Bouchard mattre foreur sous la supervision conjointe de M R Thibault Environnement et R Bergeron de Audet SBCS ines h sondages indiquent de fa on g n rale A pr sence d une formation de sable brun qui devient fine et silteuse profondeur G 03504 e COGEMAT wc TRUM x l TECSULT INC SONDAGES AU PI ZOC NE boy SITE D INTERSAN ST NIC PHORE DRUMMOND s Pr par e COGEMAT INC To 14 janvier 2004 ZI 1 vul Distribution Trois 3 exemplaires Mme Marie Claude Wilson ing Tecsult inc FR M G OTECHNIQUE Sondages tudes C O G E M AT INC M ENVIRONNEMENT Hydrog ologie Y CONTR LE ET ESSAIS SUR MAT RIAUX Sols b ton de ciment b ton bitumineux M 660 boul Laure SEPT ILES 1X9 418 962 9878 W 201 rue Blainville O STE TH R SE J7E 1Y4 450 435 6159 540 91 rue ST GEORGES G5Y 3K6 418 227 6161 W 803 rue Richard JOLIETTE J6E 2T9 450 755 3201 ENREGISTREMENT BNQ NORME ISO 9002 94 Le 30 janvier 2004 Madame Marie Claude Wilson ing I TECSULT INC 85 rue Ste Catherine Ouest d Montr al Qu bec H2X 3P4 Se OBJET Sondages au pi zoc ne EN Site d Intersan St Nic phore CEP Drummond a N Dossier G 03504 Madame Veuillez trouver ci ap
144. e equilibrium pore pressure The rise can be caused by local equalization of the high pore pressure gradient around the cone Jefferies and Davies 1991 proposed a modified classifi cation chart that incorporates the pore pressure parameter directly into a modified penetration resistance as shown in Figure 5 9 The chart requires a knowledge of the excess pore pressure Au and hence can only be used with piezocone data Accuracy can be a problem in soft sensitive clays where B can be greater than 1 0 With the addition of shear wave velocity measurements using the seismic CPT SCPT section 7 3 Robertson et al 1995 suggested a chart based on normalized cone resist ance and the ratio of small strain shear modulus G to cone resistance G q The small strain shear modulus is linked to the shear wave velocity as follows G p V 5 7 where p mass density y g V shear wave velocity The chart shown in Figure 5 10 can be used to identify unusual soils such as highly compressible sands cemen ted and aged soils and clays with either a high or low void ratio Based on the above discussions it is recommended to use 1000 Increasing dilatation Increasing Increasing plastic hardening overconsolidation 100 e m 10 7 Increasingly collapsible soils sensitivity 1 0 1 1 10 NOTES 1 Sensitive fine grained 5 Sand mixtures silty sand 2 Organic soils peats to sandy s
145. e imp n trable 9 G omembrane en PEHD lisse 16 0 cO 9 0 70 Li l dn 10 0 10 20 30 40 50 60 70 80 930 100 120 140 160 180 200 220 240 260 280 300 320 340 360 380 400 420 440 Distance Coupe flanc Ouest condition statique rupture le long de la g omembrane Golder WA ssoci s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE Figure C 13 D cembre 2010 09 1221 0048 1000 80 70 Mat riau Propri t s y kN m c kPa a Mati res r siduelles 13 5 30 statiques 5 35 pseudo statique Mat riau de recouvrement vo 3 2 0 3 Sable fin l che compact 190 30 0 4 Sable fin dense tr s dense 210 32 0 5 Silt 185 8 0 I 3 BS 45 kPa 100kPa 6 Silt argileux argile silteuse 18 5 taux Mos kPa m TT 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane PEHD lisse 16 0 9 0 L 3 E Hp FE pig a pug nugas dado op Ec g 10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 Distance Coupe flanc Ouest condition pseudo statique 0 06g rupture le long de la Figure C 14 e Golder g omembrane Associ s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048
146. e imp n trable G omembrane en PEHD lisse 9 Propri t s y kN m 30 statiques 185 35 pseudo statique 0 imp n trable 16 0 c KPa 45 100 taux de 25 kPa m CP e 180 200 220 240 260 280 300 320 340 360 380 400 420 440 460 480 500 520 540 560 580 600 6 Distance Golder Associ s Coupe B B flanc Sud condition pseudo statique 0 06g rupture le long de la g omembrane Figure C 22 ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Propri t s Mat ri Seen Y Nm c kPa 1 Mati res r siduelles 13 5 90 eects 5 35 pseudo statique 2 Mat riau de recouvrement 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 45 kPa 9 100kPa 6 Silt argileux argile silteuse 18 5 o o taux de 25 kPa m TT 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 60 9 0 80 75 70 50 60 70 80 90 100 110 120 130 140 150 160 170 180 199 200 210 20 230 20 250 260 270 20 200 300 Distance Coupe B B flanc Nord condition statique Figure C 23 rupture circulaire apr s excavation 8 Golder SE ssoci s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat riau Propri t s kN m
147. e par l exposition des sols aux intemp ries gel s cheresse pluie etc Golder ne pourra tre tenue responsable de conditions souterraines impr visibles ni de leurs impacts sur les co ts de construction et l ch ancier de r alisation des travaux Golder ne pourra tre tenue responsable de dommages r sultant de conditions qui lui seraient inconnues de l inexactitude de donn es provenant d autres sources que Golder et de changements ult rieurs aux conditions du site Golder n acceptera aucune responsabilit pour les effets de mesures de drainage et ou d ass chement moins d avoir t sp cifiquement consult e et impliqu e dans la conception et le suivi du syst me de drainage et ou d ass chement Golder ne pourra tre tenue responsable de dommages r sultant de toutes modifications futures aux r glements normes ou crit res applicables de m me que de toute utilisation faite du pr sent rapport par un tiers et ou des fins autres que celles pour lesquelles il a t r dig de perte de valeur r elle ou per ue du site ni de l chec d une quelconque transaction en raison des informations factuelles contenues dans ce rapport Le Client de m me que tout entrepreneur r alisant des travaux qui s inspirent de ou qui sont susceptibles d avoir une incidence sur les consid rations g otechniques voqu es dans ce rapport doivent informer Golder Associ s R v 9 mai 2002 GOLDER ASSOCI S LT E CONDITIONS G N RALES ET L
148. edium plasticity Munsell no wet SM 7 5YR 4 0 Munsell no cohesive 2 5Y 3 0 LITHOLOGIC INSTALLATION SAMPLING amp TESTING 8 28 Lean CLAY traces of sand very soft DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY CYyrecsuur Mes Qo lt n o e e 2 n z ul 21 14 o a e N N 10 2 gt 2 KZ o 2 9 o gt 2 m Ore PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 03C PAGE 3 of 3 INSTALLATION LITHOLOGIC DATA SAMPLING amp TESTING SOIL DESCRIPTION NUMBER OF BLOWS 15 cm DEPTH m ELEV m DEPTH m GRAPHIC LOG 3 25 Hm a TYPE amp No SAMPLE RECOVERY REMARKS N blows 30 cm or RQD in Kb w lt S 4 KL SAND with few gravel and silt little coarse sand TILL dense dark grey 7 5YR 4 0 Munsell no wet non plastic noncohesive bedded and blocky structure unoxidized SM 5 SS x x lt X XX S 7 Se Q HE 16 17 22 43 4 9 25252 7 tee LAAJ LS 2 COBBLES and or BOULDERS with few coarse gravel traces of silt TILL black 2 5YR 2 5 0 Munsell no moist non plastic noncohes
149. ent For a pore pressure sensing ele 10 15 Depth m 20 25 e soft to medium stiff clays can give very high pore pressures very stiff overconsolidated clays can give very low or negative pore pressures e very dense fine or silty sands can give very low or negative pore pressures e contractive silts can give high positive pore pressures e dilative silts can also give low or negative pore pressures The drainage characteristics of thin layers also become very important for identification of thin layers of sand silt or clay in a thicker body of clay or sand section 5 1 4 The response time for a fully saturated piezocone is usually sufficiently fast to observe pore pressure changes for very thin layers lt 5 mm Whether or not such thin layers are observed in practice depends on the response of the soil to the advancing cone the depth interval of data recording and the location of the filter element I The ability of the cone resistance and pore pressure to ment behind the cone u2 respond to changes in the material type is not restricted to Sleeve Pore water pressure friction Cone resistance Friction Soil ratio profile c E 6 0 0 5 0 0 2 0 1 0 4 8 12 16 20 86420 Figure 5 4 Example CPTU results showing excellent profiling capability after Zuidberg et al 1982 SOIL CLASSIFICATION 51 ious stratigraphy changes of say soft and spie 1990 Cones o
150. er LAIS 014 1998 INC Date du forage 98 05 06 au 98 05 06 Foreuse Diedrich Tubages Tariere Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE CE Remani CF Cuill re fendue Granulom trie N P n tration Standard Non Remani TS Tube Shelby S dirnentom trie Ne P n tration dynamique au c ne mom Perdu TA Tari re W Teneur en eau Cui R sistance Intacte au cone kPa CR Carotte de Roc CD Carottier Diamant LL Limite Liquide Cur R sistance Remani e au cone kPa BE Benne Peterson LP Limite Plaslique k Perm abilit cm s COUPE STRATIGRAPHIQUE CHANTILLON JOINTS 8 m RESISTANCE AU CISAILLEMENT ac amp Zja gia E z NON DRAINE SCISSOMETRE CU Cie LE Elz go v gs NON REMANIBE E E iB S S S DESCRIPTION DU SOL ET DU ROC 2 az e E REMANIEE amp Eis lu S G lt a EE BGB s N coups 300 mm E Bs Se A a 10 20 30 40 50 60 70 80 90 1 Le FIN DU FORAGE RAPPORT DE FORAGE Projet Elude hydrog ologique Site LE S St Nicephore Client Intersan Inc Date du forage 98 05 26 au 98 05 28 Poreuse Diedrich LES LABORATOIRES SHERMONT 1998 INC eI ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAI
151. eudo Figure CA statique 0 06g rupture circulaire E Golder Associ s ANALYSES DE STABILIT PHASE 3A DU LET DE SAINT NIC PHORE D cembre 2010 09 1223 0048 1000 l vation m Mat riau 1 Mati res r siduelles 2 Mat riau de recouvrement 8 Socle rocheux volume imp n trable 9 G omembrane en PEHD lisse Propri t s c kPa 30 statiques 195 35 pseudo statique 17 0 0 imp n trable 160 La 0 Cellules 7 et 8 152 5 Distance gl 8 8 8 8 8 8 8 8 B 8 8 E Golder Associ s Coupe flanc sud ouest condition statique rupture suivant la g omembrane PEHD ANALYSES DE STABILIT PHASE 3A DU LET DE SAINT NIC PHORE D cembre 2010 09 1223 0048 1000 l vation m Mat riau 1 Mati res r siduelles 2 Mat riau de recouvrement 8 Socle rocheux volume imp n trable 9 G omembrane en PEHD lisse Cellules 7 et 8 152 5 Propri t s y kN m 30 statiques 35 pseudo statique LL l 80 w 2 160 10 20 20 Distanc 3 8L 8 8L 8 8 8 8 8 8 B 8 8 all rJ Golder Associ s Coupe C C flanc sud ouest condition pseudo statique rupture suivant la g omembrane PEHD Figure C 6 ANALYSES DE STABILIT PHASE 3A DU LET DE SAINT NI
152. expertise technique alors que nos effectifs solutions golder com continuent cro tre de fa on constante effectifs qui sont aujourd hui r partis www golder com travers nos nombreux bureaux localis s en Afrique en Asie en Oc anie en Europe en Am rique du Nord et en Am rique du Sud Golder Associ s Lt e 9200 boul de l Acadie bureau 10 Montr al Qu bec HAN 2T2 Canada T 1 514 383 0990 fy Golder Associ s
153. f different designs will often produce 900 de coarse or ob d btle different friction d This can b d iff layers it also be used to detect and map more subtle differen riction sleeve measurements is can be cause D Ai 3 s es within a deposit Powell and Quarterman 1995 by small variations in mechanical and electrical design ae E with a little care in calibration facies variations features as well as small variations in tolerances for n n clay profile can be detected with confidence by example an oversize cone Figure 5 52 and each facies can be assigned To overcome problems associated with sleeve friction iezocone signature which is then used to map the varia measurements several classification charts have been pro aP across the site posed based on g and pore pressures Jones and Rust 1982 ie a slightly larger scale Powell and Quaterman 1995 Baligh et al 1980 Senneset and Janbu 1985 The chart by showed that the CPTU gave potentially far better mapping Senneset and Janbu 1985 uses the pore pressure parameter of the lithological units in a deposit than could be obtained ratio B defined as the piezocone by visual descriptions of sample profiles see Figure 5 5b cd Variations in CPTU signatures have also been used to B E 5 3 identify thin failure surfaces within a potentially unstable q clay slope where pore pressure measured between the cone 5 3 SOIL CLASSIFICATION an
154. g 45 some calcified E fractures with traces of pyrite Length 3 05m EECH ESCH ed Ee Ua sn A 8 A N C WATER LEVEL MEASURED BY Gagnon eng 17 17 End of borehole DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng GAENVIRONNEMI ENTGEOTECH ET TCIGINTWPROJECTS1512210 GP BLMW 2005 01 19 09 16 42 Ores PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 08A PAGE 1 of 1 CLIENT Intersan SURFACE ELEV 110 278 TUBE ELEV m 111 247 SITE St Nic phore Landfill Site COORD Y 5076386 08 X 393201 87 MAX DEPTH m 5 79 WATER LEVEL m DATE HOUR 105 307 24 11 03 14 10 00 FIRM Forage Comeau EQUIPMENT Mobildrill P 31 donut hammer SIZE SOIL HW ROCK DATE STARTED 27 10 03 DATE ENDED 27 10 03 SAMPLE TYPE DX REMOLDED EI SHELBY TUBE NORECOVERY T CORE VANE SAMPLING METHOD SS splitspoon SH shelby tube auger cuttings RC rockcore V vane refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm SOIL DESCRIPTION DEPTH m REMARKS N blows 30 cm or RQD in 96 RAPHIC LOG DETAILS TYPE amp No RECOVERY SITE SURFACE Fine SAND traces of silt traces
155. gle Angle psf 2000 431 294 98 0 HONOR 8000 2655 1617 51 7 RESIDUAL 3 IN HORIZONTAL DISPLACEMENT 10000 a e y 0 3309 R 0 9761 y 7 0 2063x 0 9718 SHEAR STRESS psf e e e SHEAR STRESS psf 2000 4000 6000 8000 10000 2000 4000 6000 8000 10000 NORMAL STRESS psf NORMAL STRESS psf Observations After Test 2000 psf Shearing occurred at the interface 5000 pst Shearing occurred at the interface 8000 psf Shearing occurred at the interface 1 The peak shear stresses for 2000 5000 and 8000 psf normal stresses were chosen at 0 042 0 103 and 0 150 in horizontal displacements respectively 2 The adhesion value is based on the best fit line which may not show true adhesion Golder Associates Inc Calcul de l al a sismique Code National du B timent 2005 INFORMATION Canada de l Est Francais 613 995 0600 Anglais 613 995 5548 T l copieur 613 992 8836 Canada de l Ouest Anglais 250 363 6500 T l copieur 250 363 6565 Demandeur Serge Etienne Parent Golder 7 D cembre 2009 Coordonn es du site 45 8169 Nord 72 3711 Ouest Bibliographie fichier utilisateur LET Saint Nic phore Mouvements du sol Code National du B timent Probabilit de d passement de 2 sur 50 ans 0 000404 par ann e Sa 0 2 Sa 0 5 Sa 1 0 5 2 0 AMS 9 0 455 0 234 0 099 0 035 0 286 Remarques Les valeurs spectrales et de maximum d al a sont d termin es pour un terrain ferme clas
156. gnon eng APPROVED BY M C Wilson eng GAENVIRONNEMENTIGEOTECH ET TCIGINTWPROJECTS10512210 GP J BLMW 2005 01 19 09 17 35 TECSULT BOREHOLE LOG con t PROJECT Hydrogeological Study PAGE 2 of 2 LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm SOIL DESCRIPTION REMARKS DEPTH m DEPTH m GRAPHIC LOG DETAILS TYPE amp No SAMPLE RECOVERY N blows 30 cm or RQD in Ki d A Ki d A cohesive massive structure unoxidized 5 X Q KI Em 2 WA Wi WA WA A Gei G i WA KX SN QN KA 4 NA XS SOX ow SS eX V A A Ah 7 S Ki N X amp Och LN QN KAI bah A KN CN Q Wn 5 12 15 18 27 Wp A w Q 52 Q 52 E 52 5 2 gt SS WA Ka CH KK XX CR AX QNA z 2 0905 NAN LAJA KS OX gt X 5 K tete CON Idem to 55 06 becoming very dark grey 2 5YR 3 0 Munsell no wet high plasticity cohesive S x NON mE NN e 4 da Va Va a IOAN 9 75 Bentonite M 10 06 7 Sand Grade 00 10 67 Idem to 55 07 becoming of medium consistency black 2 5YR 2 5 0 Munsel
157. gure C 11 rupture circulaire Golder ei Associ s ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat riau Propri t s y kN m c kPa _ 2 Mat riau de recouvrement HETE 0 3 Sable fin l che compact 5 0 4 Sable fin dense tr s dense 32 0 5 Silt ___ 0 e 45 kPa 100kPa 6 Silt argileux argile silteuse Nn taux 25 kPa m 7 Till pS 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 160 39 0 30 Mati res r siduelles 13 5 statiques 5 35 pseudo statique 10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 Distance Golder 9 Associ s Coupe A A flanc Ouest condition pseudo statique 0 069 rupture circulaire Figure C 12 ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Propri t s MANGU c kPa Mati res r siduelles 13 5 30 statiques 5 35 pseudo statique Mat riau de recouvrement 2 30 0 3 Sable fin l che compact 0 4 Sable fin dense tr s dense 0 5 Silt 0 4 45 100 6 Silt argileux argile silteuse tas o taux A kPa m 0 8 Socle rocheux volume imp n trabl
158. h some cobbles type of soil within matrix is unknown Thin layer of saturated grey fine to medium SAND at 10 97 m BEDROCK Fractured grey CALCAREOUS SLATE CORING 106 78 m 2002 10 07 Bentonite cement grout Bentonite lt Silica sand PVC Screen Dia 54mm 1 Slots 0 25mm Length 0 81m 1 Silica sand Bentonite END OF BOREHOLE DEPTH SCALE ALONG HOLE 1 100 LOGGED M Beauchamp Golder CHECKED J C t GENERAL_AN 0217040 BH GPJ GENERAL GDT 14 12 10 M T PROJECT 021 7040 LOCATION St Nic phore Qu bec CLIENT Intersan BORING DATE 2002 07 04 SOIL PROFILE DESCRIPTION DEPTH SCALE METRES BORING METHOD STRATA PLOT GROUND SURFACE CONTRACTOR Succession Forage George Downing Limit e CME 75 RECORD OF BOREHOLE PZ 02 2 R PAGE 1 OF 1 DATUM Geodetic COORDINATES 392086 59E 5075580 6N DIP 90 SAMPLER HAMMER 63 5 Kg DROP 760 mm SAMPLES TEST RESULTS MONITORING NUMBER RECOVERY BLOWS 0 3m VISUAL OBSERVATIONS INSTALLATIONS U S M P GROUNDWATER AND ENVIRONMENTAL OBSERVATIONS HYDRAULIC COND cm s 107 10 19 10 10 ADDITIONAL LAB TESTING MAX VOC CONC ppm PZ 02 02 R PVC Elevation 109 23 m Moist compact grey SILT with some clay and fine sand Becoming dark grey and wet c
159. hantier lors de l ex cution des sondages de m me que la stratigraphie des sols interpr t e Faide de l abaque de Robertson 1990 ont t compil es sur les graphiques ins r s l annexe 2 du pr sent document COGE MAT wc 5 0 CONCLUSION La pr sente tude a permis de d terminer de fa on continue les propri t s de sols f et U2 de m me que la nature des d p ts rencontr s L ensemble des investigations de terrain a t r alis par la firme Les Laboratoires S L inc gt sous la supervision constante de M Jean No l Boivin technicien sp cialiste dans le domaine de la g otechnique La r daction du pr sent document a t effectu e par le soussign en collaboration avec M J r mie Coloos ing stag COGEMAT INC J r mie Coloos ing stag JC lc Martin Blanchet ing M Sc A 10 COGEMAT wc EN 15 7 1 Plan rep re Dessin 03504 1 Site Intersan St Nic phore localisation des sondages Tos a d amp G 2 FE L 25 us 2 Se y 2 e AT 4 ef sDomainecbes Go ldnds 5 NA o ZS gt ASE ing 2 Ee s Ke Y A Vr 1 2 ao jj ge i z i y E b AN i
160. hore Client ntersan Inc Dossier LAIS 014 98 05 09 au 98 05 09 Foreuse Diedrich LES LABORATOIRES SHERMONT 1998 INC Tubages Tari re Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSALIN SITU ET DE LABORATOIRE Date du forage gt lt Remani CF Cuill re fendue G Granulom trie N P n tration Standard Non Remani TS Tube Shelby S S dimentom lrie Ne P n tration dynamique au c ne Rm Perdu TA Tari re W Teneur en eau Cui R sistance ntacte au c ne kPa CR Carotte de Roc CD Carottier Diamant LL Limile Liquide Cur R sistance Remani e au c ne kPa BE Benne Peterson LP Limite Plaslique k Perm abilit cm s COUPE STRATIGRAPHIQUE ECHANTILLON JOINTS RESISTANCE AU CISAILLEMENT Elis amp Bu a ca P 2 CU r ES 2 EIS pescriprion DU soL ET pu Roc E B E Z S ae ma xi E S lt lt S A e lt E N coups 300 mm E Pb 4 ala ie o 119 99 10 20 30 40 50 60 70 80 90 Sable gris un peu de sill Ss PECH n AS 100 LI d MER 4 ME EK ER EE ee i i i foc BS KADA 3 00 116 79 m MP x L 3 20 FIN DU FORAGE 1 he x x
161. ilil cm s RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU kPA NON REMANIBE 2 REMANI E N coups 300 mm 10 20 30 40 50 60 70 80 90 LES LABORATOIRES Perdu EU PROFONDEUR m ELEVATION m PROFONDEUR m av TS gt Sable brun gris et roux un 1 00 4 57 500 5 79 7 00 ETAT DE L ECHANTILLON Remani Non Remani L 117 88 SHERMONT 1998 INC CF Cuill re fendue TS Tube Shelby TA Tari re Carotte de Roe CD Carottier Diamant BE Benne Peterson COUPE STRATIGRAPHIQUE DESCRIPTION DU SOL ET DU ROC RAPPORT DE FORAGE Projet Etude hydrog ologique Site LES St Nicephore Client ntersan nc Dossier LAIS 014 Date du forage 98 05 15 au 98 05 15 Ploreuse Diedrich Tubages Tari re Remarque P Carottier NQ e SITU ET DE LABORATOIRE o o o oo G Granulom lrie N P n tralion Slandard S S dimentom trie Ne P n tration dynamique au c ne W Teneur en eau Cui R sistance Intacte au c ne kPa LL Limile Liquide Cur R sistance Remani e au c ne kPa LP Limile Plaslique k Perm abilit cm s CHANTILLON JOINTS Sondage 987A RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU NON REMANIEE REMANIEE N coups 300 mm
162. ilt 3 Clays clay to silty clay 6 Sands clean sand to 4 Silt mixtures clayey silt silty sand to silty clay E Ovo 4 0 f 2 E O vo Basa Ovo F 7 At Ovo lt ds Figure 5 9 Extended soil classification chart for CPTU data after Jefferies and Davies 1991 the normalized parameters shown in Figure 5 8 to evaluate soil behaviour type If only measured CPT data are available and or a preliminary estimate is required the chart in Figure 5 7 is recommended gt t is important to note that these charts global nature and therefore provide only a guide to soil behaviour type Overlap in some of the zones should be expected and the zones should be adjusted somewhat based on local experience In interbedded materials the cone resistance may not respond fully to stiff layers and soil classification based on the CPT may be incorrect The type and rate of pore water pressure dissipation can also be used to guide the interpretation section 5 4 4 5 4 INTERPRETATION IN FINE GRAINED SOILS Cone penetration in fine grained soils such as clays and silts is generally undrained When carrying out cone pene tration tests under undrained conditions pore pressures will 56 INTERPRETATION OF CPT PIEZOCONE DATA A i Increasing NI iis mixtures compressibility s High void Organics ratio Sand 1 10 100 Ratio G q Figur
163. ive thickly bedded and blocky structure unoxidized lt e Wi CH 5 KA XS XX 6 i A X Ka x x S XS e V e X 52 7 5 lt v A CN e 0 CN Ka KA KX et Ki X K CY DN KN DN MN Bentonite COBBLES and or BOULDERS with traces of coarse gravel TILL white 7 5YR 8 0 Munsell no moist non plastic noncohesive bedded and blocky structure unoxidized Sand Grade 0 PVC Screen Open 0 025mm Diam 50mm Length 3 05m BEDROCK Calcareous SHALE dark grey to black altered and fractured Presence of calcified fractures End of borehole DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTIGEOTECH ET TCIGINTWPROJECTS10512210 GPJ BLMW 2005 01 19 09 14 44 o 2 15 14 00 REMARKS PAGE 1 VANE ul Gow 10 DE SMO Q N e R refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm ROCK DEPTH MAX DEPTH m V vane TUBE ELEV m F Gagnon eng CORE AIdWVS ON 9 sivada NG ON QNO 1606676 S S UX lt 57875555 WW x
164. l no CL PVC Screen 7 Open 1 0 025mm 2 Diam 50mm Length 1 52m DESCRIBED BY F Gagnon eng S Laforge tech APPROVED BY M C Wilson eng WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTGEOTECH TO GINTMAPROJECTS 0512210 GPJ BLMW 2005 01 19 09 17 36 PROJECT Hydrogeological Study 0512210 BOREHOLE N 03 09 PAGE 1 of 3 CLIENT Intersan SURFACE ELEV m 114 958 TUBE ELEV 115 679 SITE St Nic phore Landfill Site COORD m Y 5076045 36 X 391822 10 FIRM Forage Comeau WATER LEVEL m DATE HOUR 110 914 24 11 03 10 50 00 EQUIPMENT Diedrich D 50 donut hammer SIZE SOIL HW ROCK HQ DATE STARTED 12 11 03 DATE ENDED 13 11 03 SAMPLE TYPE REMOLDED SHELBY TUBE SAMPLING METHOD SH shelby tube No REcovERY AC auger cuttings RC rock core vane VANE R refusal SS split spoon NUMBER OF BLOWS 15 cm N blows 30 cm or RQD in d DEPTH m Fine SAND with few medium sand traces of roots very loose yellowish red 5YR 4 6 Munsell no 000 WA moist non plastic noncohesive massive structure D i Gei unoxidized Kai WA XS S A KJ K
165. l no wet non plastic i noncohesive massive structure unoxidized SM idem to SS 02 becoming dense dark grey 2 5Y 4 0 Munsell no moist 57 Idem to 55 03 becoming very dense dark grey et 10YR 4 1 Munsell no SM 526 End of borehole DESCRIBED BY APPROVED BY F Gagnon eng S Laforge tech M C Wilson eng x REMOLDED SHELBY TUBE No RECOVERY AC auger cuttings core RC rock core vane VANE R refusal LITHOLOGIC DATA INSTALLATION SAMPLING amp TESTING NUMBER OF BLOWS 15 cm REMARKS N blows 30 cm or RQD in DETAILS SAMPLE RECOVERY m e Bentonite 8 8 10 10 e Sand Grade 0 55 03 17 16 25 29 41 PVC Screen Open 0 025mm Diam 50mm Length 1 52m a o pp qp o sou WATER LEVEL MEASURED BY F Gagnon eng GAENVIRONNEMENTIGEOTECH_ET_TC GINTWIPROJECTS105 12210 GP BLMW 2005 01 19 09 17 22 Yesu BOREHOLE LOG PROJECT Hydrogeological Study N 0512210 BOREHOLE N PO 03 09B CLIENT Intersan SURFACE ELEV 114 872 ELEV 115 510 SITE St Nic phore Landfill Site COORD m Y 5076043 23 MAX DEPTH m 12 27 X 391819 48 WATER LEVEL m DATE HOUR 113 175 24 11 03 FIRM Forage Comeau EQUIPMENT Diedrich D 50 donut hammer 10 45 00 SIZE SOIL HW ROCK DATE
166. lby NEM Perdu TA Tari re CR Carotte de Roc CD Carottier Diamant BE Benne Peterson COUPE STRATICRAPHIQUE DESCRIPTION DU SOL ET DU ROC Sable brun un peu de silt Sable silleux gris Silt argileux gris traces de sable TYPE DE L ECHANTILLON RAPPORT DE FORAGE Projet Etude hydrog ologique Site LE S SL Nicephore Client ntersan Inc Dossier LAIS 014 Date du forage 98 05 22 au 98 05 22 Foreuse Diedrich Tubages Tari re ESSAI IN SITU ET DE LABORATOIRE N P n tration Standard Ne P n tration dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilil cm s RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU NON REMANIEE 2 REMANIEE N coups 300 mm Sondage 982C Page 1 de 9 Granulom trie S dimentom trie Teneur n eau Limile Liquide Limite Plastique CHANTILLON JOINTS TEE ET LABORATOIRE NIVEAU D EAU DATE PIEZOMETRE ESSAIS N RQD ANGLE OUVERT FERME REMPLISSAGE ESSAIS IN SITU RECUPERATION 10 20 30 40 50 60 70 80 90 lt lt BR N AR m z KZ XX x 52 x hi Kd 5 Go 55 SE OO 555 X E SNS DG xO E RAPPORT DE FORAGE LES Projet
167. le graveleux sable Profondeur de d part 0 01 m Client Tecsult Inc Dossier G 03504 Profondeur atteinte 11 69 m 4 4 Sondage 2 03 ge PZC 03 15 Projet Sondages au piezoc ne Op rateur JNB Profondeur de la nappe 2 94 m Nr Fichier PZC 03 15 grf Endroit Site Intersan St Nic phore par JC MB 5 Ree S Ee hs P K ROBERTSON AND J J M POWELL 7 T LUNNE d I d E E 50 INTERPRETATION OF CPT PIEZOCONE DATA behind the cone u2 become very small it may then be beneficial to change the location in the field and record pore pressures on the cone ui For quantitative interpretation of the pore pressures measured on the cone during penetration in stiff soils it is important to avoid minimize or be aware of potential errors due to filter element compression If based on previous experience stiff fine grained soils are expected it may be advisable to measure pore pressures on the cone 1 5 2 SOIL STRATIGRAPHY Figure 5 4 illustrates the excellent profiling capability of the piezocone The continuous monitoring of pore pressure during cone penetration can improve the identification of soil stratig raphy The pore pressure develops in response to the soil type being penetrated in the immediate area of the pore pressure sensing elem
168. lient Intersan Inc Date du forage 98 05 09 au 9 St Nicephore Projet tude hydrog ologique Grauulorm trie S S dimentom trie W Teneur en eau LL Limite Liquide LP Limile Plastig ue 8 05 11 Foreuse Diedrich TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE N P n iralion Standard Ne P n tration dynamique au c ne Cui R sistance ntacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilit cm s Sondage 988C Page 3 de 3 Dossier 19 014 Tubages Tari re Caroltier NQ T c 2 c 98 71 Sable gris un peu de silt Caleaire argileux gris fonc 15 T gt gt e FIN DU FORAGE CHANTILLON JOINTS T RESISTANCE AU CISAILLEMENT p FE el le s NON DRAINE SCISSOMETRE CU Si cal SIS EZ Z S NON REMANIEE lt REMME 25 amp s P 2 E amp A see S a 3 N coups 300 mm AE 8 4 lt e 10 20 30 40 50 60 70 80 90 71921 a i N Y X 59 x Se i ut d t a i i i i i Be sei of 1 E f esKqguy uo liluguo9 1 ON Peng 09 H Se FE 0 4 45 9 05 X X 10 13 11 92 Date D Controle de qu
169. lisation d essais au pi zoc ne ainsi qu la norme ASTM 3441 A l emplacement des sondages PZC 03 02 PZC 03 06 PZC 03 08 PZC 03 10et 2 03 12 des refus au pi zoc ne ont t observ s obligeant l quipe de forage descendre un tubage de calibre NW pour pouvoir po rsuivre les essais plus en profondeur La profondeur finale atteinte lors des sondages est variable et correspond la plupart du temps au refus dans le d p t morainique La position de la nappe phr atique a t tablie par interpolation partir des niveaux de l eau souterraine indiqu s dans les fiches de sondage P O 03 01 T1 COGEMAT wc PO 03 09 qui nous ont t fournies par la firme Tecsult La position de ces sondages est montr e sur le dessin 03504 1 l annexe 1 L l vation des sondages au pi zoc ne nous a t fournie par la firme Tecsult et est r sum e dans le tableau 3 1 ci apr s Tableau 3 1 l vation des sondages mem sem 4 0 PR SENTATION DES R SULTATS 4 1 Donn es pr liminaires Au cours du projet des informations acquises lors d investigations ant rieures nous ont t fournies par Tecsult soit la position de forages r alis s ant rieurement la pr sente campagne ainsi que les niveaux d eau relev s
170. llement en Figure C 1 condition statique rupture circulaire Golder ei Associ s ANALYSES DE STABILIT PHASE 3A DU LET DE SAINT NIC PHORE D cembre 2010 09 1223 0048 1000 l vation m Mat riau _ Mati res r siduelles Propri t s kPa 30 statiques 1 35 pseudo statique 2 de recouvrement HETE 0 3 Sable fin l che compact 30 0 4 Sable fin dense tr s dense 210 32 0 5 Silt 185 282 0 me 45 kPa 9 100kPa 6 Silt argileux argile silteuse as o taux 22 7 Till 210 35 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 160 9 0 Cellules 7 et 8 106 8 m 1525m 103m 95 4 m 49 150 140 19 10 10 100 g 80 8 amp 0 50 50 SS Coupe C C flanc sud ouest condition statique Figure C 2 rupture circulaire g Golder ei Associ s ANALYSES DE STABILIT PHASE 3A DU LET DE SAINT NIC PHORE D cembre 2010 09 1223 0048 1000 l vation m _ Propri t s Materiau kPa Mati res r siduelles 13 5 38 5 35 pseudo statique 2 Mat riau de recouvrement vo 3 0 3 Sable fin l che compact 190 30 0 4 Sable fin dense tr s dense 210 3 0 5 Silt 185 282
171. lt A SS l mem elei SJA A lt N coups 300 mm D iQ Gi Di Sle w i D OOO 95 53 2 10 20 30 40 50 60 70 80 90 L 92 94 44 E Gogo 1 00 39 I k 4 DH 50 75 3 T M i 2 00 p es 0 01 let 0 2 23 00 q 19 0 5 S Ra g S vos ape 0 lo 9 7 bm 91 30 oo CE d H 24 24 Calcaire argileux gris fonc I 3 TEM A E 5 00 o c CD 17 50 13 yf e B i i t 26 00 FIN DU FORAGE RAPPORT DE FORAGE LES Projet tude hydrog ologique Sondage 9854 LABORATOIRES Site LES St Nicephore SHERMONT Client Intersan Inc Dossier LAIS 014 1998 INC Date du forage 98 05 18 au 98 05 18 Foreuse Diedrich _ Tubages Remarque Carottier NQ ETAT DE L ECHANTILLON TYPE DE L ECHANTILLON ESSAI IN SITU ET DE LABORATOIRE CE Remani CF Cuill re Tendue G Granulom trie N P n tration Standard Non Remani TS Tube Shelby S S dimenlom trie Ne P n tration dynamique au c ne Perdu TA Tari re W Teneur en eau Cui R sistance Intacte au c ne kPa CR Carotte de Roc CD Carottier Diamant LL Limile Liquide Cur R sistance Remani e au c ne kPa BE Benne Peterson Limite Plastique k Perm abilit cm s
172. ly sensitive clays joverconsolidatedy S 4 I shy cays S I Au 9 ae 77 7 9vo ton Gei 2 A 1 d l 1 8 a 1 2414 I I I z 0 02 0 4 Pore pressure ratio B 0 2 0 06 08 10 1 2 Approximate soil densities in kN m Figure 5 11 Soil unit weight from CPTU results after Larsson and Mulabdic 1991 local experience is available these charts can be used as a preliminary approximate estimate of soil unit weight 5 4 1 2 Overconsolidation ratio Overconsolidation ratio OCR is typically defined as the ratio of the maximum past effective consolidation stress and the present effective overburden stress For mechanically overconsolidated soils where the only changes have been the removal of overburden stress this definition of OCR is appropriate However for cemented or aged soils the OCR may represent the ratio of the yield stress and the present effective overburden stress The yield stress will depend on the direction and type of loading Hence caution should be taken when applying OCR to soils that are cemented or aged Since about 1978 the geotechnical literature has been rich with different approaches to pam OCR from CPT and CPTU data Table 5 2 Estimate of unit weights based on soil description of Figure 5 7 Approximate unit Zone weight KN m 17 5 12 5 17 5 ON tA RW N No in dE DERNIERE ON EMAIL SA ey ttt IV SD
173. ne penetration is the ability to evaluate drainage conditions more directly Robertson 1990 suggested that the charts in Figure 5 8 are still global in nature and should be used as a guide to define soil behaviour type based on CPT and CPTU data Factors such as changes in stress history in situ stresses sensitivity stiffness macrofabric mineralogy and void ratio will also influence the classification Occasionally soils will fall within different zones on each chart in these cases judgement is required to correctly classify the soil behaviour type Often the rate and manner in which the excess pore pressures dissipate during a pause in the cone penetration will significantly aid in the classifica tion For example a soil may have the following CPTU 100 Q 10 Increasing 1 e sensivity 1 0 4 0 0 4 0 8 1 2 B Us U f 100 B Gem F a 00 Zone Soilbehaviour type 1 Sensitive fine grained 2 Organic soils peats 3 Clays clay to silty clay 4 Silt mixtures 5 Sand mixtures silty sand to sand silty 6 Sands clean sands to silty sands Zone Soil behaviour type clayey silt to silty clay 7 Gravelly sand to sand 9 Very stiff fine grained Figure 5 8 Soil behaviour type classification chart based on normalized CPT CPTU data after Robertson 1990 8 Very stiff sand to clayey sand DEE Tutor nmay qanpan nuspa
174. o the IRTP that are based q qe and Ry FE 1989 Appendix A can give different values of Attempts have been made to account for the influence of 2 especially in soft clays and silts Correction for overburden stress by normalizing the cone data Olsen d on cone resistance normally eliminates 1984 1995 Douglas et al 1985 Olsen and Farr 1986 Keen ferences when expressed in terms of q from Olsen and Mitchell 1995 These approaches require differ Recent ae to another ent normalization methods for different soil types which he and es have shown that even with careful proce produce a somewhat complex iterative interpretation proce ment of be for Pore pressure effects the measure dure that requires a computer program reliable th P friction 0 is often less accurate and less Conceptually any normalization to account for increasing resistance Lunne ef al 1986 Gille stress should also account for changes in horizontal stresses q cone resistance corrected for unequal end area effects LI _ 52 INTERPRETATION OF CPT PIEZOCONE DATA E Pore pressure u MPa lt Cone resistance q MPa d D 04 06 08 1 Reclaimed tidal flat 2 i Claret beds Upper division 4 essss x Claret beds middle division 8 Facies n t 2 Weathered
175. ocheux volume imp n trable imp n trable 9 G omembrane en PEHD lisse 160 9 c kPa 5 olololo 45 kPa 100kPa taux de 25 kPa m 0 0 Distance F E Golder Associ s Coupe B B flanc Sud condition pseudo statique 0 06g rupture circulaire Figure C 20 ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 _ leit Mat riau Propri t s kN m c kPa Mati res r siduelles 13 5 20 statiques 5 35 pseudo statique Mat riau de recouvrement 0 Sable fin l che compact 0 Sable fin dense tr s dense 0 Silt 0 45 100 Silt argileux argile silteuse as o taux de 25 kPa m Till 0 Socle rocheux volume imp n trable imp n trable G omembrane en PEHD lisse 60 9 0 D 4 LEA ass ee ve 200 220 240 260 320 340 360 380 400 420 440 460 430 500 520 540 560 580 600 620 Distance SE E Golder Associ s Coupe B B flanc Sud condition statique Fi C 21 rupture le long de la g omembrane us ANALYSES DE STABILIT PHASE 3B DU LET DE SAINT NIC PHORE D cembre 2010 09 1221 0048 1000 Mat riau a Mati res r siduelles Mat riau de recouvrement Sable fin lache a compact Sable fin dense a tr s dense Silt Silt argileux a argile silteuse Till Socle rocheux volum
176. of root medium dense yellowish brown 10YR 5 4 Munsell no moist non plastic noncohesive massive and granular structure unoxidized SP SM 4 X lt 4 w X 2 A 2 v ee BN CX 4 RRS 2 Ai CH CH 5 S lt lt CH Ki ch A bentonite grout x 2 A S f bh 52 Q2 lt w 2 A V NI e 59 Q 7 79 2 79 ox 9 x KS XX KAJI ate KS XX OO 4 NI AN 52 lt lt NA Ba ata Bentonite Idem to SS 01 becoming dark greyish brown 2 5Y N 4 2 Munsell no SP SM Sand Grade 0 Diam 50mm Length 1 52m 55 03 DESCRIBED BY F Gagnon eng S Laforge tech WATER LEVEL MEASURED BY APPROVED BY M C Wilson eng F Gagnon eng GAENVIRONNEMENTYIGEOTECH TCIGINTWPROJECTS10512210 GPJ BLMW 2005 01 18 09 16 57 Orecsur PROJECT Hydrogeological Study SITE St Nic phore Landfill Site FIRM Forage Comeau EQUIPMENT Mobildrill P 31 donut hammer SIZE SOIL HW ROCK HQ DATE STARTED 23 10 03 DATE ENDED 27 10 03 BOREHOLE LOG N 0512210
177. oires AG g S5 We 18 6Z ques sous forme de t ches noires e UEAUAbsente _ DATE 85 09 05 PROFONDEUR DE L EAU s rn gt UEURUUTIE LIE Sainte Foy Qu bec CPR fr e e C G otechnique hydrog ologie Canada GIP 354 f G otechnique hydro ologie Canada GTP 354 st contr le des mat riaux 1418 G OROCHE 20 LL 853 8387 T lex 061 31593 ce 2 RAPPORT bE PUITS D EXPLORATION X ou DE TROU LA TARI RE site a a enfouissement sanitaire No du Sondage 2 PROFONDEUR 3 60 m ELEVATION DU TERRAIN ET NIVEAU 1 DE R F RENCE TECHNICIEN s RET We LARGEUR LONGUEUR As chantillon la tari re 7 We teneur en eau 4 6s pr lev 8 la main ege oe ia DATE I B5 09 05 ECHANTILLON DESCRIPTION ET Of BSERVATIONS Silt un de etes un peu argile II XE masse volumique s che PROFONDEUR DE L EAU AbSente DATE PROFONDEUR DE L EAU DATE Eater GEOROCHE pe LH W I EF G oischniqug hydrog ologie Canada 354 a s e contr le des mat riaux 418 553 8367 T lex 061 31593 RAPPORT DE PUITS D EXPLORATION QU DE TROU A LA TARI RE PROJET Site d eutouissement sanitaire No du S ndgge P 2 D P E S ENDROIT St Nic hote
178. ojet Installation de pi zom tres Fore du 91 07 12 au 91 07 12 Localisation Site d enfouissement St Nic phore Morteau 63 5 Chute 0 76 Niveau de r f rence Tubage TARIERE lt Prof nappe 2 93 le 91 07 29 PENETROMETRE UNITE DE ESSAIS COUPS 0 3 m 20 40 60 80 CONSISTANCE LABORATOIRE DESCRIPTION DU SOL OU DU ROC PIEZOMETRE wp wn ow ET IN SITU RESISTANCE AU CISALLEMENT 20 40 80 20 40 60 80 PROFONDEUR m RECUPERATION FN DU FORAGE NOTE Trou de forage rempli au dessus du bouchon de bentonite sup rieur l aide des mat riaux provenant du forage et scell l aide de mortier sur les 0 60m sup rieurs Dale 91 08 13 MONTERVAL a ient Le Grou Loc SNC olisalion Site d enfouissement St Nic phore Niveau de r f rence Tuboge TARIERE gt E gt tu e z o NIVEAU m COUPE STRATIGRAPHIQUE PROFONDEUR DESCRIPTION DU SOL OU DU ROC STRATIGRAPHIE PIEZOMETRE Forage sans chantillonnage pour installation d un piezometre pem silteux Selon foroge HR DU FORAGE NOTE Trou de forage scelle l aide de mortier entre le bouchon de bentonite sup rieur el k surface RECUPERATION RAPPORT DE FORAGE Projet No H6 127 2 Projet Instollstion de pi zom tres ECHANTILLONS N ou ROD
179. or detailed knowledge of the in situ horizontal stresses Even normalization using only vertical effective stress requires some input of soil unit weights and ground water conditions ch Wroth 1984 1988 suggested that CPT data should be normalized using the following parameters Normalized cone resistance q 0 Ga C vo where ay effective vertical stress Oyo Uo Normalized friction ratio 5 5 gq Oyo if possible f should be used Pore pressure ratio B 5 6 4 7 Ovo where Au uz Based on these normalized parameters and using the extensive CPTU data base now available in published 100 0 1 0 1 02 0 02 04 06 08 10 12 14 9 f Pore pressure parameter B Friction ratio Zone Soil Behaviour Type 1 Sensitive fine grained 5 Clayey silt to silty clay 9 Sand 2 Ofganic material 6 Sandy silt to clayey silt 10 Gravelly sand to sand 3 Clay 7 Silty sand to sandy silt 1i Very stiff fine grained 4 Silty clay to clay D Sand to silty sand 12 Sand to clayey sand Overconsolidated or cemented Figure 5 7 Proposed soil behaviour type classification system from CPTU data after Robertson ef al 1986 LI 54 INTERPRETATION OF and unpublished sources modified soil behaviour type classification charts have been proposed by Robertson 1990 and are shown in Figu
180. pu SILTY SAND ns RS or EE 150 mm steel casing INS Me Kg sic pense sata sisa 110 0 See g SANDY SITS gt SANDY SILT 4 H W 1 H Water level 106 61 3 54 ae RSI 2002 10 07 z Z E H dose SILT WITH SOME CLAY 2 SA p De 1050 TA ZA Es d y 22 Cw f SAND diese eui parenti prm 100 0 DEEN e bs ie ced 28 on 150 mm open bedrock hole EE p js ots actioni Pn festen etim e 30 Co BEDROCK L y 34 id xia RRA yq Shue Rr SS ab RS EE 90 0 36 38 Legend Sample numbers 1A ES Remoulded sample sampler 102mm Date 2002 11 25 Scale H Not to scale V 1 250 Drawn by M Tremblay Planned by C Tremblay MAMA Ee Se e L Checked by J C t Approved by M Poulin ST NIC PHORE QU BEC INTERSAN INC Drawing no 02040 4100 A01 Project no 021 7040 4100 UNE FILIALE DE CANADIAN WASTE SERVICES Drawing file 02040 4100 A01 dwg 2010 12 14 10 24am BOREHOLE LOG AND INSTALLATION SCHEME WELL W 02 1 FIGURE A 1 EE Protection cap ste 125 0 Ground surface 122 87 0 d d EE AA EE E 2241200 4 H L l 6L 8L T Ee 115 0 4 y H oL 150 mm steel casing J es Water level 111 32 m
181. que d crit dans ce rapport et ne s appliquent aucun autre projet ou autre site Ce rapport doit tre lu dans son ensemble puisque des sections pourraient tre faussement interpr t es lorsque prises individuellement ou hors contexte Par ailleurs le texte de la version finale de ce rapport pr vaut sur tout autre texte opinion ou version pr liminaire mis par Golder Si la conception l emplacement ou l l vation du projet doivent tre modifi s et ou si le projet n est pas amorc l int rieur d une p riode de 18 mois suivant la remise de ce rapport Golder devrait tre consult e pour confirmer que ses recommandations sont encore valides Les commentaires interpr tations et recommandations pr sent s dans ce rapport sont bas s sur une valuation limit e des conditions souterraines tel que d crit ailleurs dans ce texte et sont formul s dans le seul et unique but d orienter la conception du projet moins d avis contraire les interpr tations commentaires et les recommandations pr sent s dans ce rapport ont t formul s la lumi re de nos connaissances concernant les conditions du site l utilisation courante et ou pr vue du site les r glements normes et crit res en vigueur de m me que les r gles et pratiques professionnelles reconnues et accept es au moment de l tude tenant compte dans tous les cas de l emplacement du site Les r f rences aux lois et r glements contenues dans ce rapport sont fournies
182. r s les pages de notre rapport qui ont t modifi es suite l obtention des l vations des sondages au pi zoc ne EI Nous esp rons le tout satisfaisant et demeurons la disposition des divers intervenants pour toute information compl mentaire Veuillez agr er Madame l expression de nos sentiments distingu s 1 2 A Ca gt Martin Blanchet ing M Sc A Ku Directeur r gional b TUM u m es 2 T L COPIEURS COURRIER LECTRONIQUE B SEPT ILES ST GEORGES m STE THERESE E JOLIETTE 418 962 9363 418 227 6274 450 435 2407 450 755 3202 f cogemat cgocable ca cogemat globetrotter net cogemat qc aira com cogemat qc aira com LN x COGEMAT mc TABLE DES MATI RES 1 0 INTRODUCTION 20 DESCRIPTION DU SITE 3 0 M THODOLOGIE 4 0 PR SENTATION DES R SULTATS 41 Donn es pr liminaires 4 2 R sultats de l essai au pi zoc ne CPTU 5 0 CONCLUSION ANNEXE 1 Planrep re Dessin 03504 1 Site Intersan St Nic phore localisation des sondages ANNEXE 2 Essais au pi zoc ne PZC 03 01 PZC 03 15 Page EO 10 we 1 0 INTRODUCTION x Les services professionnels de COGEMAT INC ont t retenus par la firme Tecsult inc afin de r aliser des essais au pi zoc ne dans le cadre
183. r at 12 50 m 060000 SS d d XX XX lt x Ses lt gt SN 5 SE SESS 13 26 FILL SILT very stiff dark reddish grey 10R 4 1 Munsell no moist low plasticity cohesive massive structure unoxidized LRF NS 555 555525 SS 6 5 7 9 12 X gt d lt 6 5 lt gt S c e 5 KX Ge lt lt FILL Well graded SAND very dense olive 5Y 4 3 Munsell no moist non plastic noncohesive massive structure unoxidized Traces of wood and organic matter at 15 78 m X 2 XX OD 5559 BR Kaes AAAS 5555 xX SKK RS x e SS KK bh x gt lt gt 2 5 Rx 9090 SK SOON SRR Ki Idem to SS 07 traces of wood becoming dark greyish brown 2 5Y 4 2 Munsell no AAT 50 13 cm 9 XS LIN e CX KS cy Wi Q 52 CH OH lt gt lt gt 5250559 Q x SAND with traces of silt very dense olive 5Y 4 3 Munsell no moist non plastic noncohesive massive structure unoxidized SP SM ch Ki CH 4 e x z Ki bh e eX XT eK 41 48 50 8 cm 5 Ka 0 X LAAJ A gt RO KKK KR RRR ch A 2 52 CH Idem to 55 09 becoming dark reddish grey 7 5 4 1 Munsell KS x S CH 21 41 50 50 8 cm OS XS
184. r est pouss par pression manuelle DESCRIPTION DES SOLS a Classes granulom triques mm Blocs 300 cailloux 75 to 300 Gravier grossier 19 to 75 fin 4 75 to 19 Sable grossier 2 0 to 4 75 moyen 0 425 to 2 0 fin 0 075 to 0 425 Silt 0 005 to 0 075 Argile 0 005 Note J Les essais triaxiaux non drain s au cours desquels les pressions interstitielles sont mesur es sont d not s Q ou R N Actif 2009 1223 09 1223 0048 WM b Constituant mineur des sols Example Trace lt 10 trace de sable un peu 10 to 20 un peu de sable adjectif eux etc 20 to 35 sablonneux et 35 to 50 sable et gravier c Sols granulaires Densit N essai de p n tration standard coups 30 cm tr s l che 0 4 l che 4 10 compacte ou moyenne 10 30 dense 30 50 tr s dense plus de 50 d Sols coh rents Consistance GC kPa Tr s molle glisse entre les doigts lorsque press 0 12 Molle le pouce s enfonce tr s facilement 12 25 Ferme le pouce s enfonce difficilement 25 50 Raide le sol est marqu par une forte pression 50 100 Tr s raide facilement ray par l ongle du pouce 100 200 Dure difficilement ray par l ongle du pouce plus de 200 IV ESSAIS SUR LES SOLS 5 essai de consolidation oedom trique granulom trie l hydrom tre granulom trie par tamisage essai triaxial non drain essai triaxial consolid non drain essai triaxial drain essai de compression non confin analyses
185. re 5 8 The linear normal ization of cone resistance Q is best suited to clay soils but is less suited to sand The two charts shown in Figure 5 8 represent a three dimensional classification system that incorporates all three pieces of CPTU data For basic CPT data where only and f are available the left hand chart Figure 5 8 can be used The error in using uncorrected 4 data will generally only influence the data in the lower part of the chart where normalized cone resistance is less than about 10 This part of the chart is for soft fine grained soils where q can be small and penetration pore pressures u2 can be large Included on the normalized soil behaviour type classifica tion chart is a zone that represents approximately normally consolidated soil behaviour A guide is also provided to indicate the variation of normalized CPT and CPTU data for changes in overconsolidation ratio OCR age and sensitiv ity S for fine grained soils where cone penetration is generally undrained and OCR age cementation and CPT PIEZOCONE DATA friction angle i for cohesionless soils where cone penetration is generally drained Generally soils that fall in zones 6 and 7 represent approximately drained penetration whereas soils in zones 1 2 3 and 4 represent approximately undrained penetration Soils in zones 5 8 and 9 may represent partially drained penetration An advantage of pore pressure measurements during co
186. s Commission G ologique du Canada Dossier public xxxx Fourth generation seismic hazard maps of Canada Grid values to be used with the 2005 National Building Code of Canada 45 5 N Voir les sites webs www SeismesCanada ca et www nationalcodes ca pour plus d information Also available in english Natural Resources Ressources naturelles el Heg Canada Canada Canada ANALYSES DE STABILIT ET CALCULS DE TASSEMENT AUX FUTURS SECTEURS D EXPLOITATION DU LET DE SAINT NICEPHORE QUEBEC ANNEXE C R sultats des analyses de stabilit D cembre 2010 N de projet 09 1223 0048 1000 D cembre 2010 09 1223 0048 1000 Mat riau Propri t s y kN m c kPa _ Mati res r siduelles 13 5 38 5 35 pseudo statique 2 Mat riau de recouvrement HETE 0 3 Sable fin l che compact 30 0 4 Sable fin dense tr s dense 210 32 0 5 Silt 185 28 0 e 45 kPa 9 100kPa 6 Silt argileux argile silteuse as o taux de 25 kPa m Til 2 9 1 3 j 0 8 Socle rocheux volume imp n trable imp n trable 9 G omembrane PEHD lisse 160 9 0 Cellules 7 et 8 106 8 1525m 6103m 973 954 16 122 5 5 8 7 6 5 4 o 1072 1104 986 5 1055 8 E XD 0 2 8 8 10 MW O O 20 20 20 3 30 9 30 40 4 4D S0 D 50 50 Distance m Coupe C C flanc sud ouest Ecai
187. s 300 mm 10 20 30 40 50 60 70 80 90 CRE RE 4 4 ETAT DE L ECHANTILLON Remani Non Remani TS Tube Shelby WEN Perdu LES LABORATOIRES SHERMONT 1998 INC CF Cuill re fendue TA Tari re CEG Carotte de Roc CD Carottier Diamant BE Benne Peterson COUPE STRATIGRAPHIQUE PROFONDEUR m 21 00 2 00 3 00 E t5 TT 4 00 9 00 6 00 7 00 E e Sm Eg DESCRIPTION DU SOL ET DU ROC Lio ais fal ce 94 29 91 07 23 22 Calcaire argileux gris fonc 89 75 24 54 FIN DU FORAGE RAPPORT DE Date du forage R DE L ECHANTILLON SYMBOLE emarque NIVEAU D EAU DATE PIEZOMETRE Projet tude hydrogeologique Site LE S St Nicephore Client Intersan Inc 98 05 18 au 98 05 19 Foreuse Diedrich G Grauulom trie S dimentoin trie Teneur eau Limile Liquide Limtle Plastique ECHANTILLON JOINTS TYPE NO RECUPERATION ESSAIS N RQD ANGLE OUVERT FERME REMPLISSAGE ESSAIS IN SITU FORAGE ESSAI IN SITU ET DE LABORATOIRE ET LABORATOIRE Sondage 985C Pave 3 de 3 Dossier LAIS 014 Tubages Tari re Carottier NQ a N P n tration Standard Ne P n tration dynamique au cone Cui R sistance ntacte au cone kPa Cur R sistance Remani e au c ne kPa k Perm ab
188. se KS LES LABORATOIRES ETAT DE L ECHANTILLON SHERMONT 1998 INC Remani CF Cuill re fendue Non Remani TS Tube Shelby Perdu TA Tari re PROFONDEUR m ELEVATION 8 00 CNC Carotte de Roc CD PROFONDEUR m Carottier Diamant BE Benne Peterson COUPE STRATIGRAPHIQUE DESCRIPTION DU SOL ET DU ROC sable el eravier Sable et gravier presence de cailloux Sable et silt gris RAPPORT DE FORAGE Projet Etude hydrog ologique Site LES St Nicephore Client ntersan Inc Date du forage 98 05 18 au 98 05 19 Foreuse Diedrich Vee RNC RUN UE zr E Remarque Carottier NQ ESSAI IN SITU ET DE LABORATOIRE N P n tralion Standard Nc P n tration dynamique au c ne Cui R sistance Intacte au c ne kPa Cur R sistance Remani e au c ne kPa k Perm abilite cm s TYPE DE L ECHANTILLON NIVEAU D EAU DATE PIEZOMETRE Granutom trie S ditnentom lrie Teneur en eau Limite Liquide Limite Plaslique ECHANTILLON JOINTS TYPE NO ed RECUPERATION ESSAIS N RQD ANGLE OUVERT FERME REMPLISSAGE ESSAIS IN SITU ET LABORATOIRE Sondage 985C Page 2 de 3 Dossier LAIS 014 Tubages Tariere RESISTANCE AU CISAILLEMENT NON DRAINE SCISSOMETRE CU NON REMANIEE REMANIEE N coup
189. se de sol C du CNBC 2005 vitesse moyenne de l onde transversale de 360 750 m s Les valeurs m dianes 50e percentile de l acc l ration maximale du sol AMS sont fournies en unit s de g Les valeurs d acc l ration spectrale att nu e 5 Sa T o T est la p riode en secondes et de l acc l ration maximale du sol AMS sont tabul es Seuls deux chiffres significatifs doivent tre utilis s Ces valeurs ont t interpol es apartir de points de grille espac s de 10km Selon le gradient pour les points situ s proximit les valeurs pour cet endroit calcul es directement au moyen du programme pour l al a peuvent varier Plus de 95 des valeurs interpol es se situent moins de 2 des valeurs calcul es Mouvements du sol pour d autres probabilit s Probabilit de d passement par ann e 0 010 0 0021 0 001 Probabilit de d passement dans 50 ans 40 10 5 0 2 0 084 0 207 0 298 0 5 0 039 0 099 0 148 1 0 0 015 0 042 0 063 Sa 2 0 0 005 0 014 0 021 AMS 0 053 0 130 0 189 Bibliographie Le code national du b timent du Canada 2005 no 47666 sections 4 1 8 9 20 1 2 9 23 10 2 9 31 6 2 et 6 2 1 3 Annexe C Information climatique pour la conception des b timents au Canada la table dans l Annexe C commence en page 11 la Division B volume 2 467 Manuel d utilisateur 2005 Commentaires structuraux CNRC 48192 Commentaire J Conception pour des effets sismique
190. silteux silt sableux 0 gt D E 3 El vation m Profondeur de d part 0 01 m Client Tecsult Inc Dossier G 03504 Sondage PZC 03 03 Profondeur atteinte 13 47 m A OG E M Projet Sondages au piezoc ne INC Profondeur de la nappe 0 27 m Ge po Op rateur JNB Fichier PZC 03 03 grf SES Site Intersan St Nic phore par JC MB COG EMAT inc Classification No L gende de la Inclinaison 100 200 300 40001234567 Classification 0 24 6 810 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile silteuse Unit 4 Silt argileux a argile silteuse Unit 5 Sable silteux a silt sableux y 9 2 D 3 Unit 6 Sable propre sable silteux Unit 7 Sable graveleux sable Profondeur de d part 0 01 m Client Tecsult Inc Profondeur atteinte 14 26 m Projet Sondages au piezoc ne sm ANB Ba Profondeur de la nappe 1 87 m NO Fichier PZC 03 04 grf Endroit Site intersan St Nic phore par JC MB U kPa 400 tion m f kPa Classification No L gende de la 0 50 100 150 200 250 01234567 classification Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile
191. sition et de g om trie tr s variables les descriptions de sondage ne permettent donc que d estimer approximativement leurs caract ristiques et profils r els Les contacts entre les diff rents horizons de sols et ou de roc sont souvent graduels et cons quemment leurs emplacements sur les descriptions de sondage rel vent d une certaine interpr tation De m me la classification et l identification des sols et du roc implique une certaine part de jugement Les descriptions de sol et de roc apparaissant dans ce rapport s appuient sur des m thodes de classification et d identification commun ment accept es et rejoignent les exigences normales de la pratique professionnelle usuelle de la g otechnique Par ailleurs il importe de souligner que la pr cision des donn es recueillies et leur interpr tation sont tributaires de diff rents facteurs dont la m thode de sondage l espacement entre les sondages la profondeur d investigation la m thode d chantillonnage la fr quence d chantillonnage de m me que l uniformit des conditions souterraines Certains de ces facteurs comme la m thode de sondage l espacement entre les sondages la profondeur d investigation la m thode d chantillonnage et la fr quence d chantillonnage peuvent eux m mes tre tributaires de contraintes physiques budg taires ou d ch ancier convenues avec le Client Dans tous les cas on doit consid rer que les r sultats obtenus et pr sent s dans ce rappor
192. stosii plus ou moins bien d velopp e environ 60 degr s p r de k carotte Presence de quelques niveaux noiratres CR eg Veinules de calcite lanch tres FIN DU FORAGE Note Date 91 08 19 6 4 0 STRATIGRAPHIE 4 1 Description des chantillons Dn pr sente la suite les identifications de chaque forage 41 0 0 1 0 Sable 1 0 5 0 Sable gris tr s fin silteux 12 0 0 0 2 Tourbe e 2082 22 Sable gris tr s fin 87 44 5 5 8 0 Silt liquide 4 0 5 0 Sable gris tr s fin silteux 13 0 0 5 0 Sable brun jaune silteux 718 0 0 1 0 Sable brun 1 0 3 7 gt Sable gris fin 5 7 5 0 Sable gris fin us 0 0 1 5 Sable brun 1 5 3 0 Sabke gris gof 3 0 4 0 Silt sablonneux 16 0 0 2 1 Sable brun 2 1 4 0 Sable gris iy 87 9 4 0 5 0 Sable gris fin et silt traces d argile No Profondeur m Description 0 0 1 7 Sable brun 86 75 1 7 3 5 Silt gris argileux 0 0 1 25 Sable brun Q5 451 25 3 60 Silt gris avec un peu e Note arr t au roc 1 s 0 0 1 0 f Sable brun fin Z 140 33 Silt gris 20 0 0 0 5 Sable O 5 1 7 Sable gris fin 261 7 4 0 Silt argileux 21 0 0 1 0 Sable brun BZB 1 0 2 4 Silt gris avec un peu d argile et sable 22 0 0 2 0 _ Sable brun 88 58 2 0 4 0 Silt et sable gris tr s fin Cette analys
193. t ne s appliquent qu aux endroits o ont t r alis s les sondages qu aux profondeurs d chantillonnage indiqu es et qu au moment de l tude Les conditions souterraines interpr t es tant physiques que quantitatives ou qualitatives peuvent varier sensiblement entre et au del des sondages r alis s et des profondeurs d chantillonnage indiqu es Les mesures et caract ristiques de l eau souterraine pr sent es dans ce rapport ne sont valables que pour les endroits et les dates sp cifi es Ces conditions peuvent en effet varier selon les saisons les ann es ou en raison d activit s ou d v nements sur le site l tude ou sur des terrains adjacents Golder Associ s R v 9 mai 2002 Chez Golder Associ s nous mettons tout en oeuvre pour constituer le Afrique 27 11 254 4800 regroupement d experts conseils sp cialis s en sciences de la terre et en Am rique du Nord 1 800 275 3281 environnement le plus respect mondialement Propri t de ses employ s Am rique du Sud 55 21 3095 9500 depuis sa cr ation en 1960 notre entreprise se distingue par le caract re unique Asie 852 2562 3658 de sa culture fond e sur la fiert d tre actionnaire et g n rant un climat de Europe 356 21 42 30 20 stabilit long terme Nos professionnels prennent le temps de comprendre les Oc anie 61 3 8862 3500 besoins des clients et les contraintes sp cifiques rattach es leurs activit s Nous continuons tendre notre
194. titre indicatif sur une base technique Comme les lois et r glements sont sujets interpr tation Golder recommande au Client de consulter ses conseillers juridiques afin d obtenir les avis appropri s Comme certains d tails du projet envisag peuvent ne pas tre connus de Golder au moment de la remise de ce rapport il est recommand que Golder soit consult e lors de l laboration des plans et devis reli s aux consid rations g otechniques afin de s assurer qu ils demeurent conformes l intention et aux recommandations de ce rapport II est aussi recommand que les services de Golder soient retenus durant la phase de construction afin de confirmer que les conditions souterraines sur l ensemble du site ne diff rent pas de facon significative de celles voqu es dans ce rapport et que les activit s de construction n ont aucun impact n gatif sur les consid rations g otechniques li es la conception cet gard il importe de souligner que le contr le des eaux superficielles et ou souterraines est fr quemment requis comme mesure temporaire ou permanente lors de la construction Une mauvaise conception du drainage et ou de l ass chement peut avoir des cons quences n fastes De m me les conditions souterraines peuvent tre substantiellement modifi es par les activit s de construction circulation de machinerie excavation enfoncement de pieux dynamitage etc ayant cours sur le site ou sur les terrains adjacents ainsi qu
195. ture unoxidized A Ve w 9 9 9 KW d x m a gt 0 m GRAPHIC LOG DETAILS TYPE amp No SAMPLE RECOVERY Lo A RII re X idem to 85 01 becoming medium dense red Ka KAI MX 2 5YR 4 6 Munsell no wet SP SM KKK WAWAN W SE RS A 2 2 59 Fine SAND with few silt medium dense dark grey ei Ki 4 1 Munsell no moist non plastic WA WA 9 iX noncohesive massive structure unoxidized eh bah CX 5 Xe 5 11 17 16 28 WN a Nada Na Ya Ng z Ki e Ei E Wa v 2 6 Ki X lt S A 2 CA CA Wa W 52 SN SR dch x dh Q Ka KJ y d L CS idem to 55 03 becoming very dense very dark grey 2 5Y 3 0 Munsell no moist SM CX A CX Ka CX E Ww 2 v G i We 6 bei 2 2 WA WA WA WA e Te KA va Wa vy Ki AN KKI AX 4 CH Q2 Le 6 P DESCRIBED BY APPROVED BY F Gagnon eng S
196. un peu d argile pr sence d interlits de silt sableux structure varv e ML SUITE LA PAGE 2 CHELLE VERTICALE JOURNAL PAR P Bureau 1 75 Golder Associ s V RIFI PAR M Limoges GENERAL2 0912230048 1000 LOG_BH GPJ GENERAL GDT 09 12 22 D B JOURNAL DE SONDAGE _ F 09 09 PROJET 09 1223 0048 LOCALISATION Saint Nic phore Qu bec PAGE 2 DE 2 PROFONDEUR STRATIGRAPHIE L V PROF m tres DESCRIPTION m tres M THODE DE FORAGE SUITE DE LA PAGE 1 CHANTILLONS OBSERVATIONS ET R SULTATS RESIS PENETRATION DYNAMIQUE TENEUR EN EAU 5 p 20 40 0 Wn 0 NUM RO RESIS CISAILLEMENT Cu kPa 0 40 8 COUPS 0 3m ou RQD Nat 1 6 5 DE PUITS D OBSERVATION ET NIVEAU X D EAU SOUTERRAINE ESSAIS DE LABORATOIRE Devenant avec interlits de sable silteux traces de coquillages STRATI GRAPHIE ARGILE SILTEUSE grise traces de sable pr sence de mati res organiques molle ferme satur e CL Devenant grise p le traces un peu de sable traces de gravier tr s raide FORAGE PAR ROTATION NG NG EE RSQ EEN ANSSINSSNSSSNSSSSSSN TARI RE VID E 200 mm Dee CCRN SABLE et SILT gris un peu de gravier traces de shale dense satur FIN DU FORAGE CHELLE VERTICALE 1 75
197. ups 300 mm 10 20 30 40 50 60 70 80 90 COUPE STRATIGRAPHIQUE CHANTILLON JOINTS s E E sl XH vie m Se bs Eig 5 S 82 3 28 e SE DESCRIPTION DU SOL DU ROC Baz m SAARE mico E 221281 E 22 58 S 122 43 E F Sable brun gris et roux un ELE s peu de silt L i Lae ie d 3 i Gel Life 17 1 F1 00 ESL kee tut de 9 SE Geier p i aa 9 j Io di d a lf Poe ET I ET e e Dao o Da o us PT MU gt a cu pc gt lt i v i e Li un 457 Sable brun gris traces de DE silt 67 15 9 00 A A 3 75 14 5 8 gt 9 a o 100 6 o LES LABORATOIRES SHERMONT 1998 INC Remani Non Remani EBE Perdu CR Carotte de Roc TS Tube Shelby TA Tari re 111 76 10 67 Sable gris un peu de sill TEE TT 3 00 108 71 113 72 Silt argileux gris traces de 4 00 sable pm 6 00 7 00 000 9 00 102 9 Silt et argile grise CF Cuill re fendue CD Carotiier Diamant BE Benne Peterson COUPE STRATIGRAPHIQUE SYMBOLE E L
198. veleux sable Dossier G 03504 Sondage PZC 03 01 Op rateur JNB V rifi par JC MB Profondeur de d part 0 01 m Profondeur atteinte 18 15 m Profondeur de la nappe 1 61 m Fichier PZC 03 01 grf COGEMAT we Projet Sondages au piezoc ne Endroit Site Intersan St Nic phore U kPa f kPa Classification No L gende dela 400 800 12000 100 200 300 400 500 01234567 Classification 0246810 0 Unit 1 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile 5 silteuse Unit 4 Silt argileux inspuooi4 argile silteuse Unit 5 Sable silteux silt sableux Unit 6 10 Sable propre sable silteux Unit 7 Sable graveleux sable 15 Profondeur de d part 0 01 m Client Tecsult Inc Dossier G 03504 Sondage PZC 03 02 COGEMAT c poeni da nappe 1 99 m Prelet Sondages au plezocono Fichier PZC 03 02 grf Endroit Site Intersan St Nic phore V rifi par JC MB U kPa f kPa Classification No L gende dela Inclinaison 400 800 12000 100 200 300 400 500 01234567 Classification 0246810 Sol grains fins sensible Unit 2 Sol organique Unit 3 Argile argile Silt argileux argile silteuse Unit 5 Sable

ANNEXE A

Contents

Download Pdf Manuals

Related Search

Related Contents