Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
APA82
\ [rD&OO~& a§@&®©@ Susitna Joint Venture Document Numbe:- TO: HARZA-EBASCO SUSITNA J~ DATA/ CALC XEROX TRANSMITTALS 1\TTN: MARCH ll , l 983 CALCS FRat~ G EOTECH..J I LES, T ~J , ~~ R • JAN IS S~AU BERGS ~ : !' • : b ~" ; V~~~~~J UA~/7 A ~·~ ~ P't>tft.l.·""< rr-w ~""t& .. ~'-'ct'--~ ~;~L,. d · ~ ,'~.) Susitna Joint VtFlt:.;re nocurnent Number { ..• :? ·~· . c -. ,I (,g ......_,._ :i ., '' ~ Design Calculation Cover Sheet PROJS:T No. P5700 - ·111m . FILE. No. P5700 .14. 06 SERIAL No. 0028 PROJECT T1TI.S: Sus.itna Hydroelectric Project Alaska Power Authority . I ! DEPARTMENT Geotech -Buffalo -, CALCUl.A.TlONS FOR: Impervious Cor2 Gradation Study. ( ,?/fpe.f:~ ?/f-S'ES'"""' 77~ J ORIGINAL BY L. Duncan/T. Shaw ==§ DATE 111 19 I 81 . . J CHS:Cl<!O BY OATi! I I .. RE.V No. SY DAi£ CHECKED DATE l I I I I I I I I I I I I I I I I I I I I I I I / I I I I - CONTENTS: 1. Cover Sheet - 1 pg. A~OVEO BY 2. Comparison Data Sheet - 1 pg. 3. Composite Curves -D&H -2 pgs. & 2 overlays 4. Comparison Gradations -12 pgs. (incl. one blue line) 5~ Comparison Gradations -Total Range -1 pg. 6. Comparison Gradations -D&H~ 0 Range Curves - 2 pgs. PROFeSIONAl. ENGINEERS SEAL O~IGINAL COPIES, PLACED IN 'MAIN FtLS: ON Cl.OSURE OF ~ECT av: ::f; ;.;:: -OATE I 5 I /)1')'J;1\ I 9<_ 'Xc 6-o .OUJ( . "h:t~ rz...i l~1f!. } , vs TOTAl. No. OF SHES:TS '"'-;( ~~ .. ' ~ - ~0.04.01 Forlll( 144 A Ill Calculation Criteria, Data and References WATANA DAM CORE MATERIAL COMPARISONS Project No. _P_s7 ..... o .... o __ _ File NQ. P5700 .14, 06 Serial No. 0028 The attached graphs represent the published gradations of glacial til1 used as dike and/or dam core material. The Watana Borrow Area D composite and Area H composite curves are from November 1981 test results, the gradation band that is superimposed on the composite reference cas-e sheet represents the norma 1 range from a 11 1978-1981 individual sample testing. .. .I ' C• t ;, ! U' ·_.<_._;_ ; re "···,. .I ·@. \ -.......... ~ -,~-.,-~ . U.S. STANDARD SIEVE SIZE \ 21N. IIN.3/41N.I/21N. N0.4 NO.IO ;~~ ~0 N0.40N0.60 NO.IOO N0.200 " ;oo ~II II : I J I l ,ll ... !"' ' ; ~ I I I ; t ,I 90 I I • ~'r-I 85% I I I I . I II I ""' I I I , I I I r t'-,I l I I J 80 I ~ . I I I I ... ~ I I I j I ' I I I I I I I ....., I I I I 70 I I I t ~, I I I l1 r I I I ~" I I i ' t-I I I " I II :c I II I I I ' I{ I I ' C) I I I i I id 60 I ; :I I I ) 1\J ll ~ I I l >--~ I I I I 1 I I I -~ ll m I I I a: 50 l I : ; I II : I r-.J '45% ld z I I ... ; I I I II~ 1&. I I !I t-40 f II I I I 1'\ I I r I I I I f\ z I w I I II I I\. 0 r II ' .. a! I I I II II I I ~ ~ 3.0 t i __l I I I I II I I I II " " I I I ; I I I ; I! " I if I • 20 ; :l I I . I I I ~ I ...... • ~ i [I I I ; I .. ~ ~ I I I I I I l I I I ....... 10 • II I I ; I I ' I ~ I I ' ll I I I I I! I I '! I I ·' I I : I r ~ I : ·I- 0 II ~ II I ' 200 100 10 1.0 0.1 o.ot 0.001 GRAIN S!!E IN M~LltMETERS . -· -UNIFDED SOIL I GRAVEL SAND SILT OR fl!..AY CLASSIFICATION COBBLES MEDIUM I • COARSE fiNE COARSE FINE SYSTEM G=2.71 li] ACRES AMERICAN INCORPORATED BUFFALO 1 NEW YORK COMPOSITE CURVES FOR AREA-0 ' GRADATION ANALYSIS CURVES FILE: DATE: 11/19/81 JFIG. , ~·· ----~ _,--..~ ..... ,.=.-._.._ ....... _.,_ .. ---,-~ ~ .............. ...._:-':'-~¥ .... -----.-..__: ---···:--·u--·~-:~~~::-:;:-.. -~-4~ ,.._; 100 10 10 TO ... z " w eo Jl ra II: 10 w z -Ia. fE40 ... \) -= ~ 10 10 10 0 " '-~'"~-----•~-'---"'·-··-·-·"····-·--··-'---·-·---"-·-~c.---. .. _ ....... -<-/ ,.._,.,..,.~----~·"·~----~----~-----~--~-•--~--· U.l. ITAHDAftD IIEV! SIZ! ZIH. liN. I f41N.I/IIH. N0.4 UO.IO HO.IO N0.40NO.IO NOJOO IMO.IOO "" I l I! ~-I 11 ~ II I I ! I; • I 't-oo . ' 851 I I I . . • I ~ ' I ~ I r ~ I I II ""' ~ ; II "". ~ l II i I : I I I J \: I .... r I I I I ~ ' : • II I I ' ~ I I ..... ~ l I ! I "tl_'\!.• I I I I ,, ~ I II I I I ~ I II I It f ' I I : I . I '451 ft ' : I I IF' " II ~ I l I ' I ~ !I e I Ill. .. I I~ r I I "' r'\.. " II I I ~ ~ s 8 I " I I I . I I I I " i I I ~ I I ' I ' ' I ' ~ I I I I .. I 1 I : ~ I I j . 100 100 so ID OJ o.ot 0.00.1 GRAIN Sill tN ~ILLIMETIRI . COIILII tRAYI~ SAND I coA.-.sl t FINE coAftSE 1 ' MEDIUM · 1 ''"E liLT Oft CLAY UH"I!O SOIL Ct.ASSfFICATION IYITEM G-2. 71 [i] ACRES AMERICAN INCORPORATED IU,rALO • NEW YORK COMPOSITE CURVES FOR AREA D -~-f: GRADATION ANALYSIS CURVES i,'-lFIL!! _ jDATl! ., . 1"~,, . :n-·---~ ;'. i ' . ~· ' . ~ I. . ·:C fc 'I l) . :-; . • I ·;;.:-:;-··. ;.,l, 1~~ ,\;_,~ ,_ X C) 100 90 80 70 w 60 ~ >-m n: 50 1&1 z -IJ.. 1-40 z 11.1 u 0: ~ 30 20 10 0 _,_:',_,._-::-"";:::-~~~~:.-. . . •' ' . "' . ·~· .. ~~4' i . , . ' . 200 100 COBBLES . @-/~:';~-.... .... ..--'. U.S. STANDARD SIEVE SIZE . 21N. IIN.3/41N.I/21N. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO f':l0.200 I " ~; 'I ; I~ . ~I l I I I! I ~ I -l I I t ; ! I I I . i ; ~~ I I I I I I I r I :~ II I! : I , I ! I i I f ; I r I ; I ' I I " I I I ; I I ~ I 72% II I I I ,, I II I I I tf'. I I 1 I i ~ .... I I I I ! : 'a II I I r......... I I ~ I -' I I K'' I r r ·I I i I II I I I I I -, I lr.., I J 1 I I I ~ I I . I 1 I I I il l I : I I I I ~ ' I I ; I !I ; f', N I I I I l I I I~ ': 38% I I I I r I I I -:a· l I I l"t ~~, • I I I r r. ,, f il I r . ~ II I II tf I J f If ., i'-. ' -' """ I I I I I ! I I !I ....... J I _ II "' -I T I I II I I I! " i I I I I I 1: : I' I I ' I J ~t\ it I I I i I I : 1: I ~ I I I ' . :I . ~ • I f -I I I I - ' : : I I I ; I I If ' j I II f I : il : I r~ l I f !, I J 10 1.0 0.1 o.ot 0.001 GRAIN SIZE IN MILLIMETERS . UNifiED SOIL .. .. -GRAVEL SAND SI 1LT OR CLAY CLASSIFICATION .. I COARSE FINE COARSE MEDIUM fiNE SYSTEM G=2.72 [i] ACRES AMERICA'~ INCORPORATED BUF!!~;.a 1 NEW YORK . C0~1POS ITE CURVES FOR AREA H JDAY~:· 11/19/~1 JFIG._. GRADATION ANALYSIS CU.RVES FILE: " I I 'I f i u . I ~---· ~,~~ Jgo 10 10 'FO rE • -10 ; li 110 Ia. ~ 40 ... K r ao 10 10 0 . . • .. £'. ... '. 100 tOO .. COIILII . " . -.. .. ~-\_ ... , r·· · ... -,. . ' 't"Q ""-";..;...> U.S. ITANOARD SI!V! Ill! liN. IIN.SJ'41N.·I/J IN. NO.~ NO.IO NO.!O N0.40NQIO NQIOO NO. ZOO ' I ~ :; : . ! d K; l I ! : ~~ I I I I I I I I !~ 1: I I tl , ... : tl ; I! ~ I : " I 72S I I ~ I I~ "' I ~ I i" I I : I I: r'-. . I I I I I K I _l I I! II· ~~ ~ I I I I . II ' l ~ I I I l ~ •. I I "' N II ~ I I" 1: 381 t I I ~~ ~ ' I J II r J I ...._ ~ ..... ~ ~ I I I ' . ~ I ~ r I I ; ' • I I i . i I . I ~~ I I I I I I I • II ; I ' • -. I • I ~ 1 I I ! ' ' 1: t ! 10 1.0 . 0.1 o.o. 0.001 OftAIN Silt IN MtLLIMITifll " UNIFIED SOIL tftAvtL SAND lilT Oft CLAY CLASSifiCA""iiON COARSI I FINE COAftS£ MEDIUM ''"' SYSTEM G-2. 72 [i] ACft!S AMERICAN INCORPORATED IU,FALO, NIW YORK COMPOSITE CURVES FOR AREA H . .. GRADATION ANAL,YSIS CURVES 'IL!! DATI: '"'· ~ ' ,f· . ' Lr ' ' ' l -1 I '~ '.W'" '\._. 100 90 80 70 t- X C) ki 60 :t: >-m 0:: 50 l&J z -1&. t-40 z l&J 0 0.: ~ 30 20 10 0 I 200 100 COBBLES 21N. IIN.3/41N.I/21N. f' " ; :I ; I '~.I I \ : N I\ I I : [\. I I "~ I \ J I l I \ I I I • I I I l'i II I I I I 1\1 I I ll I I ; I~ I : l I ]'\ I I ; I ; I I" I I I I I : I I I I c r I I I I J I I I I I I 1 I I I I ll I : I I l I I 1 t I I I ! I I I : I 10 GRAVEL COARSE FINE LAB TESTNO. BORING NO. I SAMPLE NO. DEPTH ,{., '>. ;.,,. I U.S. STANDARD SIEVE SIZE N0.4 NO.IO N020 NOAONQ60NruOON~200 [ I I l I! I ~~ I I I 11 I ,. 't .. I I I I I I I I I I I tl I , , I l I f ~. I ·-~-r-~ I I I I I ~· I I .. "'" I I I I I ' I I I " I ~ : I I I I ' I I I I ' \ I I I ··~ I I I I I I I I f\ I I II . I I II . l \~ I !I I I 1\l II II l f\u I ··-j' I ; l \~ I I ~ II I I"' ,: I I :\ if I 11 I I I -.........._.I I I I 'I I I I ., 'i I I lr-. ll I I J ~. I i ,......._ N, I I "' ~ I I I I " I I I I ~ I ""', I I I I I ........ I I I I I . .............._ !l I I 1'<--1--~:--. I ·~ I l I --!---!J I I 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS SAND -· UNIFIED SOIL SILT OR CLAY CLASSIFICATION COARSE MEDIUM I FINE SYSTEM CURVE SYMSOL CLASSIFICATION • ACRES AME.'RICAN INCORPORATED ---~ BUFFALO, NEW YORK GULL ISLAND GRADATION ANALYSIS CURVES FILE:P5700 I DATE : 11/19/81 I FIG. ,~.r ::. .. ;•' 0 .. G. r;.-;J-· "o 'r:· '·• . u .~ '~ ,. .• ~ !. \. ""' 100 ~!N. IIN.3/41N.I/21N. I "' ~ ~ ! I I~ 90 : I , ...... I l I I : 80 I I ; I i .• I I I i I 70 " I I I ·, J I I ... I % I " I " ' I ., I ~ 60 I I I "'I i: I I, f I >-; I I I m I I £t: 50 I ; - "' I • z I • -I I I 1&. I ... 40 I I ~ : I I z . LIJ . 0 I I I a: ~ 30 l I I I I I J I I I ; : I 20 i I I I I I I I I I J J . I I 1 10 : I I I I I '7 I I l 0 j_ 200 100 10 GRAVEL COBBLES COARSE FINE LAB TEST NO. BORING NO. SAMPLE NO. DEPTH ! L: ' I ,,. l: ' ' l GRADATION .. . .. , 'j .I~ ~..~ "'-t. U.S. STANDARD SIEVE SIZE .• « ' ' "~. -.,. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO N0.200 I' I I I I ·! ·.L• I I I I I I I I f I I I I I I I I I'~ I I I I I :l t. I I .......__ I I I I I I 1"-.. I I I r"" I I I I I II I I I It ll "'-1 I l I I I I II I II 1\ . I I I I I i I I I I i ' I I I I j t I I "i I I II I ~~ I I ll II I I 'I II l ""' I I I I I I "-I 1: I ,I I I t' I I l I I "-... I I I '• II I II f I I f ' d I I I 1'\ I I I I I I \ II ! I rl I I I I I I I I I I I I l I I \ I ' II I I I I .. I I I I I I ., I I I I I '· I I l I I I .. II I I ........ i'-.. I ·~ I I I ...... ,.,, ' ll I I 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS -l UNIFI'EO SOIL SAND SILT OR CLAY CLASSIFICATION COARSE MEDIUM FINE SYSTEM - CURVE SYMBOL CLASSIFICATION [i] ACRES AMERICAN INCORPORATED BUFFALO, NEW YORK CHURCHILL FALLS ANALYSIS CURVES FILE: P5700 loATE: U/19/81 I FIG. . [·. ... I •;,'i \..) 0 l ! .. ··t: \It • \~ ~·,,._ U.S. STANDARD SIEVE SIZE 100 21N. IIN.3/41N.I/21N. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO f\!0.200 I ; ~ ·. [ I I I .! ' I I I ', ~J I I I I I I I I I I I 'I 90 ; J I I f' I I I I I I I I f'.....· I I I I : :I ""-, I i I I :1 80 I I r-......... i I I I I' I' 1 I l I '-.........I I I I I i I I I I ["-. I I I I (', r--t'1 I I I 70 r....... I I I I I I I It !'h.~ I I I I ' l'k I I 1-I I l I """ I II % I ~~ I I I ~"". I C) I I I I .. I ~ 60 ; ; I f' I I I I I 111' ~ I I I I "' I >-; I I I I" 1 I~ I I I II " m I' 0:: 50 I I I'll I I I ['.. liJ I ; I ; f' " II l I I I ['., z I I ~ I I I -I I I II "" I I I I ... i~ ,I t ~ 1-40 I I I I I I z : I : I ~ ~ I I I I "'.... w I I I I 0 I I I II ~~ I I I I' cr I I I I" ~ 30 I ll """-I I ~ l I I I I II I I'· I 'I [' I I I I I ~ !'-.. I ; I I I I I I I i'" 20 I I II I I I I I I I I I I I I l~'--....... ..._ ~ I II I II I I I I r-........ ... " I I I I I I I I I . .., ~ I I I I I I I I I 10 ,. I . I I I I I l I I I I I I I I "' I -l ~ l : I I I I. I I 0 1. I I I I 200 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND UNIFIED SOIL COBBLES SILT OR CLAY CLASSIFICATION COARSE FINE COARSE MEDIUM I FINE SYSTEM LAB TEST NO. BORING NO. SAMPLE NO. DEPTH CURVE SYMBOL CLASS I Fl CATION • ACRES AMERICAN INCORPORATED I BUFFALO 1 NEW YORK MICA GRADATION ANALYSt'S CURVES FILE: P5/UU DATE: 11/l':J/ til lFIG. - --~,.~r---~-·-----:----·""""'t'------:----~----.._""7"~'-'-"'~ ;t>--... ~"" ... -.. --·---.. ,.---~...,.--:":'"·--~. ~··---"~,...~~~~.::::r a . . ... /' ... '"~ - ct /" ,. >--""' ··t£·' .. 1 ·' \, U.S. STANDARD SIEVE SIZE 21N. IIN.3/41N.I/21N. N0.4 NO.IO NQ20 NOAONQ60NWOONQ200 100 I ; II ; r--.[ l I I II ~'r-- ; I I I I --~---I I I I I . 90 I I I i'--.. I I I : I I I I .......... I I I I I I I I I I : . J ,l " J I I I I I I 80 : I i I --I I I'" I I I I I I !~ I I 1 : I I I I ""'' II I N, ,. I 70 I I I I I I I I II I I "'' I I "I I t-I ' I I X I I I I l I l\ I (!) ' I I !I I I ' I I w 60 - ~ ; ; I I I I 1\ l I I \ I I I I I I I i I n~ ': I >-! I I I I I I~ I I I'. II al .~ I I I I·~ I I I ~ 50 • Ul I ; i ; I I II\ I I lf\ z I I I I LL. I J I I I I I \ I I II I\ J-40 I I l I I I ~ : I~ I I . 'i I I \ • z I I Ul I I I 0 I I I I I 1\ I II I\ n: I ~ 3{J' I u I ll I I I : I I ! I I I ~ II 1\ I I l II I I ; I I I I I f '"' I \ 20 I I I I , I I I I I I l I I I}, "" I I I I I I I I l I I I I I I ['.., ""· 10 L I I I I I I I ' ·,, I ; I I I I I l I : • .. ". -~-I I II I I ., r--I 1 1! : I ll l l l I ----0 _l ~ ...... , 200 100 10 1.0 0.1 o.ot 0.001 I I GRAIN SIZE IN MILLIMETERS I GRAVEL SAND UNIFIED SOIL COBBLES SILT OR CLAY CLASSIFICATION COARSE FINE COARSE MEDIUM I FINE SYSTEM I . ! LAB TEST NO. BORING NO. SAMPLE NO. DEPTH CURVE SYMBOL CLASSIFICATION [i] ACRES AMERICAN INCORPORATED . BUFFALO 1 NEW YORK Gi BERSIMIS U r ' ' GRADATION ANALYSIS CURVES FILE: P5700 DATE: 11/19/81 _lFIG. t ~ '-'~-.. t.,.---..-......---· -~-.,.... ..--:.o--~--..................... r .. "-··-:--.... '-~.....,._. ... l..::.-.....-"'-. ... ........,. ..... _,,.,...~~r .. •;---_ .•:.-... -~:L .. --.,:;~--:7·~:~~ _(, '01.-. ., .... '' f·-... ·. ... < ' !.' '<! " "-u ~ ;;;.9 ·:,:u· ) •'·< ' ~ f .l ' ; J r:~ .~ t ~ ' •.:;:... U.S. STANDARD SIEVE SIZE 21N. I !N.3/41N.I/21N. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO N0.200 100 i ~~ ~ II I I I I r-. ~ ; ·; l ........ l I ~ I I I I r-. I ;-.. 1-I I I I 90 -: I"' ~~ I j-....fl .... I I I I I I I I I 1"-I I . I I I J 80 I I II I . \ I l t I "r--I I N I I I I I J r-..1 I I I I I il' I I\ I I I 70 I I I ~ I \.I I r, I II I ~. I I .1\ I I t-J I I I rl %: : I I I N II I . I '\._I I C) I i I I I I w 60 I I I I '··' : I I" I ~ I I I '-.. I >-: I I I I '• I I I If m . --1 a: 50 I I I I w ! . : : : II I ..... r'i-I I , ., z I i I I .. &a. I I I I I I I I ~ 'l I I , ·~ I ' f-40 ~ I : I I I I ·fl ", z w I II I 0 ; I I II I t I {' I~ D.:: ! I ...... ~ 30 I I II I I I I'- I I I I I ! I I J 'I "- """ "\." f I I I I --I 1 : I I I I l I r! ~ ' I ~ I I I"\ . 20 1 I I I I I I l I ..... ' I I' ...... I I ~ I I I I ~ ........ r I I I I i ! I I I ........ ~-I I ' J I I I I I [-...., 10 f J : I I I I I I I ~ I I I I • I v I : I : I I I .~ 0 I I II ' ,, I I J 200 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND UNIFIED SOIL COBBLES SILT OR CLAY CLASSIFICATiON CO~RSE Fl'NE COARSE MEDIUM I FINE SYSTEM : [i] ACRES AMERICiAN INCORPORATED LAB TEST NO. BORING NO. SAMPLE NO. D~PTH CURVE SYMBOL CLASSIFICATION BUFFALO, NEW YORK A -OTTER RAPIDS B -SAINT LAWRENCE GRADATION ANALYSIS CURVES FILE: P5700 DATI~: 11/19/81 lFIG. ··-- -·"""'---'------~-~-------":''""'~""""---------.. -.. -~-'":~~{ !.:!-' ,, ! I . . \ . . l ,' .0 .Ji ,, l : ' ': :;. r; ·::.~ u I I I ~ "·>· -~ ;a ~~ ..--------------------------------------------,1·. 100 90 -· so 70 i-::.: (!) w 60 i! >-CD 0: 50 w z 1.1.. J-40 z I I bJ I 0 0: w 30 (L i 20 ! I i I I . 10 ! i 0 200 100 COBBLES U.S. STANDARD SIEVE SIZE 21N. llN.3/41N.I/21N. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO N0.200 -I ............ -i, I : I~ II : I I ! 1\' I : f"l I I I I I I f', i I I I ·~ I I ~~ I I I l I I I ........... I I .......... I I : f' I'-. ! l I I I ~I I I I ; N I ~ I I I I I I r-.... I I I I i ! ~I I I I I I I I ~"-:-.., l I I I I il I ~ : : I : I '-I" I I I I I ~ r' '1 I I I I I I I I !'-. I I I I I I I I ~,I :~ ~ I i I I I I ; ! I I I I I ' I I"· I il I I I I '". I I ,, I ; I I I 1l '--.! I '~ I I I I I ; I I I tl 1"-·,t I ' r: I I I I I '· I r l I I I "· ": l I I i I 1'. I I I I If I II rl I I ~-I 1'-.: I I I t I i I I 1l I I I I I I I I ; l ! II I l I J I I ....... I I I I'... : I I I I I I I I I f I II I I I I I I I I I I I I \' I ! I I I I l I I I I I I 'I I I I I I I II I I 1 : tl : I I : I I I I I I I ___ I 10 1.0 U" I .. GRAIN SllE IN MILLIMETERS GRAVEL SAND COARSE I FINE COARSE I MEDIUM I FINE" II ... ' I"", ~- .......... ~'-.......· ~ 0.01 SILT Of< CLAY I ' l I i ; !'--" ' "r--. ._ ~ .__ ] I - ~. ~ 0.001 UNIFIED SOIL CLASSIFICATION SYSTEM LAB TEST N?·l BORING NO. 1 SAMPLE No. 1 DEPTH 1c u RVE SYMBOL! cLAss IFI CATI~N J ~~~~IP I ACRES AMERICAN IN CORPORA TED ftl lJ1 BUFFALO, NEW YORK LOWER NOTCH GRADATION ANALYSIS CURVES FILE: P5700 DATE: 11/19/81 IFIG. i I --·-~ ~ ~ Lc-~-~.~ ,-·~ • ''-"....,.,w'~--~-----"'-"'-"----~~.-............._~----"'......._.,__,...,..__~_.....,...~~ _...~~...,.-......--;-~ ........ ~~ <' . {'I (! l r I '.) j1 I 5~L \\ ) J ~ ~ ~ U.S. STANDARD SIEVE SIZE ~ • .._,.. 100 2iN. IIN.3/41N.I/2JN. N0.4 NO.JO N0.20 N0.40N0.60 NO.IOO N0.200 ' I : if ; ~-I : l l r--r--.. r; I I I I J I ~ J r---... I I I I 90 "' ~hJ I I I I I I I I I I I I l i' tl I I I I I 80 I b I I I I r-.~ I I I I ' I I I I' """" I I i I I I r----f h -j I I I 70 I I I I I I !I I I I I 1~ I I il 1 ~ I I I 1'--.1 J ... X l I II I I II I i" N I C) I I I : l I w 60 ; : I J I l I : ~ tl ~ I I I >-: J I I !f II I I I , I~ m I r I I I I I' ~ 50 I : I ; I II : I I I ' l&l z I I I I .. -I I I l I II ..... I I . ,; .... 40 I I l I I z I I I I l l f I ~-~ IJJ I U I II I I '· 0 t II I ,I I I I 'I r~~ n: II ~ 30 I . l I I I I I I I I I I 'I I'< [".. I I I I I ["... I _l I ; II I I I I I ........... I I I I il '· 20 l I I I I I . I I I I I I I I I I tl I I I I I iol I I I l I I I I I I I . 10 I I l I I I I I I ~ I I i I I I I i I I I I I I ! ~ I I I I l I 1 l I I I 1 0 J. ll I l 200 100 10 1.0 0.1 o.ot 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND UNIFIED SOIL COBBLES SILT OR CLAY CLASSIFICATION COARSE FIN.E COARSE I MEDIUM FINE SYSTEM LAB TESTNO. BORING NO. SAMPLE NO. DEPTH CURVE SYMBOL CLASSIFICATION [i] ACRES AMERICAN INCORPORATED EUFFALO, NEW YORK ... r-.. SHAND GRADATION: ANALYSIS CURVES FILE: P5700 DATE: 11/19/81 I FIG. -··· --~--~------,-,-----··--;:----~·----·---~~--~~----·,~~~~~~~ ;_; I I I ~ f~ ,. ~,-d ' ~~ U.S. STANDARD SIEVE SIZE 100 21N. IIN.3/41N.I/21N. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO.N0.200 I ; ll I It '--._ l I I I .. I I I I I •,I I I I 90 I I . I I I I I I I I ,_ ,! I I I I I I t·· I I I I ,, I I I 1\ I I 80 I I : I : I I I I \1, I I . I I I I f',i'. I I. I I I I I l\ I 70 I I I I I I I I " rJ I I II I I I I \ l 1-I I I I I ;i D 0 j I % I'~ I I I I t . I C) I I I I I bi 60 f . I '"'' I I . I I I I ~ I I I I I >-; ! I I' I I I I I I II CD 0: 50 • I I I I I I ' <> ; I ; I II l I I I .. ,.,.,.._ __ liJ . . z I I 1\ I I I -I I l I ll lL I f'\ I~ ,, ' ... 40 I I I I I I I' I I I I I ' z ~ -, IJJ I . I II I I 0 ~-I l ""' II I I I I J .. a: II ~ 30 I I I I I I I I ....___ I I I I I I I L li -, I (;\ I I ; ! I " 'i . ! I ! I I I I I 20 : I I I I -, " i..... I I I I I II l I I I I I) r I I I I I I . I 1'"'-..t I 10 I II I I I I I .. - f I I I I I I I l I I I lL I I I"' I ; ,I : I II I l I -.. ---· 0 I II i "t-· ' 200 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS " GRAVEL SAND UNIFIED SOIL C~P'~lES f--•· MEDIUM I SILT OR CLAY CLASSIFICATION COARSE FINE COAR.SE FINE SYSTEM -- LAB TESTNO. BORING NO. SAMPLE NO. DEPTH CURVE SYMBOL CLASSIFICATION • ACRES AMERICAN INCORPORATED BUFFALO, NEW YORK RANGE OF GRADATIONS - u COMPARISON CASES 1-11 GRADATION ANALYSIS CURVES FILE: P5700 DATE: 11/19/81 jFIG. ""'-'"---,""'» ___ .,.,..,~,-r--........ ~-__..,_....,_,_.,. .. ·--·---h··-----.---·'-'-'·._.,.,,_,,...._ ..... _ .. ,___~··--........ ----......,-..--___.,... .. _,_,._.;'_'""'""+";-'"'~~~--~ l:""r~~~!T'i"i ~ •:: I 1 1 <; u I • /~ l'" ·,~f'! ~ .\. - aoo ' 90 . eo 70 '· J- X ~ w ~0 ~ >-m .a: 50 lAJ z &&.. 1-40 z 111 0 cz ~ 30 20 10 0 200 COBBLES : LAB TEST NO. BORING NO. J' -' -. • ) ------.._ ·- 21N . i SN.3/4!NJ/2.1N. N0.4 I r n [' ' If ! i I I l r--.[' l l I I I I ......... I I I . I ; ~: ~ . I I I ..., •• ~' U.S. STANDARD SIEVE SIZE NO.IO N0.20 N0.40N0.60 NO.IOO N0.200 'II I f : : . ~ •.. II ' I I t J I I p I I I ..... ........, i .. I • I -'-· ~.,! I .I i ,. il ! t I I it:';. . ·'·. "'\,. ~,.r ~ ~ I t l l . ., I I I I ~'r--I I i" ~ I I I I I I ~ ..... II ' ~'L ...... I I I ' . . I I I !'--b-., I I II ~ I II l ~ I I I . I d t--I I I I I I I I ....... I I ~· d I . I I I " I ! I : J ., I ' ~ I I I!~ i " I I I I I i' ' : I I I I , ....... r'k I II .......__ ~ I I I I I ; l ; II L I '"":'--...... 11 ~ ...... I I f I ,, ,, I I I 11~"--... r---' I ;·~ J I I ...... I '·· ~ I t ' I I I I I -........ ...... , I II . II I I I ... , ! ,: t . I I I . ~r"' '" --...., "' I II I I l'i i I I . . I I I t ,r \ I I 'I ....... I ' J I I I I '· _,~;-; I I . I I I ! .. I • ~ ... I I a I I I I I I I I I I I I J I [J I I I I i I l I I 1 I I I I I ! l I I I I I I I ' I : : I I I l I I '! ' 11 I I I I I ; I I 1: I I J I I !I I 100 10 1.0 0.1 Cl.OI 0.001 uRAIN SIZE IN MILLIMETERS ·-· UNIFIED SOIL GRAVEL SAND SILT OR CLA\Y CLASSIFICATION COARSE FINE COARSE MEDIUM I FINE I SYSTEM - [ij] SAMPLE NO. DEPTH CURVE SYMBOL CLASSIFICATION ACRES AMERICAN INCORPORATED -- BUFFALO., NEW YORK MACTAQUAC GRADATION ANALYSIS CURVES FILE; P5700 -j oA'rE: 11 I 19 I 81 1Ft G. ~_., . 0 :,\2l ,, I" ,, rr n1 lr ·u·.·.' ' ' ' . i . . { .. ~ ' ~- U.S. STANDARD S!EVE SIZE ~~J • """'"·.· -: 100 2lN. IIN.3/41N.I/21N. N0.4 NO.IO N0,20 N0.40N0.60 NO.IOO N0\200 J I ; 'l l If ------I I I 11 ,. ,'I ! :--i-ll I ~ ' rl l I I I I I I I ii 90 ' : , I I 1' I I N, I I I r-.~ l I ' -· I I I 1\ I : I t r-"-. I~ I . ' r--..., i 80 J I l I ~ II I I 1 I I I I I I I I I I """ II I I 1\ I 70 I I I I i I I l I I 'f ' I I I \ rl ··. I ' .... I I I I I X: I I I I I\ I I I (\. I " I I I I I I w 60 I ; I 'i I I 1 t·r, " 3= I I I . I I I II\ I >-: I I I I I I \ I l 'l m f\ 0:: 50 I I I I ' I I ~ I ; ; I I : 'f, I I I\ w I z I I I I -I I I \I il \ l1. I I I II .... 40 I I ' i I I I ~ I I I I '.1 I \ z • w I I I II l I 0 I f II I If I I I' If 0:: I ' ~ 30 I ~. I I -, I J ! I I I I I l !I "' 1 I I I I I ; I I I I 1,, I I I 20 I I l l I I I I I I I I I I I I I I ~ I fl I I I I I . 1 I I t ! I I I I I 10 l I I I I I I I ; I I I I I l I J I I II I I ·-----~---~ I ; I l I I I ~ I I ·~ 0 I ll_ I I 20~"' 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS ORA VEL SAND UNIFIED SOIL COBBLES SILT OR CLAY CLASSIFICATION COARSE FINE COARSE MEDIUM I FINE SYSTEM i LAB TEST NO. BORING NO. SAMPLE NO. DEPTH CURVE SYMBOL CLASSIFICATION • ACRES AMERICAN INCORPORATED BUFFALO 1 NEW YORK . MANIC 3 GRADATION ANALYSIS CURVES FlLE: P5700 DATE :11/19/81 I FIG. -· ,_..,.,,,.,...._,__._~.,~_)'-~~~~~·""'-"--"""..-o..:.-'!'-'"""",....._,,.,~""'""'"~_........4_,.~~-.--'---:c_:_-' '--"'t " J . ~ ~ -•• -eo . ~ ~ ...... -~Y ._,. • , .... • .... I #, ·~ ~{l r r, " '•, i! c c I ' ''. ' L; '. ',.."' <-~. ~i ~~~ ·-------------------------~----------------------------------------------------------------------------------------------------------------------------------~·------------~ U.S. STANDARD SIEVE SIZE 21N. IIN.3/41N.I/21N. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO N0.200 mo • I ~ : 'I : II I I l! : ""' I I I I I ~\0 I I I I I II ""I I ~~ I I l I I ...... I I I !'---I I I ~"r--I I I I I d 80 -...[ I " If-I I' ~~ I -!"-. I . I I l I ! i e I I --I I I I' I ""I I I I I 70 I I I t-.... r-. I I I I 1 I I I I ,, I· , l I I tl 1-I 1"'-.. I I :r: I I II I ""· ,, "f I I I (!} I I I I w 60 I ·~ I I ~ I I '· J I I ~ J I I I I I >-: f I I "" il I 1'-I 'l m I I I I '., I DC 50 T ; I : ,: . : I 1\ I 1.&.1 z I I - f I I : I \ 'I II.. I II ., I I "' I \ t-40 I I r I II' ,I I I z I.&J It i I 0 I I I ,: I 1'-~J 'I, .. a: ~ 30 I I II I I : I I I I I I l"' II ' I I I II I . I ; I ; ll I l I \, I 20 I I I I . I l I I 1 I I I I I ·~ "· I I II I I I I '·. ...... I I I I I I I I I I .... !' -..., '•, I I I I I I I ......... JO ,.._ I ; I I I I I I I I .......... ~"--... .. I ··-I I il I --· ~ ; II : I l I I I ..... . "t-- 0 II I I'. 200 100 10 1.0 0.1 0.01 0.001 GRA~N SIZE IN MILLIMETERS GRAVEL SAND UNIFIED SOIL COBBLES SILT OR CLAY CLASSIFICATION COARSE FINE COARSE MEDIUM I FINE SYSTEM ...__... -LAB TEST NO. BORING NO. SAMPLE NO. DEPTH CURVE SYMBOL CLASSIFICATION [ij] ACRES AMERICAN INCORPORATED ' BUFFALO, NEW YORK HOLJES GRADATION ANALYSIS CURVES FILE; P5700 DATE: 11/19/81 JFIG. .. -~.-----_,.........-.,""'~r-...... --~------~·-.-~~---......,...-~_..,.,_........,_. .......... _ .. ..,..... ___ ~_....,..-. ~ ....... ~~ c; ' '- -, ~- I i tJ .. ~ 100 f-' 90•· 80 70 1- X ~ w 60 ~ >-m a: 50 :.&I z "- 1-40 z w 0 a: ~ 30 20 10 0 200 COBBLES LAB TESTNO. BORING NO. ---"'~l,r :1'-)<. (,~ ~' . '~ •. ..!"'' 1 .. U.S. STAND.ARD SIEVE SIZE SJ "11 21N. l1N.3/41N.I/2JN. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO N0.200 I ,_ r-. J_ ~ : [ I I : I l I ; li-J I I I l I ,_,I-I I I I I I I I I' I' I I I I I I I I '--.... I I I I t I ~ I I I I I I I 1 I I " ; I ; I "' II I I I I ~" I I I ' I I I i'--I I I I I! ... I I I I I I I I I I' I I I I ' N-. ,, I I I '4 l I , I J I I ~ I I I I ~: I II f "" I I I I I I I I I ; I I '}' I I I I 1\l I I I I I : I I I I" I' ~I: I I I 1\ il I I I I I I ~ ! ; I ; t II l I 1\ I II t I I [".. I I ..,, I I I '"" t'- I : i . II ; I ,I I I I I I ' ! J I I ,: I I ~-' I l I 11 I I I I I II I I .l I I II l I II !'"' I I I I I I I I .1 ·-, .. I l II J I I I I ; I I I I l I . I I I I I . i '"·.I I r I I : I I I I I I I II 'I I I I I I I I I I I .. I I I l il I i I I 1 ... I I I J I I I I I I I I ! I I I I I : J : I I~ I I I I t ~ I 100 10 1.0 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS GRAVEL SAND UNIFIED SOIL SILT OR CLAY CLASSIFICATION COARSE FINE COAWSE MEDIUM FINE SYSTEM --[ij] ' SAMPLE NO. DEPTH CURVE SYMBOL CLASSIFICATION ACRES AMERICAN INCORPORATED I BUFFALO 1 NEW YORK JAMES BAY . GRADATION ANALYSIS CURVES FILE: P5700 IDATE: 11/19/81 JFIG. (") !; ~~lt~-~ .>t,¢·· ,i! ~· ~~""'>'="""'"' """"""""'"'"""'> ..... ~ -~ " 0· 0 ' ·* I' 0 0 co 'l;Q 0 -~ ~ i tfi~ ~ t' J' i't • ·>""'"'!i'j; •. ill ~ ~··11~ . ~- " • .1! b ~~~ ~" J..,.... ~ """""' 1!f} ···#' •·~~:::.-~~ >- ~ c.;·c.•,J p ., ~;;;;-.J F-'- -IJ l,~ > ""~ r!"'; ~";;.-~ Q -~ ¢ V1 ~~~t'!" ,. !> ~ ,, ~ ~ ,, 4,Ji\.,:.:. ~ l( '·"-·11 H _I;( ~ ... j{ 0 0 .......... .{ u "'"=""""''·'~'~~-,~ .. ,; . . ,. ---·""'"''""'~-~ :1 '! " • "' .. .... :...·: . ..... " ~ " ,., " ~ -~ .,. ., u •l n rl ~ >01• "" " .. ::;;:·;:;:::;';;:jl- " ., , •• ~-:.,::,.'"S;S. ·--·'""'· • 'II -f .~ ........ :J.l~~·--· ,:::;.lllr .. .. fl!t';:u:;:._: __ ·.,."*' ,,_i;IQ 11> )~1 .:\ " l \I, ' ~ " . ' \ 0 0 Q 0 1.0 ~ "t-~ 1t }~ r ti !' I H rt ~: H .. r {! II .. n I' tt j~ ,, ,, ·~·* .,.t jl 'li ']';! ];. E H f, ~ \..IU > < , . Jt:r; .. ~· r ~r··~~~1r~~~-~~~~~~~~~<~~~u·~~~-'· li i: i.i ~ ~~-· ,, .. -.4 ~ > ·~':( f.,...,, .!~:_~~ .)...... <;t ,,~ ll k n ' tl ~ .» ~ -~ t ~ " .. 0 0 -.,.. " ~ i Jt !! n .'rl ~ 1~ 11 1 t! ~~~~=;:;,-,:...,'""r,~ f" ~ .. • J -II • - . .. . ' -~--~-~ ~-·-·--~ ... " ,. < I\ V) ;;;_-;j' ~ ·l ~.,"· ~ r• ~J ~{ ,. " ~· p ·~·, J """'T.; ~ ' r ~-r-' ~--""" It "' ijl ~ "' "'"':II ·r, " .. "' '!I ~'~.:;. ~ '-· f, ' -'I ~ h .. .. '"" .. ;:It;~;: ... "' -~. '·'~''· " "' .-!} 0 0 0 0; 0 0 0 (()· \Q. ~ N """""" '!'! .;.,JJ. ...... 1r c " It l) " fl ~ tn ,, ll ,, c If i! f7ii' ;~ """"""""-"""'r----4•---'--..i--"" -~ ~ ~ :· l,'l --- " ' . ~ t.J~ . 114' .... _._, .. .. ·th :t: <.( cs '2'. -(!)· -J ....J -.... f--J s (..) ~ ~ ·(..!) iQ: ., li;Q l: ~ (.1, ' tu Q ~ .. :li ~ .. I Q ~ ~ - ~ : ! I 1 I {j ,,; L ! i l i ;;_-..::.:;:;.{~'::::;.~;;_~~~H:w.;;t.;\11"' I I ~--··,'11' ~~\: < .. to.~/; ~ .... :X: C) -IJJ ~ >-m 0: UJ z -IJ... l-z IJJ 0 0: w 0.. U.S. STANDARD SIEVE SIZE loo~~--~Tr~~~r~~~~~~~~~~~~~~~~~~~=-·~~T-r 90 I t I I ao~~~U+~~~~~~~~~~~~H4~rr~~·Htttti-!---ttrt11l-r-r~ 70L-~~U+~~~~~~~~~~~~~~~ki~~ttti-!---ttrt11l-r-r~ sol-l-~~ii~~~J4U+~-~~~~~~~~~~~~trti~!-~ttHitl~--~ 50 I I I: 1 :: r n r1 't\ ~!-<~ 'l ----"""I<~~~~~~~ ~c~f"t'"-.,. , , , , T 1 • 1 r 1 r 1' , R: 1 ' , 1 ..,_ N \" ~ ....... ~\ ~ h f' , i\. --............. n r 1 1 , 1 , , • I I \ i\ :-.....:, i' ~~,~~~w.\ ~\ " --..... 40 I i i iII j l I i I '\ ir--.::"~ ~r . 'J "'N \~ ~J~~" ~ '"' 'r-. · : I r r'~ "'" ~::,, l'~,l'~" ~~~~~~ ~~'~ "~ f ! I I ~ '"'-, .. , 'I J'\ ~ It~"~~ .. -'\'~ "-' ""' ~ ~ I I li . -"" II ' I~ I \:-.. i \\.. I \. ~~~ ~~-----~ : I ! I i: . ----'J ~ l'-J ... , ... ~\ '{ I\ "~ ""' ' 'I"~,, I ; I 't I I 't--.! "'t-...._ I~ 1\ft~r-.. ~~ \~ ··~ :---...' l I I 1'1 I ,I l'i ~~~ "' I ~ r..:: i" "-''1· : : :: ,1 I I ', ~~I I~ ~lK~-~~~ "\['-..... ' "\:'-, -I ~ I , 11-:-:, ,,.~~ ""-..._ '-:~ 30 20 I I I I I I ' I N..._ ! ~:--.. "'-":~~ :""1111~ 10 I I IIIII' r i--1 _ 1 1 _ 1 r r~ 1 · ~'~~ "'"--. ~ ,~ ~ _ ~ I I I I I I I 1 I '[;...; "'-. ~ ... ""'~ J_ ---L '~-'------U_~-J. -__l_____-_I__ ~-r::::~ ~ "~ :~~~~--........ 0 I I -1 Ill I : I II 11 : 1111 J 1: I I I II~IJ J Ill ) l i : llllll I ~~[Jj~ J 200 100 [ COBB~ ~s GRAVEL COARSE I 10 1.0 o.1 o.o1 o.oo1 GRAIN SIZE IN MILLIMETERS SAND FINE COARSE-I MEDIUM I FINE SILT OR CLAY - UNIFIED SOIL CLASSIFICATION SYSTEM 1 LAB TEST No.1 BoRING No. 1 sAMPLE No, 1 DEPTH lcuRvE sYMBOL! cLAssi_FicATioN II m_ mj --0 ~ fl llllft(Jl ACRES AMERICAN INCORPORATED BUFFALO, NEW YORK GRADATION ANALYSIS CURVES COMPARISION CASES 1-11 VERSUS WATANA AREA D, H FILE: P5700 I DATE: 11/19/81 I FIG. ~-·->-~-~-·-·.----v---u--~---~-----,·-··:·-·-·--·~-----~----~--------.,-.. r-~.;,:;:~t:>-~EJIIY!f'. FM"'''? = m II'%? I -·w . -~-... , """"""'~~--~--~~--·--·-- " ~ I I (.1 u ~· "L t· .411 t~ ,.. . ~ ~{:) 1; ·~ ~---------------------------------------------------------------------------------------------------------~------,4 U.S. STANDARD SIEVE SIZE 21N. UN.3/41N.I/21N. N0.4 NO.IO N0.20 N0.40N0.60 NO.IOO N0.200 ~ 1 ...:-~~~q,~ ..... ~ !' ~'t--- 1 , -......__ 11 , , , :" I I • ~~ I 1 1 • ~ ~ I ~"~-~ ~r-... r--. fb ·If . I I J J 100.~ · 'b,; ~ t::--1::-I --:---I · I I I I 90 I I I 'I' ~~-~~b~~ ~-l~ ·-· ~ I I I I 'I I I I ~\'~ '·· .!""'~~ ...... ~~ I' ~~ ..... '-.........' I I ,J, ;' I ~ 'IL~. --8?~ I '~ . 1 ~ I . I I\ i~ I I . . ' .[' ""-""" ~ II ' .. "· I I 1\ I I 1\ I '~ ~~~ ~~~li ·~ .,_ .::::.,~ ~ <f\.t i I" I li 80 . \ I .. b... I I' rq~: :-,_, ).. .... ~. ·~ tJ. '11'-. I \1 I ~tS I [\. I ~--~-L ~:~~~~~~'-,~.,~~ li'" I ._1 I 1'%T\ .. 1-1 I~ . ~~ ~·~"-...~~= 1· ·1·~~1\J f\ I 70 I I I I I I I l'l I I I N,._ I f::::: "-~ ~ I i ll~ I \ 1 .l ' ' ' ll II l ' , 1 1 1 • 1 1 ~ l\J 1 1 ~ ~ ""!lilt...., '\t f '" \! ::-~. 1'\. 1 \ 1 1 1 1 1 · r ·a! 1 1 1 1 1-I ~ li I I ~ ........... L.X."-I !'... • • •. I ~'\.I u. _l _l I I II I I I X I l~ll I I -~~'. \1\~ I ~.,, ~~,· ',I I I I II I I ~ I i 'il'-.."-.. I I '·::" ::>...~ t.. ~[\· l'.. I' , i ~~~ ' I 1&.1 60 ' ! i' '"1-.. ' . ' tt ~) \\ I'' I . I~ ll· ~ ' 3: I I 1. ~'h.~ I ""' ~, ·-Ia.. -~ ' ~ ' I ' . I ' --.. I ! I I I I I I ~ I ~ T ' t t. ' !'-I .. ' i r--"'I~:\ I~' ,I'. . l ~! I .. '· ' I I I I I i "· f', ' I I' "'i \ f'·, ~. I ~ ~ ~ . . ... , I I I i u ffi 5o ' I ' ' f'. It'~ ' , ~~~l'( li ~·-lr~[',f\. ·, ~~· , • I , z I I I I I' I'-I ......._ ....... li N L \~ 1111.;~.: I \ "'-' I 111 111., ~.' ·-. I I iL: I I I I ·•'· II'~ ~!'-... I.. I'\ .. ~~~' -~ ,r '\~~.'' I . "' • • • I 1 I · 1 1 ' '' '-.. li I "' .:--...,, I r'!ltil :-1 ~ 40 I I I I I' "' """· ~ I I \"' -~ . . I \. r.... ' ""· ' " I w I II I I ~ "'' '-II ' i 1\ ~\ . ,{ ' \ I ~ ~. '·• ' I ",. I ~ ' I I I 1"'-.. ' I'· . .1 I \ 1\~ 1 1't~)'f01\ [~\ ... '> . I"": w 1 li I 1i I "-"'-It ., j I 1\ I '~ I ·"'-r-....: ~ I'''" · ·· Q.. 30 ' ·~ I I I ~ J ,__ ., '-l \ . [\, ~~~ ' ~ . . ' I I I I I I I I I I . ti . I I' i". ! ~ \ ""' 1.... -lko ~-t. 1 1 1 1 e 1 f ; 1 ! 1 1 ·--.: '•! ' . I "-· ~· "-"" \ ~ ~ 'f · . I I I I I ; I I I I It I ~L. ~ ·. J 1'1 ' ['..I " f'.. ' ""' ~ ~ I "' 20 I I Ill i i I I I I I I I ~ I I '· ... l \ ,1~ :' ~"" ·~ .,. '""~~N I' L '-j __ I ·-I L ----·-· --· I -.... L_ th... --'-.l~ ~ .. ~~ ~ .. :~t::..l::: ~ I 0 I I Ill +t±+ii_-Lilli u II I ~lllilJH ! of I IIIII : I II II : 11111111 I I 11:11 t Ill II I I IIIII II lJ~OI~N I 200 100 ..... GRAVEL i COBBLES COARSE I 10 J.O 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS SAND FINE COARSE I MEDIUM I FINE SILT OR CLAY I _j UNIFIED SOIL CLASSIFICATION SYSTEM I LAB TESTi\10.1 BORING NO. I SAMPLE NO. I DEPTH !CURVE SYMBOL' Oi/{CLASSIFICATION l~IRI ACRES AMERICAN INCORPORATED BUFFALO, NEW YORK COMPARISON CASES 1-11 VERSUS WATAMA AREA D RANGE GRADATION ANALYSIS CURVES FILE: P5700 DATE: 11/19/81 IFIG. -·~· -~~·"-~"'":"-:"""'"_..._~-....7--'~~ ~,;:-:--~ ... --~-~~----;~--Y-.---.-,.......,__._,...~--:-~--.........------~-~~-~:~~~~\fl:..~•· _91 ;; )' Mztt fit ""*•old ,_ •y• ',......,.,..hwo;.., .. .o .... ·,._. _ _,...._,..._, __ ~--- ,. .. l 1 ·' ,'f -·, ' w~ ~~ ~u~tl~ ~ ' .. - Design Calculation Cover Sheet PROJex:T No. f 5'/ 0 0. (!;)' FtU: No. f f! t9 '? . /4 · 0 b · 0 !t SC:RIAl.lio. ·~2-, .. PROJECT Ttn..a:_....:s.v;..:s...,., ...,.._.AJ-.·~A __ ... k...,.Y-..t>¥.tAl.....,_f[:~.;;.-.-f..A::;t.../--........ nt......._l <._ _ _..P __ fl_o-J"=--~-..;..... _______ -'!'"- . fh.1t1 Krt Po wE.< A-u"r..., a it 1 1':"-z OE~RTM~T------~~--~----~-~--~-~~·~-~~--------8-v_F __ ~-~---t)~------------------------- CAl.CUUTlONS FCR! ORJGI NAL. SY CH£Cl<!:O BY OAT€ I I CHECXS:O OATS: I I I I I I -I I I ,_ I I I I I I I I I -I I I ~------------------------------------------------~~------------------~ S £( i£-TCI--( -C ·It\ • A~OVEO SY ~R. rr-Stt-t4 .. ~ 1FA. 1 rEd' u wt~aUt. f2-"?6~+-WI< 11. &A- ~~. .. ORIGINAl. CCptES Ft.AC2D IN .WAIN FlL£ CN Q.OSURE CF ~ECT s:::i9-- ..... PRCFeSIONAL. E:iGIN E!RS SEAL. 0 A TC:: 7_ / ?.. '() / t.1' :J '1 ' ., '/J TOTAL No. OF SHE:O:TS _:rj ,t--<..! 1. ;:.;:_ ·-t 2300 120() 1500 1400 ,, ~. / -SAOOLE ~M I I -~ERGBJCY SPILLWAY '· lie---, 22301 ~ ---..l. [~~~- .JUNCTION WITH REUCT CHANNEL TREI>.TMENT ACCES SCALE! 1" • 10o' l7CO IC:.CO ISOC 14C.?J I I j, \ i i c· I ~DOLE. I)>.>.( ---..L ........... L~=-eoo o,AJNCTION WITH fiEUCT CH,.._.NEL l'RCJ<TMENT ~.:00 ... 700 IGoOO 1500 :.<00 ] -, ',,../"' { EXCA.\14T'.o-J FOR' lt.lllU(E C~<A.NIJEL PENS10CK-......_ ""-"JNEI..S '"'t> o o o o o -~----............. !>P!I.t..W"¥ 1'\JN!Jel... -... Q.-f ~- GROUTIIJG IWO [)'ILII-J~ G).l.U!R'( ( ( ~~ SCAI.E:t' • toO WATANA DAM FQUNOATION TREATMENT . • EXCAVATION SUSITNA HYDROELECTRIC PROJECT WATANA DAM MAIN DAM . ' . OVERBURDEN -AVERAGE 20 FEET DEPTH OVER ALL FOUNDATION AREA. \~EATHERED ROCK UNDER CORE AND FILTERS -40 I DEPTH I WEATHERED ROCK UNDER SHELLS -10' DEPTH. MAXIMUM SLOPES -1H:2V BELOW 1800' ELEVATION lH:lV ABOVE 1800 1 ELEVATION CONSOLIDATION GROUTING lO' X 10' GRID OF HOLES 30' DEEP OVER AREA OF CORE AND FILTERS. . ' SUSITNA HYDROELECTRIC PROJECT riAT ANA DAfv1 I ... ~ CURTAIN"GROUTING ""'' ...... -~··~ ' ' . ) DOUBLE ROW CURTAIN -VERTICAL •. 350' MAXIMUM DEPTH <AT r.~AXIMUM HEAD) I 50' MINIMUM DEPTH IN ABUTMENTS. HOLE SPACING PRIMARY 40 1 • SECONDARY TERTIARY QUATERNARY SPLIT SPACING TO GIVE FINAL SPACING 5' I GALLERIES FULL LENGTH OF DL\.' ,J APPROXIMP\TE SIZE 10 6 X 10' 1 DRf\:lNAGE 50' DEEPER THAN GROUT CURTAIN. HOLE SPACING 10' I DRILLED FR0~1 GROUT GALLERIES I FULL LENGTH OF DAM~ EXTENDING 600' INTO LEFT ABUTMENT~ CONNECTING TO INTAKE AND SPILLWAY STRUCTURES RIGHT ABUTMENT. HOLES INCLINED DO\~NSTREA~1 15° FR0~1 VERT I CAL. ... > w a: N U'l .... 0 z :E a:. 0 11. Calculations SUBJECT: G fw t;.< r+t.... ~-Tt ~Jc,...~ t;.V; '"" \-, (. r::. ' tJ t.-' ••. t":' &.f. OlJ" J IJ C. """ •. It ,-;:. -f" .;;" t' -r} 0 tJ oF A,~~ 1 ~c...(1~ -r Joo' I I I I I • J. /00 i 2oo' I i I I I I I 1 i I .3&o' I I , \ ) ... -,_., \ JOB NUMBER FILE NUM3ER SHEET .--------------..........1~-0F 1 BY /Y/tf8. DATE --- APP DATE · 1 -GENERAL The geotechnical investigations to date have been primarily directed towards investigating the important geological features which may have significant impact on the technical suitability of the site and the project layout. Although sufficient information has been gathered on the site geology for this purpose, the information on the subsurfHe conditions at specif·ic strl.\cture [>( locatioJ is 1 imited. -+his 1 imitatioR sug~tiat conservative assumptions h.Gt.iu-<-~"Will beqr.ade at this time to develop foundation treatment procedure-.; and project cost estimates to provide sufficient contingency. Those areas where lack of detailed information results in assumptions involving large sums of money are identified separately eve~"' though they constitute part of the foundation treatment. One such item at Watana is ·~Re1·1 ct Channe 1" at the 1 eft abutment. This approach will permit refinements in cost estimates when detailed /- ' information is available during the next phase of the des.ign studies and also identifies areas requiring investigationsa The geotechnical and geological conditions are documented in detail in Task 5 -Geotechnical Report. 2 -SITE GEOLOGY di 'te The Watana dam site and the appurtenant structures are located on~luton ·~ bounded b)' two prominent shear zones; the Fins on the upstream an~ingerbuster on the downstream.'!llide. ~ese features are very prominent on the north slope of ..bu.-) -h . . . h h h the river channe 1 , ·howe-ver t e1 r cant 1 nu1 ty, extsnt, and ~-.a'i"' acter on t e: sout side across the valley ~not been conclusively determined. Tfie Nek be3:we,en "'tilese ~:&t~re~.<>d+etrite. Andes·£te-diorite contacts were found both upstream and downstream. Although numerous shear zones and prominent joi.nt sets have been identified from surface mapping and drilling, the -o¥e..=:l.ll rock is q~~~ l hard, competent, and sound. The em&ankmeut "dam is located betweeu these ::two D - sbear zones; however, Jlt is suspected that sorr~ sp1ayoff features from <:_ Fingerbuster may cross the dam at higher elevations on the south bank.. The condition of these splayoff shears is groutable as determined from boring BH-12. Another feature under investigation is a suspected sl ideblock on the notrth abutment. The significance of these slide blocks can only be evaluated after --. its ptejeftee character and extent is defined. "::::::----' . ~ . ~ ~ The river valley is broad U-shaped below elevation 1800 and widens with flatter slopes above. The channel is slightly over 600 ft wide and fi11ed. with up to 80 fevt- ~deep alluvium at .. Jts deepest point .. The characteristics of Bt~e a·nuviu~ and particularly ttte-1-r stability under large earthquake event~are unknown. The depth of these alluviums' has been confirmed by borings and seismic refr·action f surveys. The r·ock in the abutments is the same diorite pluton. The abutments ar"e covered with talus material, thick in places, and the depth of overburden and talus in gullies may be quite thick. 3 -PERMAFROST Extensive permafrost is present on the south abutment, and whereas only sporadic permafrost is expected on the north abutment. Gft the south abatmerit-the depth of per~afresi <a~ as ~cA as iaveral RWAered feet.~bata is currently being gat!l(2re~h a series of thermister probes.. Heavy ':.'egetation and· dense tundra provides insulation to the ground. \!:hen this insulation is disturbed, thawing of unconsolidated material takes place rapjer quickly. This condition could havtJsignificant influence en schedt..ling an[~ost of foundation ~ l~ preparation and safety. There is a seasono:: variation of rocK temperature in the top 20 to 30 ft. Temperature measurements in boreholes BH28, AP8 and DR19 show constant rock temperature·below ooc at depth. In the upper 20 to 30ft:. however, temperatures vary above and bel 0\11 ·rreezi ng with the seasons. Another important area where permafrost will influence the cost is grouting. For proper grouting. the frozen rock wil1 have to be thawed prior tn grout placement. Such t1awing procedures will have to be develvped to meet environmental constraints. The filling of the reservoir will tend to thaw the surrounding rock, thus affecting the strength and permeability of tile rock mass. This is discussed later under "Grouting". If - 4 -DAM FOUNDATION •••• . . Preparation of rock foundations must ~et the following objectives under the core contact area: ( 4 1 /"nAJ 3 )·-;") -The rock under the core including material occurring in faults or joints in the rock mass must be non-eFodible or m1:1st b;.~_ctad, from er =* under the ~~ ~seepage gradients that will develop under the core.'·-M:; ;,. - , . -Materi~ls of the core must be prevented from moving down into the foundation (e.g. into cracks or joints) and then through the foundation under the transition zone into the downstream shell or beyondo. -The contact~tween the core and the rock surface upon which it is foundecl must remain ;...tight despi~e the distortions that will occur in the dam due to its own weight and the thrust of the reservoir both during filling and in service. ~Seepage t~s through the foundation must be controlled ~nd discharged r-· so that excessive seepage pressures do not develop in the downstream she11, in the materials beneath the shell, or downstream of the dam. The central portion of the dam (core and filters) will be grounded on fresh <' sound rock. The upstream and downstream shel~wi11 be founded on competent .. ·"-' rock. The stabi 1 ity of the all uvi urn under 11 hiqh" seismic event is questionable, and therefore, alluvium under the entire dam will be removed. _.._. ... _.. .... ~---~ .... ~ ._ ........ _.., .. (a) Excavation Under the Core and Filters The core, the upstream fi 1 ters, and the downstream fi 1 1 ters wi 11 be founded ;...,__f~ &M on sound rock. This will require excavation of~~ on slopes, river alluvium, and weathered rock in the valley bottom and on the abutmeftts. I The ialus thickness on the abutments perpendicular to the slope face varies Cl from zero to 20 ft, and the weathered rock fromAfew feet to as much as 40 ft or more. In the river channe~ a11uvia1 material consistirg of sand, cobbles, and boulders up to 3 ft in maximum dimension exists up to 80 ft .. , depth. The rock below this level i! .. hard and generally lightly weathered. -~? . Locally, such as i~ shear zones, drainage gullies, or~~ ~D.;ragb _.1 lll·f"l. -~ 'i tA-,rMc.cvk ~areas, the rock Ali.Y be t-'l~!'.thered deeper than 40 ft." Generally, the __ i \\~~~) weathering is not a gradual change in the ~ock with depth but occurs as zones of weathered, more open, jointed material, which in places are r ~) (b) overlain by sound rock. Excavation of this weathered rock would require removal of large quantities of sound rock as well. Satisfactory consolidation of the less weathered zones can be achieved by grouting. For cost estimates and project layout, an average overburden thickness of 10 ft and weathered rock thickness of 4J ft"-·- i s to be used. The maximum rock slope along the abutments is determined to some extent by the va 11 ey shape. In genera 1 , lH: 1 V s 1 ope or flatter is ide ally preferred (Reference 1) although steeper slopes have been used. However, at Watana dam site, the natural slopes at lower elevations are relatively steeper but still generally less than 1H:2V. Therefore, the overall core foundation sloj)es will be no steeper than 1H:2V vertical below e1evationl800 and lH:lV above e1evat1onlBOO. The cross cut slopes will be lH:lOV.~irregular shape of rock under the core is undesirable due to potential for local differential settlements and strains in the core that could cause cracking. These surface~ also make it difficult to compact the core material to form a tight core-rock bond and may prrovide ~~Jt1~jleJY'\@£1S'i.et'"'"' seepage path and ~tosion potential. Locally, steep slopes and overhangs may be treated with concrete to achieve an acc~~table slope where trimming is not desirable or unecono 1ic. For preliminary stage designs such as feasibility designs, these details are normally covered by contingencies in cost and average slopes of 1H:lV above elevation 1800 ft and 1H~2V below elevation 1800 ft will be used .. Excavation Under Shells The shells will be founded on competent rock. This will require excavation of Talus, an average of 10 ft thick perpendicular to the face of the slope and removal of loose or detached rock or rock ribs. For cost estimates, an ,_- ' ' '. (d) "'w "~ ~k"' average 10 ft thickness of rock removal ts a.oeons;dared. It is pessiel-e that ..... ~rther studies ~support the concept of removing the river alluvium only under that portion of the shells bounded by l.SH:lV upstream and downstream. However, for project layout and planning, the removal of alluvium under the entire shell width is considered. Dental Excavation Dental excafation over and above normal excavation is expected in zones of intense shearing or highly irregular surfaces. Whereas the need for such excavation has been identified by investigations completed to date, tbe magnitude has not been properly assessed due to heavy vegetation~ tundra cover, and general lack of outcrops and access. A contingency item will be included in the current cost estimates. Under the i~Ra~s core and the filters, special foundation preparations including dental concrete or use of form concrete is likely to be required c~ to provide,·regul ar surface for fill placement. Again~ thes~ items wi 11 be covered under contingency • .. /' I .ii, ~·, __ ., .,_ ·-···· 5 -GROUTING The purpose of groutin!J is to improve found!~}o.n and abutment rock conditions for load bearing and seepage considerations, to provide a good contact between poured concrete and rock (contact grouti::;g). The need, extent, and detail of grouting is dependent on site geological condition~SI type, and character of rock, reservoir head, and location of specific struci:ures .. As mentioned earlier, Watana dam site is located or: diorite rock. The rock is competent a;; far· as-load carrying capacity is concerned; howev~r, nurner,ou~ shear i'1~-1~l ~~ .. zones normally few inches to several feet in width have been~Gi~d 1n a general NWr_SE direction and NE-SW direction. Or.casionally, the width of shear ~(' ~-~ 1 11 zones may "tSCrea·se ~ sever a 1 tens of feet oca y. Most of these zones contain gouge material and under appropriate conditions, may be susceptible to piping. These shear zones are found both in the river channel and the abutments. A complete discussion of these features is presented in t~Geotechnical Report. I ( 1---, I ..-.~~~ fCt~~~-, !t'l.i ~ The permeability tests in t~b~eh~es0~nd~t_~~he rock te--be ·~~,~.f:' ---~!Wfitous:-~e-.i-eRt~rmeaD+l+ti r-a~~-am ,1 x 1o--' em/sec to ·I x-10~~ ~m/sec. However, these permeability indices do not properly account for shear zones. For example, in Borehole BH-2 on the north abutment, circulation was lost during drilling when the boring encountered u shear zone. l Also, due to heavy vegetation, 'ialus cover or limited access it is believed that there may be more shear zones not identified so far. T~is conditioR leads us to :c. ~ ---.. ---~-........ , ........ E_~hat A properly conducted grouting program of exploratory nature will be required under the dam and in the abutment p(I~/~_Q.ef\.o.c,.~"~ ~~r~~ Depending on the--resiilts. ~f---;xpioratory grouti~g, additional grouting including multiple 1ine curtain may be requiredo (a) Consolidation Grouting • The rock under the ~~s core, upstraam fi1ter, and downstream filter will be consoli ~tion grouted. This will provide a~ zone of relcttiveiy i mpermet 1 e · · . under the entire contact. (t i locally/' rock ~be sound and free of any discontinuities resulting in I - .. r ( virtually no grout take; nevertheless, ~he joints and shear zones are generally dipping and a particular vertical plane is likely to intersect these zones which are e~timated to be 15 to 20 ft apart. Consolidation grouting will include a 10 ft by 10ft grid of approximately 30ft deep holes (Ex. size). Under the spillway and other appurtenant structures, the need and extent will be gcverned by the location elevation of structure foundation and characte\·' of rock. For feasibil i"";y level design, it is asslwed that all such areas located upstream of centerline of i:ti.~·_i~ core will require conh~lidation grouting. For areas downstream, need will be established for each structure separately.. In addition, consolidation grouting may be required at tunnel portals and around tunnel ·openings in specific areas. (b) Curtain Grouting Under the Dam The need, effectiveness, and design of grout curtains is a subject on \1/hich there is significant disagreements within the engineering profes~ion (Reference 2).Ji· Nevertheless, foundations for dams retaining water head in :<0-excess cf 100 usually have been grouted in some way (Reference 3). ~. p.e:.mea-bi 1 ity of the sound 1 ode mass ranges between x 1 o-1.,. r-:m/see -and : xc-lo-em/s~ and 1t would in general not be considered necessary to-- • .. g~ As di sc~ussed ear 1 i er, the need for r:. grout curtain for Watana dam is determined by the numerous shear zones obliquely crossing the dam axis and a relatively high water head behind the dam. At this j,PJlllt. stage of investigation, information on rock condition at depth is very limited. Therefore, a grout curtain is included in the design. ' ,, _ _..,..._... ...... -.~--"-' -~---.__._ I'!L V .. _ ~-----· -·~ a. C·ICf J·v:-fi~~ ·------.:::··::::· :::::.----.._, ~~ly -QRe-=been;tr+e. extends to ~Ldepth below the river; 1J3orehole DH-2!f ws- {trilled down to elevation 876 ft, approximately 500 ft below dam, foundation 1 eve 1. This ho 1 e was not water pressure testedc.,_.:-1 ~ RQDs wer~.,~~corded. ,..... Shears and highly fractured zones are indicated at an average of 50 ft intervals to the bottom of the hole. --·-··-.-·-··--···-···---.,;:····· ........ _ .. *··-·· . , .. " " :; '.· ...;..,~~J : ,,',. {, /' On the bas; s of the 1 i rni ted i nformat i on "iib'tit>the rock at depth, the curtain ----~· · should extend to a depth of 0.7H, where H is the head of water behir.: the dam at' a particular location above the dam foundation with a maximum depth of grout curtain in the region of ~50 ft. It is 1 ik.ely that in some areas the grout take at depth wi 11 be very low. It is suggest~q that,the primary holes be considered as exploratory holes and w;~.~~4oribe core drilled. On the basis of \the core and water pressure tests in the exploratory holes, the depths of secondary _holes can be decided. The. exploratory holes may also identify areas that need additional grouting. All holes wi11 bl~ water pressure tested in stages. The grouting will be determined using these results. Grou~_will be carried out using split spacing with the primary ho 1 es at 40 ~~-spcci ng. The secondary, teri tary and quaternary holes would bring the final hole spacing to 5 ft if required. 1\ double row grout c.urtain is proposed. In areas of permafrost traditional grouting will not be effective because the joints will contain ice and obstruct the passage of the grout. ' , . ~.-: .... ~ _ ...... '? "- The greatest depth of permafrost so far recorded was in BH-8 .,Wneh the ho 1 e ..,. . .__....,. ' froze up at 175 ft depth. The permafrost areas will have to be thawed locally before water pressure testing and grouting can be done. Additional boreholes m~ be required for the thawing of sufficient rock to form an effective curtain. Further studies are required to investigate ~thods of thawing the rock. It may be very difficult to assess the extent of thawing and the effectiveness of the grouting. Further grouting may be required when the thawing effect Qf tn~ full reservoir has full impact. This is a fo~lt•t~r- consideration to ~upport the need for grouting and drainage galleries &V:> discussed later. of the dam and the sur-face o~ of any shears to the north of the major shear zone will be outside the reservoir area and are unlikely to cause appreciable seepage. The extent of the grout curtain through the shear zone should be determined from exp·lorati on from the grout gallery. The depth of the grot~t curtain in the abutments should generally be ~g9.P> ft. However, in areas such as the major shear zo ·~nss~v~-the~ ----depth of the curtain should be 30.0-f·t'.· pecial attention also should be paic:Lto :!:_!lg_J:fr.a:!_na~~n~>~ , -, 1 ~ -----------. :~· - ·----. _ •• C> ·-'j ~ ~ .\.. SH.f"iiw-estif.1:'t11m.....6.lf.'l~ Artesian water pressure in the. shear zone Bl-f -/1., ~ v . .Jv~{ cA.. h~~ rLJ:. lV'.e. t&n·..l, ""'11. h ·~~ . ~b. I; h:.t, ~~&-~ ;t)..i_ ....,}~ ~.v.''·"-.. -Right Abutment No major snears have been found on the right abutment. The rock is .~~~.15\b~ of good quality.. T~~ }?rout curtain should extend from th-;~pillway intake1 ;_tructure 400 ~~into the. abutment. The depth of the curtai n-1s~';200 -ft."' Some 1500 Wto the north the c:ut-off wi 11 ·"~-""' continue in the region of the relict channel. • I cv......~ IS u: 1\ 11 The intake ,str-uet-ur.€..:ano spi 11 way gate structur ~ .. .ar.e ~;~.l.Vftves-eM3 1 ocated about 200 ft from the dam centerline. In this location the grout curtain should connect to the southern end of th~ structure. The grout curtain would continue along the line of the intake and spillway structures from a grout gallery under the structures. Drainage would be necessary behind the intake and this could best be provided from the ga 11 ery within the abutment. If the intake struct~re is moved upstream from the dam, then the grout curtain s hou 1 d cc~1t i nue p~r a 11 e 1 to the center 1 i ne of th~ dam up t·o the spillway. In this case tha curtain would have tf\ be curtailed above the penst.ock tunne1s. Further grouting radiXally from the penstocks may be t -. (d) §routing in Vicinity of Diversion Tunnel Plugs The grout curtain holes should be curtailed approximately 30 ft from the diversion tunnels. Radial grouting should then be carried out from the diversion tunnels along the length of the plugs to intermesh with the grout holes from surface. Contact grouting will be required after the plu~~ are concreted. (e) Grouting_for Specific Structures Additional grouting in poor rock areas may be required to consolidate the rock or to control water seepage. (f) C!lntact G1··out i ng Contact grouting will be performed on concrete structures in contact with rock when rcK_i< conditions so dictate and behind all tunnel linings and tunnel plugs. ·. 6 -DRAINAGE Due to presence of .shear zon~o.(.as.J~s.g~under grouting, ~f!S to1J~ drainage featuresffor both the dam foundation and the abutments. Although drainage can be provided by drilling open holes downstream of the core, either ~ischar~~~~'~h the dam or downstream, the use of drainage galleries is 9eia§ eeesideced for the following p;&sil-~e beRefi""": 1~v~A -Grouting can be carried out at the same time that the earth embankment is being placed. This wili appreciably shorten the time of construction; a cruci a 1 factor for Watana dam construction. -Drain hu1es drilled in the rock foundation downstream of the curtain can be discharged into these galleries and quantities of seepage can be monitored for each individual hole. -..tl t: . I -Th~ ~1 provide access under the dam and any additional grouting or drainage d_:J may be i nsta 11 ed even after the reservoir is fi 11 ed. -Higher grout pressures can be used because of the weight of the overlying embankment if so desi~ed. -Ga1leries will help to prevent freezing of drain holes. A heating system could be installed if required. -Galleries can be used to house the outlets for piezometer lines and other types of measuring apparatus rUlv~~ ____ _.;....____ ·---. Galleries may be in the form of tunnels or a reinforced concrete structure formed ln the rock foundation under the impervious core. The different systems have the following features and advantages: .,.,......,.....,"" ....... ,._,_ .. ....,., .. ~~.v~·-...•~--_. .• ~.," ~.., ....... , . ..,.i!·-~~ ....... ":Y' :'""""~··-.-,_..,_.. ..... ..,-; .......... ""'""'"C .,..,._.,_~·"" .,. ' ~ . -(• '(_) ' Tunnels ••• ~--Facility to explore the rock at depth; -The tunnels do not have to follow the rock surface profile and may be arranged to provide easier working than on the relatively steep foundation slopes; and· -If conservative cover is selected, excavation of the galleries may be relatively independent of the foundation excavationo Surface Galleries -Do not disturb the rock which is to be grouted 1 ater; -Easier access to the lowest drainage level. The tunnel will be deeper and ~ requ'\re a longer access tunnel ~fer--~_, . -Overhead drilling and grouting i~ not required. Smaller, cheaper equipment may be used and the work will be easier; -Allows ~ flexible program. Some grouting may be carried out in advance of construction of the gallery, if required; and -To avoid a protrusion into the ~ core; which may prevent proper . compaction, the gall~ry can be recessed into the core foundation and the structure shaped to give a surface for good compaction of the core material. Tunneled galleries provide great advantages as an exrloration tunnel for the rock in the foundation and the abutments. Some eug1 ne1w-s-r~commendithat such an exploration tunnel be made for all large dams on rock foundations in any event simply because it is the only way to obt:-tin a complete and detaiied understanding of the nature of the rock along the grout curtain. It is anticipated that the same gallery can be used for grouting and drainage. {a) Dam Foundation Drainaae It is planned to provide galler-ies ~~~age water collection and grouting. A conceptual arrangement is bef11g prepared. Drain holes (3") will be drilled from these galleries to intercept s·eepage wat2r and to pro vi de pressure re 1 i ef. · ·:rt.··-.-. · -i 11 t:he r" i ver '-=-----~anne.t_i~ · , , -......-·----~··""'"""----"' ....... '"" ... 't--."" •••--.,.;.¥~~•w•-""'~'=""'''-'•• ·~·•''><'•*'•~,-..-~"""-"""""-"_..,_,.~,.•~·-·H•~~-o>~ •-'"~'' ~~ '"-'.,..-~'._,. ·~,.,.t~--'"'"'·--·~'<'~""""->'''\f''·.,...<-·'>¥"-""'~ , : . ~ The information from boreholes intersecting the larger shear zone suggests that filter~ required in some of the drain ho1 es to prevent washout .of 1\. fine material. (b) Aputment Orainaga Drainage .galleries and drain hole curtain will be ;:>rovided the entire length of the grout curtain. (c) Drainage Around Specific Stru·ttur~Js To be deve 1 oped after 1 ayout is fi na 1 i z2d. I 7 • RELICT CHANNEL An~~~buried channel i~ present on the north side of the Susitna River at the~ite. A detailed discussion is presented ~~h~ Geotechnical Report. In general, the depth to bedrock is as much as 500 j;;fbelow reservoir level • . e-.- The overburden consists of several seque~es of glacial deposits, lake sediments, and alluvium varying in character and thickness. At this stage, information on this buried channel is very limited. It is planned to do~ens·itivity studies in terms of seepage and piping considerations to evaluate its impact on the project, and need and extent of remedial treatment required. As envisioned at present, the following potential problems could be associated with the buried channel: -Considering its size and depth below resev·.voir level, it could form a means of substantial water loss; and -The phenomenon of piping which is normally associated with large water loss and high seepage gradients ~~b~~por. at_:_~ f Preliminary estimatas indicate that the grq.dients could develop along the 1 channel which may be classified as being conduc~ive to piping under appropriate • conditionse Therefore, for feasibility design, the following features are provided in the design to assure safety of the project: -A cement bentonite sl u.rry trench wi 11 be constructed across the en\~ width of the channel. The depth of the slurry trench will approach 100~ which can be excavated with conventional Kelly-bar system. This wi 11 provide a positive means. of seepage retardation. -Below the slurry trench, an exploratory grout curtain (single row) will be installed to identify zones of high permea!>ility. Additional grouting in those zones will be performed to achieve a relatively less pervious continuou~ system across the entire width of the channel down to bedrock. , ., t) -Provisions will be made 'for pressure relief system downstream of this curtain to relieve/control excessive hydrostatic pressure and to provide for safe passage of seepage water w.ithout loss fines. REFERENCES ·- 1. Current Trends in Design· and Construction of Embank::;ent Dams, page 63, ASCE p.tAblication 1979 by s.o. w·nson and R. J. Marsal~ 2. Embankment Dam Engineering-Casagrande. Volume , John Wiley & Sons. 3. Earth anc;i Earth .. Rock Dams by Sherard, Woodward, Gizienski, and Clevenger, John Wiley & Sons, Inc. "· 6): -1 ' I "• j t.U /-1 0 ~ ~ ..; ~ 1- I.J UJ .,.) \1) ~ ~ .Q )- .:r: <: < }- loll ""'!· ...... V') 1- ~ l.W t-~ ~ A ¢ ~ l":" a: .s: \ \ \ \ \ ' . J ~ , 0 ·..:J- r-.( l \ \ \ \ '. \ l I \ \ \ I \/ \ 1 \ \ k I I I f I ( ·~ : I ~ ' ; h/" .. t,l/ \\ /,._ .i .., I I I I i \ I ! ' i ; l .\ '\ /// / ' '\ \ 1 I i I • J ' I I / f ' \ \ \ I • I I i \ ) , -be .s--.::r -l-~ \t\_ ~ / i..' i\:' -~~ ~~ ~J • ··:£:~ ·~r 5us·arNA H'lbflo F-LE.r.TR t c. ?fo:rEeT wAa-f.liJ A bAM Q. ft OtfT J N t. fl.R flll-NC E tu:Ji _,--.-~ -· IN't~~E 5/I.&Jt."TV(E. -·--...... ..._. ......... -, '-,,, '-- I I \-{_ M Jl-J"O l.. \ \ :LOIJ e. \ \ £ J-t6A-t \ \ ~ ', ~XCIWit-Tib .$ tJ «. FAt.E . (;.ft DVT1 AI~ "" ~ .... ' :.Eff*-:..__ DJV Etf.SIDAl ,., :7 / ; .., .,"---~ T lJll wE. L..S E)C.IEv'f oJ! C.tl~tJI Cvi:'iRIW OI{ICI'-l A-L &~t.ovAJb S cJ ll F4r.-E- PI ·~ FE" • __ , ____ ~~""-:--"~ , .. ~~~•n••~ .t}-IJ~ bft 1\-I) •. L~C.E: c flt..t.E-1( y • £ Ef',.. tit. I 't II ' t i I t t t i ,, ,'} • l . !I ! ij . '1 I '·' ~ ' . .,. \. S U S 1 T N r:l H Y b ~ 0 eL. Ec:'T R I C. ? ~ OJ'E c..T hovgt..f fow (;.({ooT t:vRIIT 1 W WAT A-NA l>A M G R r> t;T' IN G-A N t-. DR A IIJ ftC E c; r::ILL E ('I CoRe. .., ' \ \ '· \ i \ I l 'i \ \ \ . \ \ \ I. \ l \ ' ' . ' I } \ ' \ l 1 ) \ \__rj \ \ \ \ \ zows oF ...... ~- CON .SOL. I b. ~TION (;. R 0 Oi J kJ G- Cd~OliTJIJ' Aub b~AitJ~CE. GALLE~V \ole-----... 1' ~ A-,,_, A G € 'tlli \ \ \ \ \ \ \ r.::so' l \ \ \ \ \ \ \ \ C V fiT't: J N-1 ~ Galleries Under Embankment Dams \ ... Internal galleries large enough for men to enter and work provided for the purpose of grouting and discharging drainage water are a common feature of concrete dams. Similar galleries or rock tunnels have been provided under many earth dams by European ~nd filr Eastern engineers. However, galleries are not generally provided under embankment dams in the United States. Some of the major possible benefits to be obtained from the use of galleries in embankment dams are as follows. i) The rock grouting from the gallery can be carried out independently of the construction of the dam. This can shorten"construction times. The grouting can continue further into the winter than would have been possible with surface grouting. ii) Permanent access is available under the dam for inspection. Additional grouting or drainage holes may be drilled after construction of the dam. This is an important considet-"ation where there is permafr•ost. The thawing effect of the reservoir may req:..tire remedial gY'uuting after· impounding has commenced. The galleries WOIJld be valuable for nccess for investigation after an earthquake. i·~i) Higher grout pressures c~n be used if required because of the over- lying weight of rock and concrete. iv) Drainage holes drilled downstream of the grout curtain can be d,is- charged into the gallery. Quantities of f1ow can be monitored. The galleries will also help to prevent the outlets of the d~ainage holes freezing which they \4ould do if on the surface. This is of primfl imp~rtance to the drain~ge system. If the ends of the holes fre~ze, then the drainage becomes ineffective. This alone may be sufficient f:c;;./ justification for provision of the galleries . ......... ..,? The gallery drainage will be more effective because pressures are relieved at a lower level. The bottom of the hole, thert::fore, is at a lower head than if the drain hole extended to the surface. v) The galleries may be used for the installation of ·instrunientation. Cables and pipes may be str·urg in the gallery giving protection from the severe climatic conditions. The gallery provides access for the repair and replacement of instrumentation that would be many times more costly from the surface. vi) Tunneled galleries provide the great ~dvantage as an exploratior tunnel for the rock of the dam foundation. The tunnel gives the best opportunity for understanding the nature of the rock along the grout and drainage curtains. This would be invaluable in the faulted and sheared zones. Brief details of embankment dams with galleries a.re attached. All the cases quoted are for much smaller dams than proposed at Watana. in Vit:W of the large height of the dam, the a.rctic environment, and the location within an earthquake zone 1 the additional cgst of the galleries can be justified. There will be cost savings on instrumentation and on the schedule because of the galleries. Ever increasing importance is being placed on darn safety. Galleries will pro~dde the opportunity to gain greater understanding of foundation con- dition&i monitor behavior~ and carry out remedial work, if required. ..... •·...:"'' ,._ .... ~ Some examples of the use of gallel~ies under dams are given below. \.. 1. Infiernillo Project, Mexico Balsas River Dam: Rock: Rockfill with impervious core, 148m high, 350m long. Highly metamorphosed bvoeccias, agglomerates, :;andstones, and clays. Permeability of rock ranged from 1-4 Lugeon units except for localized areas close to the surface. Grout Curtain: 50m to 100m depth. Galleries: Extensive tunnels in abutments and under the river bed, horizontal and inclined, used for grouting and drainage. Reference: Current Trends in Design and Construction of Embankment Dams, lilson and Marsal, ASCE Publication. Anon. -Selected References for Seismic Resistant Design~ Acres American lncorpcrated. ~ 2.. _Bergeforsen, Sweden Dam: Rockfi 11 with impervious core, 25m high. - Rock: Gneiss granite with calcitic dikes. Dikes were subject to chemical ~nd mechanical er~osinn by seepage water. Very good cutoff was required. Penneability: Of dikes -10-2 to 10-3 ·em/sec. Grout Curtain: Two curtains from single gallery under dam and intake structure. 20m to 35m deep. Gallery: Under the dam/gallery was surface constructed, under intake it was tunneled. Cement grouting, asphalt grouting, and lime water injection were carried out from Reference: ga l'i ery. Aastrup and Sallstrom, Bergeforsen - A Swedish Power Plant Built on Non-Resistant Rock, Seventh Congress on Large Dams, Rome 1961, Question 25, Report 69. ~· -'~ . ~-... , II. ' ., .. (A}· 3. Various Embankment Dams in Yugoslavia Examples of dams with surface constructed galleries for grouting and drainage. Grouting performed at same time as embankment construction. Galleries constructed of porous concrete. Areas of seepage were grouted in some cases after reservoir filling. Reference: Jevdjevic and Rajcevic~ Some Special Features of Designs and Construction for Ea.rth Dams and Rockfi11 Dams in Yugoslavia, Forth Congress on Large Dams, New Delhi, 1951, Question 13, Report 16. ~ 4. Trangslet Dam, Swede_!l Dam: Rocldi11 with impervious core, 400 ft high, sloping il ' ~"· -core 2800 ft long. Rock: Syenite and porphyrY with isolated sections of diabase. Grout Curtain: To 65 ft depth. Galler~: Drainage gallery under entire length of the core in tunnel. .,.~ 5. A 1 cov a Dam !l \~yomi ng !l USA \ '-· Datr.: Earth-rock fill, 185ft high. Rock: Tilted sedimentary, Grout Curtain: 80-90 ft deep. Four widely spaced rows. Gallery: Reference: Surface ga 11 ery f;onstructed above downstream curtain. Gallery planned for additional grouting requirements. Now allowed to flood. Sherard et al. Earth and Earth-Rock Dams, p. 522-523. e., 6. Darns in Japan { Ouchi Dam, 1978-1981 Dam: 102m h1~h, 340m crest length, Rockfi11. Rock: Tuff and tuff breccia. Grout Curtain: 60-60m depth. Gallery: Entire length of dam, tunneled. Tamahara Dam, 1976-1982 Dam: Rock: 116m high, 600m crest length, rockfill. Green tuff breccia. Brecciated conglomerate and andesite. Grout Curtain: 100m to 200m deep. Gallert: Grouting gallery entire length of dam, surface gallery . . Mi ko Dam Dam: 95m high, 588m crest length. Rock: Green tuff. Grout Curtain: 20·50m deep. Galle~: Surface type. Kassa Dam Dam: 90m high~ 504m crest length. Rock: Dacite and volcanic mudflow with andesite lava. Grout Curtain: 50-75m deep. _, Gallery: Tunneled entire length of dam. Nanakura Dam Gallery: Tunneled 20 to 25m over 50% length of dam. Tedorigawa Dam Dam: 153m high, 420m crest length, rockfill. Rock: Gneiss, biotite gneiss and conglomerate. Grout Curtain: 60 to 60m deep. Gallery: Surface type 70% length of dam. • 7. Keban Dam~ Turkey ~ .... Dam: !~ock: 221m high, crest length 1097m. Limestone underlain by horizontally bedded shists$ Small faults and breccia zones. Grout Curtain: Extensive consolidation and deep cutoff. Gallery: Tunneled. Bath County pumped storage, two tier drainage ga 11 eri es !J.1der const·ructi on. Ref. V. Singh. -.Calculations f AIIU SUBJECT: I .. ~ ,. - I I l I : ~ -::> w a: 'ft ~· N It) -ci z :: a: 0 u. V) :-m r-r- ~"'9 ~r~ ..<:)<. )'~ 'of' JOB NUMBER . PS7"o . 0 ' ---.:.--OF I .---..~..~.;;..::_____ DATE ,, .St.rt I ,, PATE "'~ ~ ... -J ~~ ~ .l> ~ ~ ~ '.::? ~":' ~ ~ < ~· ::! ~ <:. ~ ~M ~ ry~':----~ ~ s ~ t1'l !ll ~ ~ n\ G;~ (;:~ 7\ tf'i \.,~ -~ ~ ~ - >~ ~ ~n ~ (""'\ ~ 0 "\ 0 ... ~ ,_ ~ ~_...,) C) m ,_, F. ~ -. , / • ~.-._"'1· ,. \... IJ, II OFFICE MEMORANDUM TO: FROM: R.K. Ibbotson N. Bond D•te: September 21 , 1981 FHe: P5700.14.06.09 SUBJECT: Susitna Hydroelectric Project Watana Dam Foundation-Excavation This memo sets out the depth of excavation to be used for estimating purposes. The depths have been largely based on borehole logs (summary attached) with additional information from seismic lines, rock outcrops, photographs, and field observations by geologists. An appendix is attached giving further criteri' used to estimate the elevation of the top of rock ·tn certain areas of the siteo Overburden The foundation can be divided into two areas: a) Riverbed Depth to bedrock in four boreholes in the river ranged from 44 ft to 78 ft. The information available is limited, and for estimating purposes, the average thickness of overburden should be taken as 78 ft, the maximum observed in the boreholes. b) Abutments The depths to rock in 12 boreholes ranged from 3.5 ft to 16 ft, averaging 9 ft. However, considering the results of the seismic surveys and the distribution of the boreholes, 15 ft is a more reasonable estimate~ · . . The weighted average over the whole foundation area is 20 ft. For estimating purposes, it is understood that the volume of overburden matet·ial to be removed will be calculated from the ''Preliminary Top of Rock Contour Map" September 3, 1981, and topographic maps. Foundation·For Core and Filters The core and filters shall be founded on sound, competent, unweathered rock. All rock which has weathered to the extent that the rock mass R. K. Ibbotson September 21, 1981 l'l .., " penneability and compressibility have been adversely affected shall be excavated. Closely spated jointing will not itself be a criteria for excavation.. If the joints are tight and fresh, then. excavation will not be required. Joints which are only stained will not be considered as weathered. Information from 15 boreholes indicates an average depth of weathered rock of 30 ft with cl~pths ranging from zero to79 ft (see attached borehole data). Additional excavation of sound rock may be required to fo·nn a regular foundation surface on which the core may be well compacted. There is insufficient information at present to assess the degree of irregularity of the foundation. Observations of rock outcrops suggests the foundation surface will be rugged and trimming will be required. It is proposed, therefore, that a further 10 ft of rock excavation be allowed to cover this requirement and as a further contingency because of the limited data available. The total rock excavation depth in the core area should, therefore, be taken as 40 ft for present estimating purposes. It must be emphasized that this is an average figure, and the actual excavation may vary· from· 5 ft to 65 ft or more. Weathered joints and shears may extend under the foundation to considerable depths. In such cases where it is impracticable and/or uneconomic to excavate all weathered and sheared material, these zones will be locally excavated to a shallow depth backfilled with concrete and, if necessary, grouted .. It is expected that after excavation of the weathered rock, the exposed rock foundation will contain jointing which will require conso1idation grouting. Provision has been made for consolidation grouting to ~ depth of 30 ft over the area of the core and filter/reck contact. Rock Excavation Under the Rockfill Shells The rockfi11 s·hells shall be founded on competent rock. This will require the removal of overburden and rippable rock. Heavily jointed and fractured rock need not be excavated unless there is a substantial amount of joint in-fill material whic~ could be washed out and cause the rock to become unstable or give rise to settlement of the rock surface. . ,, : /( ~ ! 1 f ·l l j l l I l i ! l j ' 1 . ' I I I ~ I j ' ' i R.Ko Ibbotson September 21, 1981 - 3 Steep slopes will be required to be trimmed and a regular rock surface formed for placement of the rockfill. This ~cavat1on. under the rockfi11 shells is expected to total 10 ft average depth. over the whole shell foundation area • N. Bond NB:cr:.v cc: 0. Meilhede Geotech file copy eire: L. Duncan K. White R. Gorny N. Bond File ..Jtl··· .. ""~' 01·. ;. i l"' -~-" ~J.~ ~ 1>Sur. ~... ~C.~ . 0- \ ~ -----~,.1 :.,' I r ' i. ,' .)1 Design Calculation Cover Sheet PROJECT No. P'>100 · D ' 1;1n FILE No. f>>"U:ID ·I~. 6 b • O_:t. SERIAl No., ()o3'- PROJECT TITLE , SvJ 11 Nit J1 v ~ E t-6-c..v-l t,c. eeo;re.cq- -fit,4'f If !1:::. /'OWfUZ_ ;41J TJ-t./;-,f. I#? • DEPARTMENT t:!6o-rGctt. ~ c..~tr L.. /JuFFJ!h.;o - CALCULATIONS FOR~ w;r"719'W~ b~-s&erar;e_ e_~t.-U ORIGINAL BY ,v: IJ:.J.!? () v _b • DATE // llt,.rft!) l-1 ~ JIJ CHECKED BY ' DATF I I . .. REV No, BY DATE CHECKED DATE I I I I -I I I I I I I I I I I I i I I . I I I I I I I I I I FouMb 1rJ(nl fF-R,__/1 ~ 81 '-I )'1 L FE-r411 fJ I 'I-I ry fLIShrt-1) APPROVED BY ~LV AIG IS. >F-Ef~ (_ lf-'1-, c.. .t 14-f~. • PROFESS I 0 NAL ENGINEERS SEAL ' ORIGINAL COPIES PLACED IN MAIN Fll.E ON ClOSURE OF PROJECT ~2 BY DATE 3 I JeP ;fl3 TOTAL No. OF SHEETS , :26 lJ /_f.Gt5't'(L - 10.04.01 For111 148 A ~,· (Vtft ---- SUSITNA FEASIB'ILITY REPORT 10.0 -WATANA DEVELOPMENT 10.1 -Site Geology- foundation P~rmeability DRAFT P5700.05 NB:adh 12/21/81 Details of water pressure tests and rock permeability are! presented and discussed in Task S Geotechnical Report. The permeability of the rock within the dam site a·rt:a ranges between 1 ((. 10-4 em/sec and 1 Jl. 10-6 em/sec. The permeab·tl ;ty of the rock decreases with depth, see Fig. ----As would be expected, higher permeabilities are found near the surface· and in highly fractured and sheared areas. f The average permeability..t.,calculated from 12 boreholes show~an approximate linear variation with depth. In the upper 200 feet of rock average permeabi 1 iti es are greater than 1 'J{ 10-4 em/sec. Seepage Under the Dam Based on results of water pressure tests, calculations were carried out to assess the possible seepage th~·ough the foundation rock. A flow net was developed assuming that the rock is of uniform permeability, down to an impervious layer at 2500 feet depth~ i~perviou&, the dam shells are free draining;and the dam core and the consolidation grouting zone under the core and filters are impervious. ,_,.......,,-...........,.,.,.-..-. -'4'4f."'"-..,_..,_.,....,.__....,,......,...,,._..~,,,.....,._ _ _._. .......... ,~_."""'"'_,._k""'.,.. . ..,..,,_,,,...,,_,,:-""~"--"'~-..'<••-.-...,,.._,._,.... __ ....,~-... """""'""-."""->-~•~~~--><'<••~,_,.~,~-·"''.,..,"'"""'-~~·-"-'-V•.._, \• This analysis gave the following results for the range of rock permeabil iti es: Rock Permeabilitx 1 1-10 ... 6 em/sec 1 'f. 10-5 em/sec lJ< 10-4 em/sec Total Seepage O.Q4.ft 3/sec 0.43 ft 3/sec 4.36 ft 3/sec The results from the water pressure tests i ndi c.ate an average rock perr~:eability between 1 'J( 10-S em/sec and lj('l0-4cm/sec and thus, without treatment of the foundation, see~~age could be / of the order of 4 ft 3;sec. - 2 While this flow is not a significant amount in terms of water loss from the reservoir, it could give rise to piping of fine material along shear zones, tend to cause .instability of the rock slopes downstream of the dam, and give rise to seepage into the power house area, and is therefore unacceptable~ The seepage rate may be reduced by increasing the length of the seepage path or reducing the permeability of the rock. The seepage.path may be increased by an upstream blanket of impervious materia 1 but the stabi 1 i ty of the materia 1 cou'i d not be assured on the steep valley slopest.the blanket would also increase the length of the diversion tunnels and reguire tunnelling through very difficult ground. ____....._._ ..... -..... . . , .... 3 A grout curtain increases the seepage path length under the dam depressing the flow path away from the higher permeability rock which ~t; ~near the. surface. Therefore, grouting, in conjunction with a comprehensive drainage system was arl~pted to control seepage through the dam foundation. Flow net 2 shows the effect of a 350-ft deep grout curtain on seepage under the dam. For an average rock permeability of 1 )I( 10-5 em/sec " 4 '2. '(-4;'(&~-f c:... the total seepage •mder the dam is 0.3 ft.)/sec, a reduction of the 1\ volume of seepage in the case without grouting. For grouting alone to have a substantial effect on seepage the permeability of the grouted zone must be practically zero, as assumed in the above calculation (ref Casagrande Volume Embankment Dam Engineering, pg 32-33) Since grouting can never be this effective it is necessary to provide drainage in conjunction with grouting to ensure adequate S8epage control. The depth of grout curtain is something for which there is no generally recongized rule or design method (ref Casagrande Volume). The average rock permeability decreases significantly around 200 feet depth. A positive cut off 350-feet deep as assumed in flow net analysis, increases the potential flow path by a factor of 1.7, decreasing the average hydraulic gradient from about 0.9 to 0.5. , - 4 r"" ~di urn height dam, a rule used by the COE (ref ) is for the depth of grout curtain to be 0.7 multiplied by the hydraulic head at a particular location on the foundation. ~~~f,., . ~~the large dam at Watana would give a 560-ft deep grout A curtain at the deepest poin~, which is considered excessive for the type of rock foundation existing at Watana. For the preliminary design, therefore~ a maximum depth of grout curtain of 350 feet has been adoptPd. The minimum grout curtain depth is 50 feet, which is controlled mainly by the depth of weathering and fracturing in the upper abutments. At the intermediate locations the COE rule of 0.7 multiplied by the hydraulic head has been used to determine the depth of the grout curtain. The major shear zone in the left abutment is an arep of high permeability, B H t ~..J ~ '-' Jl. .,)..._. r--) ~the artesian water pressure observed in J(J-12 indicates that continuous seepage paths exist along the shear zone. Since this shear zone intersects the reservoir area i(was decided to maintain the grout curtain at 200 f~~t depth in this area. The general trend of major shear zones which are the major potential seepage zones are at an angle of 45° to the dam axis. ~ ·-·----r---··· -- In order to assess the magnitude of seepage which could possibly occur in these zones the amount of seepage was calculated assuming a zone 50-feet \1$i de with the maximum head of water acting at the surface of the shear. , - 5 Measured penneabilities in shear z.unes ar~e generally in the order of 1 ~ 10-4cm/sec. However, these field measurements were at the limit of the measuring equipm;nt and therefore actual permeabilities may be somewhat higher. It is assumed for this worse case. analysis that after treatment by gr~lUting the permeability of the shear zone would be 1 )( 10-4cm/sec. This gives a seepage volume through the zone of 0.10 ft 3Jsec which can be easily controlled by the drainage system provided. Flow nets 3 and 4 show the effect of drainage on the dam foundation. The uplift pressures and hydr.aulic gradient on the core foundation are considerably reduced. I I i I I I I "' '·~ EL. 2215 1 SHELL ______ . ______ \_ ____ _ ASSUMED IMPERVIOUS LAYER WATANA DAM SEEPAGE FLOW NET 2 ' 0 500 1000 SCALE I ;; EF. 1 11 = 500 1 FIGURE I ,, r:; ~ I -- SHELL 5 EI. . . J ------------------------- WATANA DAM SEEPAGE FLOW NET ····' ~. ' ., ASSUMED IMPERVIOUS LAYER 0 500 1000 SCALE .~QY··· --, 1"=500 1 ---- FIGURE __ ,_,. _____ ,_~---·-~~~-- EL. 2215' --=- SHELL SHELL ASSUMED IMPERVIOUS LAYER WATANA DAM SEEPAGE FLOW NET 3 PRESSURE D!STRIBTION ON BASE OF CONCftEJE C...01ttS.. QOJJ -~I ' __._ Dl$TANCE FROM U/S EDGE OF~· (D-tfi .-J 0 500 1000 SCALE f 9 Ud 111= 500' FIGURE ------------------ ·~--. ~ .. -~, EL.2215 1 WATANA DAM SEEPAGE FLOW NET 4 ASSUMED IMPERVIOUS LAYER 100'% PRESSURE DISTRIBUTION - ON BASE OF \~ C-0~ 0 ~---~----------.......... DJSTA NCE FROM U/S EDGE OF ,e..o.NC". Ccite.. , ' .. , . , 0 500 1000 . SCALE (':: 500' FIGURE ~------------------------------~------------------~~---~-----~--------~--~ JOB NUMBER r' ;) o.:; . 0 0 FILE NUMBER Calculations ------:-"------ OF 1l/- OATE_f7_,_1 c-+l }:?;....;..!, I SUBJECT: 5C..'~ 7TfVrt J-1'7 i)r:..) 8't..~Tl"<-t c: f.,.lj144' A-tv n j) f+'f1 SHE~T t BY 1[/,4-..tL( APP DATE Fl C/),J ~ j. A /l;(.VYn r ~ c ~ . t) s ~ --t'v\~ Nv ':~ (; C.h ··wf. L It;.-... .. (}; .. / SUBJECT: FILE NUMBER---~-- SH~ET 1-OF_I_-'-'f_ BY A/A((). DATE_-_ Calculations JOB NUMBER APP DATE ~"J.< C/O..~Jc .. .6.cl. r4~ .. ..qf~ ~-pl~~ -a...rt. ~ /)~ ~v( ~ ... ~,.J.,.,( .ire A.<-n ..J.;t~" ~ ~ ~~.., ~ 1 ~ tia,,... . /-lc~ -T~ dt.A~ . a~~ ~"'~ 1 ~ikv ~b,i,!~.e~. ~~(;..... fL. ~' 8 H 2 ~ 'J... t c:.. W ~L.-.~ \;, {~ f:i:J !}-I 1-1 o ~r crr"'J~ . .-.}'-<4'""/ 'J)t-r..... ....., ::~, i '-";:; .:l....e. ;~1 IL. ;~-v f ~Z, ~~~ /~It .., •• l:• (9. '= .5. ·? ~ /{) ~ 7bD 'f /? \ -- ( ,-L.. '(. 11 l ,. .·,i -....._i.,_':... .• ...., . ) I --- /c) I' ,'l '-\ ::. 1.,. 1 o-~l.~,y'J.«. · =-3 2 )': i o-~ PrJ ':X< jl 3) 'l /'l-.C .. { . \, FILE NUMBER__... ____ _ SHEET-.:.3...:;..,_--OF I if BY 11{!(11 DATE __ APP DATe JOB NUMBER \!alcuiations · A~IR SUBJECT: I c21s ·-ilf.J"r -- n 2/S t CQ = k.lt Nr--N t{ ~~-'~ }( -::::. u-1f I t1 v,.,.J ·1 tt~b."/j~ ft!~.ee. h -/;;~1 ~'"nt-<117\o( )..,~ ~.t~ (ft) fv' ' rv...~ {'<--1 ;:{pw tJc~~ t-- l f,..)({ =-~t~4 I ~Md r6~;~r ~ c~ ·-r~l--r[ 'Jbr--s/. 1-r: ;/1~ ...---;.:! ;-.j. I l . ·-I \.I.'"""" .-~-~ . h-)t..t: 1 i • ·") A.' cl !L) ...... 0:, \; ·\ ~ '-;; ~ ~~ ·-337-I o .. , 'f. 7 6 D ·< S' -(). ODC>2.0bft I~ r-t¥ fr LI~R f dtt.'Jrl, . --ID ... > w c:: f N , . LO .R' ... d z : . cQ I ··i P/~ ~!1 ~~ I/ -:::. lb 'f-)0 '{. 7 b L1 vf = () ·OOD097 u~}L ;.. -/D &1 .; () f 00002CJ .~ (u.. ... 0'3).,./D ¥ 7 6 C' 'f 7 r-/4 ~~It I cU~J~ . ~l\ =--""' -/() :E a: 0 u. JOB NUMBER P S7oo ~ 0 f-_ Calculations FILE NUMBER SHEET lin OF I '+'c- BY J1/ . DATE SUBJECT: \. APP DATE j A""n/f .. VV\V: 1000 . .&~It 1-tlPA"-'-~~ rL .. ~· ' CQ, -= O·lof, ~)I~ (Q'L -o· oq·1 ft/~ 6.) = 0·010 jt}:Uc. A/y;~· ·~ ..... h Soo. J-cr -,.,,1.~ )<.<...C... ~. -7 "\ b.v e-;. iOOu .' cQ, 0 t I 3. ff/~ 3·:J.,.fv -i' 0' 00013 = = "~-.)<)O't ---I \j IC l I '. (,t ':' Lf2 0 (:. t.l. ~ II I L t to ....,, "' £' (! · C'l.;C·o6,5 i () :; ...;.. > z...-..... f. , .... =" • _,. J I ..t...G.! ·-I...,-. ' ·~1 " ~ /1 ; . ' O·S'3o~lc: j·:tl) '"-~-[)QOt)f$ tl,;_'1 c I f. /~ ~) D = (... .... f .... • ;:,. . -/P r.r ,.. .... I . ' 7 ,.., D . c C(.:C: ;~ !x s t t.. y ,b;.. ) " -..:... j -;:; r.-::::-\ ~ /C: t..... t::::;:. t·O"t'C -J I \ eX_,_ i. t~ '(, /0 •. 7 7. 'f.lcro.,..r 0· 0 OoD 2.(, -.:. (o (!)· oooo 0 5 .... > iJJ a: (" I i N LO -;!''' ... 0 z ::; a: 0 u. tQ, (j . 43 6 ·~1/U<. . f ~b./,~ -S" -:: [f-lO ~~ ~"}.. 0·2c7. ff1/l.U( -I -'· ~;~of..< ..... :> 1' 0 lX') 0. b'f3 /1/~' _, 01--.... ;~. "' 1~ /0 JQB NUMBER fS ~ • t.rl- Calculations FILE NUMBER A~IU SHEET ""' OF l&.f ,, SUBJECT: ---> BY _A/ Atf8. DATE \. APP DATE -· J-ltv.:r Nul-2 -J~~~t~ ~l:=M ~- "?. i ~00 ~~ ft_; ~f~ ~. ~~4hk. kt ~~ i....J'A .rv':"...,J :...... r~ ~;/ 1S N~-::. 1 l . i '3 · 3 ·'i' I o ..., 7 G. c " . -· r ..,. I -. 1' ,.-~. :;:. v t".> ,i ·". v J, .• c::;... .. II {i _,, .. 3 1 ..f/0 -.,( £oo v.l ' -II ,. ~! .. .. \J . ' ' .., ..., -;. ... ' -~ ~ ' ' ). \ . ' ' .., ; ............... - .- :> IJJ a: f"' N It) "" ... ci ~ ~ I a: 0 u. I' ' I • -:> w a: " N ~ . ..,./,, ,.. 0 z ::! a: 0 u. Calculations BIR SUBJECT: ..,t Q,_ -::: 3·3-f/D ''~'>ero~!. {0 6 · Oo 1'3 J·t'j~ JOB NUMBER FILE NUMBER----~ SHEET~.:;::...~--OF /'t:' BY !VJMD DATE __ APP DATE = /o ftY~ 4 ; 3b iPt y.Jc( • Calcu!ations JOB NUMBER P> 7AJ, . 0 " Fl LE NUMBER~,·---....----:-- SHE!:T J OF /'-f BY_ Jt/4td DATE _ ___,. ,AIIR SUBJECT: APP DATE_ u--'~ h .::' ~(A·w 1· ~h)11'/;., t<)~ h .:: -r-n.,) ~IN\""t ~ ~. (I . N~ : 10~~1 ~ ~~ i ~).(_ -o~ . .(M... 1 ~ rf~lhf ~ . -.. ' ,l ~,_<'' '!'"' . > w a: N ll) ... 0 z :E. a: 0 u. .. r-o'...-,' Calculations A~IR SUBJECT: - h, ::' l "!-i c .. -~ ( ~ J~ 3·3 -s f+Ju< !::. ..,. /0 --) h., ~ J~ iD C:."'tr.J~. -'? 11/~ -1·1 ·f. I o ~ ' ; . ) h I I -.,_ <'\ -=-i I c c.-.....)~ :::-.)' ~ "::;. 7 (. ,.1 ~ • $ · ~It if J~. "' \.~ "' .,.. ~i :-3· J -r I o 'r" I /;,v "'-.i /I; "? ... • .. "" ..... ,, ':-..) . ) '"" I c ... I b (.~ "-.\--{c; .. 1 .""' c '-(/{; Ji~ IQCC ~i -....... . -0 . ('! c..' 2.. 0 D L-< - {_ ~ /t:f'C l (t. . ., ) J. .. c:. .tJC r ·-... ... ~ ., , .. t C' :.."' ("\ i] t . .. A ;. ....... ;,...,, !<. ""' ·-... / ,~ r "'; 'J I '~~ . • , ' ("' .. ,, ~·I .. J ) C'· CC( J.; .... ( , .. ... ,) .. "' ~ ·-· ,, I·'; n.J ~~ -%.. . :;; -, •>j..l :) s .. ' ,., .... . Jl ., .) ) ·~ -=. v 'I. .... - lt...' ~1 a t-, -.: 2 ac 0 0 !) 0 0 (j r'J f~'l-..l I I l"lA. ' ,") . . ) J-1 I o occ o r;:.:s ... ) I lif .. { .. ~. ) v: IV v rr>-c ~ }' z:. ·-(,: JOB NUMBER P'1 .?1) .. ot. FILE NUMBER - SHEET ) OF___,..,I'f BY )/Mn DATE APP DATE jf •J ;~ ~ t ~ ){ l ~ .. "lri\ /1 )'-'4 r· Ji l.v~ ]{ '!d·o .. ~. Calculations SUBJECT: , I '-... ... c.~ ._ ('C Z;;c<... . ..,. 1.-c.:'"'---c· .;.. 2 Ci: t.: C('lJ:;L' ·., tee:·..,; I· 3~ c. c c co~·? 2.<~·~ y .. I· o.t, - .. -..., '. ~ -...... .... C-c,l *~ c ·o-;... 3 ·~ c.\ Lc.. ~ <..' 11 ::-c. to -----c 1'--J Jf ~-'-{ . . . 1 . • . ' to-2.. 0 ./" 0 _,.. / /' I ' ' )op l I ~ I ---"""' ) / I ~ ' "'j:"' 2.oo r '- ' r jJ) I w 3oo~ iL. '-. ..... ...... f-j Q_ I' .. ,.._ ..... -·~ I · .... ~ r tJ) C1 r-~ 1 I \U too~ j f £ I i If:! ~ c! !- I ~ f cCl : I . I J See,:- I <! ' ' u ! / ;. -i ~ • ~ I I > ! ! ' "Oo - ?co ~00 1 . • "'-\ 0 \ t " ~ ~ \ 0 \ 0 \ l0 t ··1- ~. '• "· 0 ' 1" 0 0 II ' 0 -' I J I t I \0 \ t \ ~ 1 • ~.:.~ 'l I ·• ., \ I l/ .\ \ \ \. 0 \- ' ......__ / I '\..... ' / '1 \ t l"f-:--M I NJ MIJM I --~ ,. I I .t, -, I I ~ I f' ) \ ' I " --......... )t / ./ / /' / I ,. lO &:.t.[) t1\ : &If -1 -B!-1-'t) ~1-1-c;, 1 Bl-l -<~'1 Bl+-rz,) D ~~ -1 J DH -3 1 L..--.-----· . [')::..\l.:~-J-..-~H-..:-.l .. -D .rL:LL.! _______________ __..~ Calculations SUBJECT: Sa .. ri(Vft t....r ~'Tl~ A D )41~ /-LO'v..~ lv 2.:'1 J , UJ t::' a v .... > w a: ·~} '"" JOB NUMBER f(-z;t:JfJ. 0 ~ FILE NUMBER ______ _ P/C..I-~1 SHEET M OF I '1 BY ~T/! DATE __ _ APP DATE I ------1 Calculations SUBJECT: .... -N"' .'u"''' 11 KY.hRcec..C:clrttL \ .. \i If~ fl })P,-t~ Ft-ow ;.;2/ 2 I ../ ..s I Ill I ~ ~ -> w a: t N 1.0 ..---~ 0 z ~ a: \ 0 u. JOB NUMBER P~"'ZA>f> . 0'1. FILE NUMBER SHEET l 1.---0-F--:/-'-f:-- BY Vlfm _DATE -- APP DATE ~ -+-: r\ ::-.,J ~ \' f ~ r h \I ----... .z <. \;\ I I I iS'-1 Q c. .... --. I ~ 1 J I f Calculations SUBJECT: Sc..H'1IA1fl kVbfU ff'-Gc.l'Y(tc. Pt:.o;Ec.:l \,V4~A-h~..., 16-t~A-UE. fU:ov T C ~ tt ii4!}.) A) D 't> ~ JJA--c-1£ . 1 -Q { JOB NUMBER p)-z. P~· 01. FILE NUMBER _____ _ SHEET l~ BY Jt/fHit APP (JF /'-(: DATE. __ DATE Calcutatior1s SUBJECT: J 1vJ ;1ft/~ W~ DAil"'-7 JOB NUMBER f 'S/,Du • 0 (, FILE NUMBER _____ _ SH.EET ~ BY AJkffl . OF /4:: DATE __ _ tu!..o t/) c.v ~"'n4 nv tv rn-1 ~b(( ,q ;,v ~z C;ftAAZ..ey APP DATE SHELL WATANA DAM SEEPAGE FLOW NET ASSUMED IMPERVIOUS LAYER 0 500 1000 SCALE p7 -I 1":: 500' ~ ~ .... . . .._ . .: ~ .•. ·-::..., ,..~ -· '~-' ... ~ .. . ---~·-~--~·~· -·-----~ ,, SHELL ASSUMED IMPERVIOUS LAYER "' WATANA DAM SEEPAGE FLOW NET 2 0 500 1000 SCALE !'1=500' FIGURE [i] ~ -----·----------------------------·-----------------·-------------------------, EL. 2215' SHELL SHELL ASSUMED IMPERVIOUS LAYER WATANA DAM SEEPAGE FLOW NET 3 100% PRESSURE DISTRIBTION ON BASE OF CONCRETE Oo/:~-------------------------~ __....DISTANCE FROM U/S EDGE OF CONC. ---J 0 500 1000 -.:--, II I SCALE 1 y~ I = 500 FIGURE 100°/o PRESSURE DISTRIBUTION ON BASE OF CONCRETE 0 --------~----___ l _____ · __ ----------- WATANA DAM SEEPAGE FLOW NET 4 -~·-~-...... ·-~·~~-·-----......--~--!"--~........_.,.._..._..,...., __ _....,..,'"•--"-----~.-..~-.. ~-----~~-:'" .. -.--_r--.... :..:': ASSUMED IMPERVIOUS LAYER -+-DfSTA NCE FROM U/S EDGE OF CONC. 0 500 1000 SCALE ('= 500' ' .,, -- I ,...... Design Calculation Cover Sheet PROJECT No. f S71.JO · 0&. ~~~~ FILE No. P$'7 oo. ''t-. of,, o't ~·-~ '. SERIAL. No. D038 I PROJECT TITLE gu5,Dtll HVhb eL JSc..-7t~.tc. f't."J""aa ~ frL 4:! tr1t {J() /;.J 6-tt. A-'z,~oll.,, rz .. DEPARTMENT (}5o "7 fi::c,At.f IJI c..14 c.. fluFP~ CALCULATIONS FOR: w 4--"'nh\1 ~ VAib&1L ~UIJ~ .r-; (tv c... T U'(. iS. S\1fPot'Ctl ~ i I I j ORI Gl NAl. BY !f-!L.J3 DATE 13 IV7f'V I[:) 7- CHECKED BY DATE I I .. REV No BY DATE CHECKED DATE / I I I I I I I -I I I I I j I I , I I I I I I / I .... ~ I . I i I . APPROVED BY ' PROFESSIONAL ENGINEERS SEAL ' ORIGINAL COPIES PLACED !N MAIN FILE ~N CLOSURe OF PROJECT -~:> BY DATE L/ ~tJ / &3 "" . =--. ~"":' ·:r..,~ C> ~ ,,-.) Cci -r , TOTAL No. OF SHEETS _ . s 0.04.01 For"' 141 A <t co '<:t -E .... 0 1L .... 0 g d tO • {(.&'!:>_ Cf~-(ttt> <jo -'t S. l~-1o 5u·7~ l~-So 6-1..5 Calculations SUBJECT: .a_-.-. 'A yl..-1 n..., TVIJJJEL RoU< s II PP~fltt % .h~~~~ ~ IJ~ ~-P~~~ ~. JOB NUMBER (J 5'7C"f) • 0 f.c. FILE NUMBER ______ _ I SHEET OF ___ _ BY 1(/f}$ DATEJ3,T...._ 92. APP ~ATE • I T c.:J ..eo.-I ~.t. i I I-. ~ll1~. Q, 4o 1 lt:J C-,.,.J;.JM...J. '3s-' s~ (""' """~ 17 1 .r.h, 2.1'4~-W 1 Jr.$ t ~d:J.J hi~ ~: t) (H..._) J...,~ S:~ r 1.1' ( ~ 1. ... ) 1"7~ C..,~ J,._t..-.1, ~ ~ /3 1 fc.r,_ ) "'sl! ~Itt f pjlt 2. q 4? N .. S.~ No 1'>~. No ~~ JS lb 3 g M•~........., .,,_...... .. C..,~ /....:...J. ~.t;;:; r 2.4-(J•L,I lo 4-' AJ 0 r).'ll'= ll 2.~ ~~M~~ (} bo IJ. ~ lu' ,~h;,_} ~H.) 2.1 7 ., . ~., fSc.i'\.1 s-' o-~ + 2'' ,.,kt~ ~ SrJ b..i~ ~ II I ·L 1 'l. 1~ (6o-{.t.. ~ ' u ...... ~ -l'l'l nM~ ~. B.Ml.. t' ~ ~;;.,_ ~. er.-L JN..J 'I 8}-'\' . \.. s tuJ ,.,.J_, -P.-lh 3 I ec---1;;...._ " -t 'bll .. 'hrl~ ~-.1 ~ '7 :_" t-J. I?~ s~ M-tJ..'l. " r,:,i' (S.,U; s' ~k +'l." "~~ s~ t..-~t~ ~. (3c-IJ;; 3 I tJ+. ~ +2"' ..,).]}~ ~ (w/A b I u,..,_ iM. t.....JJ, ~~-~ 6tk. eq,~J,.,..d t err ib~ 3 1 r~~ + b If "~ )..J} c...rde. c~ ..,_.( ~ '~ }J'OJ /}~ }J. ·'}~ /Jo,.,~ L tt &-f1;, 3 I UA t...., z~ ,.,k..rf~ ~ ..... s. 1b "" Ba-tt. '?.I u,.,. ~ '3' ... ')J}~ ~ +.....,JJ..., ,-.. 11::( (1:;-1 - t-M /I..Jo'l~ IJIJ "'-n--f NoA0· } fb~·t ::-' ~ + 2. .. ,. .. : 4 ,.....1:. ~ ~0~ . ....JJ... /!:;o-1).; >' ~ 4-'2' ..,)J}~ ~ R:.~ b' e&..k ~ ~ t-J n.J.. Cv-1 ~ ,/,v.,.,.( IV Jb,y{); 3 l ~ £;v_, + (:,11 /.llA~. ~ ..-o-.J ..,.JJ.. • ~ a: ~ ... c.i z :2: c:: 0 u. ~ ' • > ,.. •• _· .. :.~ .. ,;~---/' ... -~ ,.~·} ... ~.: <:: ,(: #- [iJ Calculations SUBJECT: $t>SJ•uA (...)A--~A Cttou I i ,.n:; uj l f D t...J &. 1-( o u.n:::. jj v "b ~J t) ~ .l ~ ? ~ ·~ -~ I -i~ i l ~-1 t-~ --t :r: fit. ~ /·· .• ~. Q "' -\1\ / ~ ~ JOB NUMBER~'? tTo • 06. FILE NUMBER ___ ~--- SHEET OF BY 4//hflJ DP..TE?..'/') 9 APP DATE ~ -1../) ' \,!) 'U ' % r-- -1.: \n ~ ~ ltV) j-? ~ ~ Q ~~ _s_J. ~ < -'j ~ L1 ·, -J-~ 1[ s i ..u (' I= '1~ t1 ..a~ l ... } > LLl l a: I N 10 ... ci z I, ~ t u. ! j l • Calculatir'-i, -,5 SUBJECT: 9.;1'-t"l~ A-. bGV)L t~y(JtJ ~ p 0'"1() it. A k o v ~ IE.. ~~. ~ 4.-U; It I J.;.(M,., H;1~ Yi J.J. w~n ~~. {~ ~- JOB NUMBER~.'5"7(J!.) i 0 b FILE NUMBER ______ _ SHEET ; OF J BY /IC~ DA-:;;;-;;./J-.f; ' A?P DATE ,ThJ. f/ t;.TM 1J 72-'L-i5. -+--' (),~~ 0 ~(:, ::: 2J·fc kt~..t ei~i~ ,~ ... ~ .. ~ ) ~ l.rv-J. (~ '~ k--J Yo 't. ·~ . ) -:lt=ltr 1..,.,, Ol"''~ ... l J 'lv-" ~·~ ~"-. ~ &o -..~ . ~ ~ t,.. .)..~ ~ ~ ~ J.Ae.. ;')~ ,P--.! -.--~--~ 1 ~LA.. ~-/ ~ • --o·---- ,_, -~~ -.... _. ·~'•·'"'-•~"···-• •· .,,-.,.~_.,,..~, ~·-.'.>~ t ... ,,_..,,_, ;._+ ,;,~,.._,-• -~-.__•..<< ,.,.~>·,~ •n~.:.,.,.,.~ .. ,·• '':, • ..,., ,._,,_.,;_ ~ _·:_,:.;_";"·;,,,,,,.,.~, '"-'"·'~'-"'' ..,-•.J,-:.';;.."!"_./~~:'-.:!"-"-"'~~.±.i.-_"'"' "~•.•~."-"'..,....:...U:.~'__...,~•.!.l">-'_~.-,-~__::___.t._;,.,,,~ • .O~""!I·~~£ .. -·~----l'b,; ys • v~ c:-H L... • J':'r •=-( d -. . ~ J , __ <C«;Jif:'iCR!EYle RfELiN!O!!-CHN_C. ': .. ~~ I ~ .. ~·: ·.···s;t:~~;f.:f;. 7 ~ r;:; p r ~!i ~ i) H El R r H iE . , .. ~. ~. ~ • •• • .. · .• ··~..:' !·~--:. . .:::,/ ta l-lat .-a. llli·~ ~ ::I \SJ . • ... P'··· ·" ~ , t ~~iff-;f.~~:f,{~2a-.::NORTJi LA SAllE STREET, CHICAGO£ lllH~OIS 60601 . ·: ~'(;;-~ .~ ... -, . . ~ . .A5TAA·:§7ANDARID ·REHN!FORCHNC· rBARS ~ ~ !8~ SlZE . WJ:lG.HT j NOMINAL DJ~ENSIONS ~ROUND S~CTJONS ; . • t)ISlGNA'iiON POUNtJS • -· OIAMETEit C~OSS SECTIONAL PE~I).IETER -. k ·. · . nR FOOT' INCHES ..&.REA.-SO. INCHES INCHES' J ··: .·· ':ff'J.. . ~161-_.B:£5@ .. J_35 ·.i36 . . . -I .. ::ffg : _., ·=376 .375 .• 11 11.178 · -#~4--' ,-, .6sg : ·-~soo-· · .,2® 1~571- • I 1-$ t # ; ·< ~ lli! i! "-? ~ ? ;c;' . . ":ill· . 1 a] j~ ~ : . C:i · -s\U# u~ a\W~~. ~~~ -~~~ l u .!.L tr.:· · · ~ · rJ-ail tr.l 7-n ·: 'Jj R ~ ~ r e . ~ . jt UJ·' . . . lu:) qj L · Ill ~ q,t( '· ·~~'7~~ "·~~~ ;» tr.J . ~~ j'' --#.l· ·.: · 2.®44 I _gus · JO@ -2J7 __ 49 1 ·I .# s .·_ 2.670 I1JWO .79."• 3:142· . : · # il"' I· ? fj o! ~o· ~ 1 ~ (0 · ·" UJ< ~o~ 3· 54 n · : · · ;:j ? -· M : /.r-.. !i , · . } ~ · -~ '!Q a l.l -a ,g..,. ~ ~ a 1'1 • aJ I ·i #H1 . tt303 11.270 1.21 3.990. ":;-~~ ~.... ' .... , :.f--• ;-, ~ ~~~1 Mill ~13 H n1o 1 ~ s--ll. 113~· · ...... ..;..z., .. ·•• •• i!' ,; !'.. '" ; ( :.-il ~-. f ~ !2 ~ ~ • ·.!... -3 · 1 • .:... !:1 • tG u ,. .n'rl . ~r ~ i11 pl .. ia rou~s -lf. 7lt.,., ~ .. igl.b J. • ..., hHft ~PP'""~ tluougll U. S. D. pl. of Cornm'H'n Sirnplili.J Ptaclice ~•urnrn .... d•lioll :u. j . ~ : (. \., AS131f! BAR SiZ:: ~:Z.SJG.N.A1'JON , ~ * *il£ 1.!. • ··-1«as 71::., b ~ i.ARGJE· RIEB!t.a!FORCaNc BARS 'NE1GHT NOMINAL DIM:!NSIONS-ROUND SECTlONS i'OUNDS DIAMETER. CROSS SECTIONAL PERIMETER PeR FOOT INCHES AREA -SQ. INCHES INCHES d:r.>r -~::3 1L®93 ,,~ .,,.,. .... 0 ~ 3~ ,;f ;:>;,. -. . J13 .. ~© ")?57 ~---· 11 ®D .. :2'" d . .'i19 S::.u ::145 And :!J4S .,,. l.1t9• b .. u c;•~>•t•llt not couied in r~·gul .. r siocl. Ti:rn:t ti:.n .:.:~.aibbla by fFtJn9•menl .. it:. l'"'" Sllppiier. . . ·. ."!. rtDr.. • (~ .... , 0 'I 1'\. '-I ..._. ~ ::: .::-~ :. D ~ f-. 1- \ ~ :: I , • "-\ ... • r ' ... ,., "... ;. ~~'". .. .,. .._., .. ' ... ,.., 0 ~ ~ .~~~ ::...=<· ~-;;:~~-' • :.:'1-"~:: ... ~-.:r;.· :-·· .. -""4 :.:.(.._.L~t .. ~t;.~;~~~~: -. ·~r.:P . " • • :,= .lj '·.J.t } .ti . -il =~ ~t I . . . ~,· •. • •'•j' . ' . . . ·"' ,.•J 3 -~ .. ?t .. •I t' ·;: }i .. , . t, .... ,.. ·~:· •f F .f . i Q ~ . ! i • !. r i 3 i il t -! )J !I ~ . ·;; ;. z " I' t I. l 1 ' t : I 1 f i J l I I '. " r i :I ·! .. ~I !J :! q it :~ .. ~t > w 0:: N It) -ci z ~ 0:: 0 u. JOB NUMBER ____________ __ FILE NUMBEi'! ______ _ SHEET OF BY DATE __ _ • Calculations SUBJECT: APP DATE B~ LJ s>opoo pv.~. Stc.J y;d.J ..,~ bo, ~ rv--Jt/~~· w~ -?~ 0•7 )( 6o} ~ 111: 'r 1_ I ~ .,.,.,.._.; ;,._, ~ ~~ I H j.;,~~. O·b ;;;: /·'i() . '-,.......... j.)'J d.;c., etJ d;-/do~-I ~ "-.... Yhl cl..;..,. ,, b"' b. A II Vi A 71";. • 7 S tg{·6·~) • "'~"' ............. ~-r 1 \ s "....._; __,. s'--~ '--........ -a ..., 1 .....__, ! d ~ -'-0 l\ ~ ~~ -&: J rr~ 0:... r----1 .:; I ~ ill 1~ '0' 1~1 ....!i 1 "--' --1:f -0 A -~ .::t .:r -.... r~ { t>.o"-lN -§ ~ ·.x ~ ~ ~ 11 11 ~ L L~L -- {:' -:.n lJ\ ....., ....0 ~ ·I ~~ ) ~ ~ f ~ :1~ 1 jJ J:3 <'-'lC""lC'"\ ~ i {~~ _J 1 I11 ~ ~ . ~ i ol j £1~ J -~ ~ ¥ I..J ~ \1) £1 SJ ,.....-.....,., ? _......._ =!";' ::::£ ~'.i' ..... ~ ·~ -~j ;l ~ ~ 5--./ ::.:., -.) ~ i1 ..d 11 .... (" ·s -\...., '-0 ::::::!: -~ -~ ~ ~1 :t1 ~ 1:1 Ji~ \: 1 ~ f=3 J~ ·,+ 1 <, -:s <:...) 3 + -'-.!) ~ vav ~ wJo;:~ ww·oo ,lOB NUMBER. __ _... ___ _ FILE NUMBER_,_-..-___ _ Calculations SUBJECT: SHEET~ _ __,__,__ OF __ _ BY DATE ---" L====---~~::..:_f'f~~~· _:_: ______________ L,A~PP~========:...D_A_T...:E==::::==-.1 I lf-7.-. Calculations A~IU -~~' SUBJECT: i; W rl·:T~ 1"\ (?6wiUf kovsE ,,.,...,_ "-· ~tN1· ~ 1}--~ ~ ,., ~.-"~ ~ &,.._,!; c..-·( ....u-,· ~ h:... .v.-: N, ~ I~' ~ ~~l' •b4.1Jb -p,.., heJ ~ ~~ /2·8 b~ rr 1 ~ ~~~. JOB NUMBER FILE NUMBER SHEET BY APP t j ~~ I ,(> l OF DATE DATE ~ I 1 .... > w a: 0 z :E a: 0 u. Calculations SUBJECT: WA~~ JOB NUMBER _____ _ FILE NUMBER _____ _ SHEET __ ...__ OF __ _ BY JY"/1-J1 DATE tn..._J? APP DATE '----> () fl.4.E. t h IIWi 6 ~·~ ~~ l l , ji!D f ~---·- > w a: ,. t£. C\1 U') ,.... ,. 0 z ~ a: 0 u. Calculations SUB-IECT: $v$ 1 '"-'A. J.vl'TI~~ rt:>VrJC>tC}-")LOV cQVI"n.J"T IT IES' ·~. I t I 0 ..,c I o I I •• o-0 . I,.!!... 8~j~ ~·}JA.,{ 1nrl;L SM-~ A~~~ 1.0 ~ If ~.~ ~ ~ -~. 2 ,, u..-' ~ IMt.T\ . 5+-t.vC ~l., sot, 1 ~~ ~Uv 4 11 ~1 "f{f.. ~~~ ...,uh0-. /v-c.-J ~. JOB NUMBER 57 0'-.:> 0 S FILE. NUMBER _ __,___ __ _ SHEET ___.L~=--OF~ BY /Y'ff27J DATE.~I5t12{rl.l. APP DATE _ fvtrft 2 ~ ~ ~ =,soo'd 4: of{l ~ 1 ~ ~~ rAJ.l.tJ-~ t....t ~ ~ Nor .., ~ ~ ~k"' 5'"'f?vY c._e ~1.!_ A J~ . (;L:;:;_) 3}J ~. A-·1~ rLr~) ~'"{ ~. ~ Calculations I I ., o -o 6 )oAL; ~ ']/ ~}L1 ~4. ~r"~ ~R 1--'j)v0tr 4Ji!J. ~ r;; /, If ~ tL 1 '? 4-'" . JOB NUMBER ------------FILE NUMBER. __________ _ SHEET L OF 7 BY----DATE __ APP DATE s~M ~ &r.MrL /}~ ..d.J~f-~ M:v<.t ,., ~ 1t. fl~ Tu,.-~ ~. r rvA;..,.A k ~ ~ r~~~ ~~ ~ k-tt. ~ ~~ ~. 6'-f.~f-1~ ~c.Ll.J ~ ~ ;~. 1:;. ·~ _, ~'· -> w a: N LO -d z :: a: 0 u.. A~IR R. &J~ q( -{O" ~1)-C,S". if~ S"~ -) j tS'-So 0-1.5 Calculations SUBJECT: INAI~A /VP-IN~ ~., ~~o~-. --..J'r'\ ~,. cy;. ~. '72· r ) 2''(-$" b 2 I 62 · r. I ~?) I I /l.·I" a, I JOI3 NUMBER ,. FILE NUMBER SHEET OF e.l4-"' t..: BY DATE ' APP DATE ~" 'J~,...~ st<r & J I I• o q.o, ... I ) 4G. I I 2 1-5 I J 7 I 2·5 J. b { 0·6' 2·~ o~tr. ,. \. ~ •--~· .·. -> w a:: N LO ~ ·• i 0 z :E a: 0 u.. JOB NUMBER _____ _ FILE NUMBER _____ _ Calculations SUBJECT:: SHEET }l OF __ _ BY------DATE __ APP DATE s-o' -----:;;. Ev:~.h~. Ocx.vb~. 6 . I f J D . .,.. C;.>() .,.. { D . -·-:i .. . ' -:=-_I r. -:::.! .-I ~ J /J:. .,_ I o ~ -=: 2 ?..o j{-. Zo JJ., hA ~...,. ~c:..-( I t~ooo ~ r. ( s-~, ~2-> /7 r 77? &tt, r,. • I, I~ ~c.) /7 'J..,c:> #-t .,/ Y C&-\r. I JOB NUMBER Calculations • FILE NUMBER -' SUBJECT: SHEET 4 OF .J ·~, BY DATE .·' t ' APP DATE --·-· 2N6> Q ;o~ ~ ~~~~ ---- I 1& •,\ ,, \ .. t'' .... > Ul a: r;IR IAua · Calculations SUBJECT: w 17-' .qv(l_. ~ .. 0~.·~· JL: 1-1~ I ~ Jo' "'('-~ JOB NUW.BER FILE NUMBEP. SHEET S' BY APP . ' t~~ ~ r t.--.~ ~· ~ sx >1oo ·c(; ~~ g ~h.~ 8-B . OF 7, DATE DATE "; ·. . ,, . \ '·· r-· t1.!l > w a:: N·· LO .... 0 z :E a:: 0 Ll. r---------------~---~---~~------·------------~--~------------~~ JOB NUMBER Calculations FILE NUMBER SHEET b OF 7 I BY = DATE APP DATE. SUBJECT: ~)tL -5 ).fol <.ttF-71:. r.olr'.:-t?.t "''. f/Lt VIr }(PTE. Ft. P-N tJ ,;: bt?..F.JM61t:.~ eJ.Tih.J;JG-t--. -T~~ ?f~ /3o' r;> /O }J C,t...1.. (;.......~ r~~ 2So' ~ to ~ ~1.;.... '"\ s (.~ ... f.:,..,...; • 2oo Q 1 o-o iJ c.-.-. t;...,. !. ~ '- .... ffr}~ /, it~ a..l I 0 t>fv -~ ~1-,;.._,~ • .,,~--~ ... ., ,· Y'- ( •.. , .. 1 l • J ,. ·-... ... . > w a: 0 z ~I il: 0 Ll.. Calculations SUBJECT: .. 11 No ~. (d ~· ~ ~~ 4~. ' ~ 7~sr; ~ t'1'ftl" ~ ? "'! 3 'f "' , ... ,r .... .... :: -:::- t ,~ / ./ ·' .!'' ...,. 1 :,to 2 Olf-01 jt ~--""'-----· '··~-·· JOB NUMBER. ____ _ FILE NUMBER ___ __,.-- SHE.ET BY----DATE __ APP DATE ____ __ .. . I}';J : .• <'/ l .. / . ..// -· e ~ I l 1 r. ~ ~s~,~.~J--~~i~,~:~~~---~~ .. -· . .,. .... ' \ . . _,, Q-4' { ,h;IJ 4-& .. ,. . 1o.' I . I ' . I Slbr / fWl U. l?S 31) ~ 1 ~-~~L-~.r~~ __ j__ -----1....___ 6o' lt;S {€~-~ ~ ~t-~ II$ ~ vJi-. fw ~ ~~~~· ( f'''' { ( r .~ Calculations StJS ''"'~ lDIJ SUBJECT: f.v J'!-Tf\-?J r'l J.1 '1 hlt.o GvtSc yf?, r c powF-fl tOtJt~ PIC OJ~ D fNl } 1J f.+-~. ~ .( ;l· ..- E .... 0 u.. ..... 0 '~ ci U) IN'ilt'l",iE CHJ' ;JNE:t... 203o. ~ __ / .... \2.1 '· """' "· I ~ (/) P!:iS.IOC.'(!_ 1 i ~.;l 0 ""' JOB NUMBER ('S700 OS FILE NUMBER ___ _ SHEET I OF I sv Ni'rJIJ DATE 1z,/t{8r APP __ _ DATE. __ _ \~ .,_, / h~A.I'.PJAGi: J...IoL;E:S T /4-'l..S \.__-..r-----J._--_j_ _____ _:l' l3<>tl '"---,.,.;;;;. ___ .. ~ -~--·~:~--"'-'-'--"""''•' . ~ ~"'~. ',·.,_,, ~ ··~~ , ___ ,. ,.--,. ,.]-, ... --~, -~~ \ "'' ,,. ~~~~--"....::_L-:;-~~.:2. :· .. ::::::~~--;, ,'":;::-:-:....~ •. ~'-'··-... ·-. * -~-;;:-:-;~ .. -·::~: .:: •• : .......... .,.,. .... :; ····~~;;-·· .: ....... :'"'"'-~---"'~·-.-.~-=== • .. • ' •• .,.. > w a:: N In ..... l o' z ::E a: 0 1L. '+'---~-·"'~~ l . =· . r o• > I IJ ,I JPI[ll] ~:!~~lations , .... >o~/ ~~~;:~:=~---r . . Calculations __ _ JOB NUMBER P '>'7 {:;70"0~ FILE NUMBER ·------ SHEET __ , c H7J&F. s i: l-!t . .:. • BY IV p.(J{f DATE :J IJ111 I~ f' . i u [I] SHEET '1-OF ::1 --! BY DA:;;--- DATE 1 -----------:---------.l.'..:..::..:.APP DATE - -I APP /) ~ / l f )~ r-·r~------., ... ~ ~ ~ I -·---~!_,. ---.t!?-~ I <l . I\ i gvrrof/..1 Ftt~E. • lfJs f'ECTi\)1.-1-' r1 \ : I lh'!l"i fi 2' U">'. 3 eo...bG , .. )vei1..,. v-Jl kt. ~~ -~ ~ ~ r} CJ \ f'-" ~'?>-"' D .c...--,·r C1:.V--~:'>-~ }-.At\V-4 ~. v • ....._ • ~ "· '\ P· w.:: r ... 11 ,.., "'"" ,. -~J c. f ~ t, n . ' ,,_,_..,, I ... .., ......... p~ ·I '--' ...,, . t." ....,. "'--" t ' --...vt..L-.r (.,• ' /7-I r_ , :, (.;rn-,.... t J1M,... ;..")~ ~Ito..., I b o o )<-~-1· k ~ ~ ,... ,.,.s'' ,J· J ' . I" . I ~ a r;,.J; ;...... v -·~-~ t ~ -\:) ...c.-vi I 0M. Q s,_·fcl~ /boo }-d: k- G-v'M.. T~~J~ ~ 1S'o fd·A. \j • 6 S'o ~ 0 /) .·, Jf c;.COv.Ah~ ~ ~jt~ 1): ~~f-L ~ z;_A ~~fw£ w--~ d~ I tf~ -~-e -j: ~~.e ~h~ .e;-~:t. ~J~tt-~.f. ~j ~ i~ ., 4 ~ v.-YJ M. ~-. ro-vh , ~ 1 fl ~~ .JJ~ ,..-~~ ~ fv /"}~~ /}~rr----vt d ~ ~ ~,) ) ~ ., 'k-IL! ,_...,..;""' 1:5 CAm ~~' .J l ~ /.y_ '(w'Y? )J c_ ~ \ oL_, j_~ k :~ C<A ~ ~ ~ 1 fl._ .., 'C: \t ./r..A. ~I r"-> "'?~..e ;7... k -.,._, ~JJ JK. I r (I "---,; I • ·· '~ J 1 J • ,.-.. .-f ..L ~/t. c.<.v~.t .• t_./ . \ M., ~ ... ""'-.1 11\....< "' 1·J.-.. ~.o.-v\.1 ..... r -.. •::.; ·.: ,:.;:.J~ , .J .""j .:'I. J ·~ .... v ... -. i I ,.-, h J.. '-.·. c )', ·'..'. -) I" I . ;;.. .,.G' -t •"t , ~' ~" ;..., (V~h . . / '""' t 6 ~ r'!l"~ r-.r.v:. &-g u..... --;:;:;...,___ 1 kJ /1:. ~ ~ k§t.. 4-1 ~,!; ~ -;o,<, So%~~}~ s:C1~1L 1~Wt. )1._ , k ft :.. ~~ J~ 4\),( ---1 b(~ f-Ji:<A /11. r? '17~ t-vJ.I A-1 ~ ~ tz ~l 4-, ~ .-bA (, r-Y1f'.v e 'l' C1?A ~ Ov-<-v 2. D % 1 "' ?--, ·fr ~ J.l, · -(}J ~ t----~ . ~o~ ~~r·-·--co;i I r1~--f~ '~R • • Calculations SUBJECT! JOB NUMBER. _____________ _ FILE NUMBER ______ _ SHEET J OF_J BY DATE __ _ APP DATE_ (A., Crt--:.e__. f> f' I. ~. • 4rn Cti"V\ (. ~ v...) f '? 1~-Jt t' lk:.tL ~, D c-B wrvlJ_ • > w a: • N tn ..- 0 z :l! D! 0 U.. ---"'!;;- r; ·:· fl .... . .·• . . ... Borehole DH-1 DH-4 DH-5 "1>H~f OH-7 DH-8 DH-9 DH-10 OH-11 DH-12 DH-21 DH-23 DH-24 DH-28 !';> k-l BH-2 ;;:::... Rock Drilled (ft) 79.0 45.2 117.1 146.1 113.7 1.3.3.8 278.6 183.9 279.4 290 • .5 519.2 112.2 1.33.0 91.9 •tr;J,l. J~,, BH-6 732.4 ~~H-8 ~ Site "1"2.'1?.9 Average ~ l ~U-1'2. 111.9 )e,H-3 (_bu-+ "t2.4.o <1'~7."2.. WATANA -BOREHOLE ROCK QUALITY DISTRIBUTION PERCENTAGE OF CORE 1N SPECIFIC ROD P~NGES 0-25~ ~ 29 16 6 13 13 6 19 25 3 8 0 36 5 61 z 24 5 d ;k f- 7 b 56 5 15 30 26 11 18 12 5 17 2 22 14 29 + 17 7 ~ 1f ~ 17 z. II ~ 8 17 J1 114 29 41 2.5 14 22 29 25 18 42 10 <.:1.. JO 22 • 22_. "2.1 ~ 3C S" 13 ~ 0 52 2.3 9 29 32 30 2.3 .38 17 22 8 18 0 "Z,.(.. 19 JJ _;;o. -,.~ ~ I 'l -- 12. 9 90-9!i% -·- 7 10 3 0 0 f.l 7 10 17 12 14 9 9 0 IS 5 15 ...:!1... 10% /O e 7 ·'' 95-100!1; 0 0 22 4 3 2 1 16 1.5 17 37 7 12 0 'l..S 5 18 .28--:-:-- 7._6 ~ IB {.,(o Sf i i t ,, ~· I l ( Borehole Ground Surface El. Top Of Rock EJ-. Borehole Dip Vertical Depth RQD 0'-50 1 Drilled (ft) RQD length (ft) RQ!ll: 50'-150' " 150'-250' n 250'-350' 11 . -'50'-450' " ( 450'-550' II 550'-650 1 Jl 650'-750 1 750'-850 -·~ Hole 11 ;:1\verage C,. ! / .:::-, 00-1 DH-4 DH-5 DH-6 1459 1462 1462 1116 14t5 1384 1402 1713 51.4 45.2. 47.9 48.9 14.25 29.9' 22.1! 24.3' 28!'1: 66~ 46!1: 50% 27.6 69.2 97.~.' 12.55 57.3 49.2 45!1: 83% 51!'<; 79.0 45.2 117.1 146.1 26.8 29.9! 79.4' 73.6 34% 66% 68% 50:'1: '" 0 WATANA RQD SUMMARY --- DH-7 DH-8 DH-9 DH-1C! DH-11 DH-12 00-2.1 00-23 1716 1910 1913 2033 2034 1951. 1480 1952 1708 1894 1909 2020 201{\ 1942 1407 1947 59~ 45!1: 45~ 60~ 45~ 49.1 54.5 67.0 48.6 70.3 51.6 59.7 70.5 23.6 32.3 39.6 10.2 49.6 30.8 50.9! Ji.8 48;;; ~)!';; 59% 21% 71% 60% 85~ 45~ 64.6 79.3 1.39.5 1 00 • .5 144.1 99.9 110.0 41.7 38.9' 52.8 86.4 68.5 111.6 53.3' 9.3.5' 20.5 60% 67% 62% 68% 77% 53% 85% 49% 72.1 34.8 65.0 105.1 121.7 31.8 31.1 55.3 80.5 101.4 44% 89% 85% 77% 83:"<: 33.9 118.3 28.8 96.8 ' 85:'0 82~ . 109.5 91.0 113.7 133.8 278.6 183.9 279.4 290.5 519.2 112.2 62.5' 85.1 157.8 109.8 216.5' 193.4' 433.7 52.3 55% 64!1: 57% 60~ 78% 67% 84~ 471'0 1 " - DH-24 DH-28 BH-·t BH-2 BH-3 BH-4 BH-6 2061 1971 1835 2185 1605 2054 1958 1826 2174 1598 70° 55• 59° -. 50.9 29.5 52 • .5 61.2 59.1 56.9 58.~. 35.5 10.6 41.5 33.5' 44.5 25.3 29.3 70% 36% 79~ 55~ 75~ 44~ 50% 82.1 62.4 104.8 119.8 12.4.9 115.7 118.4 57.4 6.3 79.6 28.1 119.8 62.5 75.5 70% 10% 76% 23% 96l't: 54% 64~ 109.6 124.4 120.0 120.8 115.8 94.1' 67.2 119.1 113.5 99.1' 86% 54% 99:0: 94% 86% 14.3 85. ~. 119.9 114.9 115.3 10.5 64.5 104.5.~ 114.2 93. 6' 73% 7~% 87% 99% 81% 119.5 115.1 114.4 54.8 114.3 93.r~ 46~ 99% 82 120.6 120.0 115. ~. 1i5.Z 95.1 ' 81.3 96~ 79!1; 71% 125.0 115.1 94.8 119.6 81.1 74., 7 96~ 70% 79% 120.0 114.7 115.4 85.4 9.t"~ 741:: 15.0 64.0 15.0 60.8 100~ 95% 133.0 91.9 281.2 391.0 924.0 937.2 7J?..4 92.9 16.9 225. 7' 193.4 807.9' 752.2 5l;i.1• 3' 70% 18% 80!'1: 49% 96~ ac~ 75% . BH-8 BH-12 1976 1964 59.2 81.5 25. 7' 46.7 43% 57!'1: 116.2 151.7 86.8, 109.5' 75% 72~ ':14.5 154.0 94.4' 105.4 82% 68% 114.6 156.1 91. 'I 96.951 79~ 62~ 114.3 159.3 95. 8' 125.5~ 84% 79':. 117.8 69.3· 95.3 57.3 81% (113% . 1iD2.0 89.3 88~ 738.6 771.9 578.6 541.4' 78% 70% ~ Depth Average • 1.-" 4193.f ~' ~ ~ ~~ 65!\1 . 13-Tf:o7 .!JG&h5 79% "'987& ~r BOlli ·Blr6-;-fr '-671':tl" 79::0 ~ ...s.w.-~ a2:: ~' ~-t ~ 234.7 200.8 86~ 79.0 75.6 96~ ~ ~ 7-4-.0 Q.3 S"'b io 1'16~., 1'2../b,t 11.\7.8 "j9 3. oS"' '3 72.<=) /Ol•l TJ2../ s7s,•s' S-17...1:\ .o?~·FlS' 4:,~.9 '1.G.4~.1 ~ 3-io ~ ~() 1"'2.~ MINUTES OF MEETING December 30, 1981 PRESENT: D.W. Lamb L. Duncan R. Allan J. Plunnner F. 'Toth D. Mei1hede ' .. r PURPOSE: Review and resolve any outstanding matters relative to cost estimating for the Watana Main Dam. 1 -CHANGES It was stated that fi na 1 quanti.ti es and fi na 1 estimates are currently being . prepa1•ed and that any changes affecting cost should only be made through the senior person responsible for the task work. ~ 2 -DAM -GENERAL Quantities have been taken off using a 2205 ft. elevation. Remaining work to be done includes the take off of zones and the additional material to raise the dam to 2210 ft. 3 -EXCAVATIONS a) Overburden a11 overburden on side slopes considered wasted -overburden in river channel (river gravel) -assume that 50% of this material wi11 be ~eusable in the downstream shell \ I -2 b) Rock Excavation -upper 10 ft of rock considered wasted. -rock below 10 ft considered reusable. This applies to core area both on side slopes and under the main dam and the river channel. -excavation depths assumed are 10 ft under shell and 40 feet under core. -controlled blasting required under core and transition zones. 4 -FOUNDATION TREATMENT a) Dental Concrete b) -an allowance based on the total area of core and transition zone by 1 ft depth; in addition a form work allO'/Jance to be made. - Consolidatton Grouting ~o.Y'. -assumed pattern 10 ft x 10 ft x 30 ft deep. -grout take estimat~ at ~u ft per linear foot of depth. -current price for drilling to be ~echecked. Drilling can generally be estimated using a air track with allowances for test hoies, water l?ressure. *_..---tes ti.ng_, etc. A /... ------------,• c) Slush Grout \ \ \ \ \ -estimate to ~ssume any slush grouting requirements inc1wded under dental concrete and consolidation grouting. 5 -DOWNSTREAM SHELL Material that can be used in the downstream shell: \. a) \\ b) \c) \ unprocessed river gravel rock from underground excavations rock from above ground excavations ~l;~ ~{e.. • p~~ 4t.. t0--tf ~~ 1 v.rt'-. ~ ~ (~ I f"1'~~"'v ~~~ ;t;.., r..J. 1 ( -3 Material used to be 18 in. minus and p1a.ced in 3 ft lifts and compact=.J with 5 passes of a vibrator 10 ton roller or equivalent. The use of rock to be done on a 50/50 g·ravel/rock blend, i.e., layers of rock only are net acceptable. Unprocessed river gravel to be passed through grizzly to remove oversize. Estimate· of oversize io%. For rock used from excavation, the following recovery assumptions. to be u~ed - for underground rock 80%, above grouna-90%. Estimate to be based on moving excavated rock to stockpiles, reloading, transporting and placing in the dam with gravel. 6 -UPSTRE~~ SHELL Material specifications acceptable for upstream she11 ·adjusted to 18 in to #4 41f· sieve. Wastage estimate on this material for oversized -10%; undersized -3C% - assumed borrow are 11 E11 as source. Oversized material ca~ be crushed and incorporated into downstream shell. Under sized material can be cot~~de~e~ ror concrete fine aggregate and road subgrade. Of the estimated : . .mdersized of approximately 10 million cu yds less than 20% of this amount can be considered reusable. Compaction requirements on upstream shell -stated for downstream-F. Toth to check equi'lalent compE\ction use heavier equipment and fewer passes. I .•.. 1 ,.J . . . -- -4 7 -FILTER/TRANSITION MATERIALS -Grushing of material acceptable -suggested limit -50% crushed material , __ Alternatively oversized material cat, be used in downstream shell. Undersized to be wast~,. 8 ·-RIPRAP ~w::=- 24 in rip·rap specified. Agreed that rip rap sizes of 36 in. to 48 in. acceptable. 9 -CORE Assumptions to be used for astimate of core material. a) Borrow Area strip and provide drainage of area 2 times the size required by actually pl a.ci ng quantities. ~ material to be run through 6 in. grizzly to remove oversize. b) Fi 11 -allowance for rarrowing for moisture control. compaction by 4 passes of pneumatic and for tamping foot compactor. -lift thickness 12 in. loose, 18 in. compacted. ~~) Frost Protection of Fill o estimate to include 10 ft. lift of dQwnstr:am she11 material (unprocessed river gravel). It is .assumed that 1 ft. of gra'fe1 and 1 ft. of ~.-ore and transition zones to be wasted each spring. \ .~ ·~-'V.-''1~~ ' •' "': . t 1J)~' ,.. ~d ' w -.J t" <~ r -~- ; .• ·.~·u. . ' ·- .;..r.RE;;..;V~I.;;;..;SE=D-· J.;,;.A..;;.;N:.;;.;UA~;.R.;..;..Y_..;5;...;:,:.....;;;.;19;_;;;8.J_ MINUTES OF MEETIAG December ~0, 1981 SUSITNA HYDROELECTRIC PROJECT PRESENT: D.W. Lamb L .. Duncan r ··r R. Miller J .. Plummer F. Toth D. Mc:ilhede cc: J. Lawrence D. MacDonald J. Hayden R. Ibbotson P5700.09 PURPOSE: Review and resolve any outstanding matter·s relative to cost estimating for the Watana Main Dam. 1 -CHANGES It wa~ stated that final quantities and final estimates are currently being prepared and that any changes affecting cost should only be made through the senior person responsible for the task work. ~ 2 -DAM -GENERAL • .:· -· Quantities have been taken off using a 2205 ft. elevation. Remaining work to be done includes the take off of zones and the additional material to raise the dam to 2210 ft. 3 -EXCAVATIONS a) Overburden -all overburden on side slopes considered wasted -overburden in river channel (~iver gravel) -assume that 50% of this material will be re .. sable in the downstream shell ' "-' c. -2 ~ b) Rock Excavation -upper 10 ft of rock considered wasted. -rock below 10 ft considered reusable. This applies to core area both on side slopes ~nd under the main dam and the river channel. -excavation depths assumed are 10 ft under shell and 40 feet under core. -controlled blasting required under core and transition zones. 4 -FOUNDATION TREATMENT a) Dental Concrete b) -an allowance ba$ed on the total area of core and transition zone by 1 ft depth; in addition a fonnwork allowance to be made. Consolidati~n Grouting -assumed pattern 10 ft.x 10ft x 30ft deep. -grout take estimate at 4 cu ft per 1 i near foot of depth. eo current price for drilling to be rechecked. Drilling can generally be estimated using a air track with allowances for test holes, water pressure. testing, etc. Curtain grouting a1so mentioned, 2 cu ft grout/linear ft hole. Pv-imary holes core drilled, remainder rotary percussion. All· holes washed and pressure tested., c) Slush Grout -estimate to assume any slush grouting requirements included unde~~ dental concrete and consolidation grouting. 5 -DOWNSTREAM SHELL Material that can be used in the downstream shell; a) unprocessed river gravel b) rock from underground dxcavaiions c) rock from above ground excavations " ,() ~ Oc: • . t , ••.. . \ -3 Material used to be 18 in. minus and placed in 3ft 1·:fts and compacted with 5 passes of a vibrator 10 ton roller or equivalent. The use of rock to be done on a 50/50 gravel/rock blend, i .eq layers of rock only are not acceptable. Unpro(:essed river gravel to be passed through grizzly to remove oversize. Estimate of oversize 10%. For rock used from excavation, the following recovery assumptions to be used - for underground rock 80%, above ground -90%. Estimate to be based on moving excavated rock to stockpiles, reloading, transporting and placing in the dam with gravel. 6 -UPSTREAM SHELL Material specifications acceptable fqr upstream shell adjusted tomaximum size of 18 in to less than 10% passing 3/8 in . Wastage estimate on this material for oversized ~ 10%; undersized -30% - assum€d borrow are nE" as source. Oversized material can be crushed and incorporated into downstream she11. Under sized material can be considered for concrete fine aggregate Qnd road subgrade. Of the estim~ted undersized of apptoximately 10 million cu yds less than 20% of this amount can be considered reusable. Compaction requirements on up3tream shell -stated for downstream -F., Toth to check equivalent compaction use heavier equipment and fewer passes . o,:.· ') 0 ;'"\ I! -4 7 -r-ILTER/TRANSITION MATERIALS -crushing of material acceptable -suggested limit -50% crushed material Alternatively oversized material can b1:1 t•Sed in downstream shell. Undersized to be wasted. 8 -RIPRAP 24 in rip rap specified. Agreed that rip rap sizes of 36 in to 48 in acceptable. 9 -CORE Assumptions to be used for estimate of core material. a) Borrow Area "0 11 b) -strip and provide drainage of area 2 times the size required by actually placing quantities. material ~o be run through 6 in grizzly to remove oversize. Fill -~- -a1lowance for harrowing for blending control. -compaction by 4 passes of pneumatic and/or tamping foot compactor. -lift thickness 12 in loose, a in compacted. c) f.ro.stl_rntect:ton of~ Fill -estimate to include 10 ft lift of downstream shell material (unprocessed river gravel). It is assumed that 1 ft of gravel and 1 ft of cnre and transition zones to be wasted each spring. n , ' ,. JOB NUMBeR f Ji.&J~ · C> t. FILE NUM8ER_'------ SHEET ----~ -,...-OF i BY fl"'lhtJ DATE '1"111'/1 Cajculations · s~BJECT: Sv s iiA.Ift AIIU -.1'/ZE APP DATE {/.--" . /( ~ t-1 . ~ ~ i '<J . ':;: \<'I l -~ --;J ·I -I -r<J . . ! i - ' ;j J , __ / I I . j ! i • <l\i'ti -l o-oz 0-8 II l )I I +- :.. a -I ~ -rl) I . f l \ \ t ; I ~ ,. 1 ' I \ -... ,_ ""-• ; a "Z p: ... -v ~' J \ r.n - t-t ~ 0 % U1 \ !,1.} ::> > Q \" . .... '\ > w I c: ' N ~ It) .... 0 +~ .z . t-0 ~ ,,2 - 1 HI :;: .......... .I i .. ~ -... c: "-j ,I I 0 u.. d 0 -,82 - \ ' ~._! \J\P;k-~~r~- ~· \ • • • --· . Design Calculation Cover Sheet F'ROJEt:T No. f'S7!Jo. Oi:> 111m Fll.£ No. (:~/00. l(t. t>t. o, SERIAL No. C?o~l PROJECT TlTU: Svs tT wf:f HYARZ) f?LE(rt I c PR_ o 'J" iE c.. I . . DEPARTMENT £ Eo r .EC Lot ~ J c lh-. CA l..CULATlONS FOR : h~ 1 AJ ~~ ~v fl ~ lh-t D u -w + ";-tTfJ,q. ~6i'Lt'h.-hE.~ c.~t, t'n o ~ s & V4tVi lif~ . ,4tvb CIJt"lr . ~ .. OFUGC NAL. SY !/ f}::r BtJ W.b . DATE ~ I~ I C21. CHECX£0 BY OAT£ I I REV No. BY OATE CHECK£0 OAT£ A. -(1/ 14::1 t1 . 4:-iJ~ .. IE2. I I I / I I I I I I I I I I I I I I l I I I A I I I I I ~i ~r~t- ~ I'~ k1 h . IV • 4-.-. ~ -s~'"r-:-'~ APPROVED BY ~~. /4..ri Jt ~j r c...f ~w .Lr ~j.t...A--,..,~. ~ ~~ r\0 ~- ~~~ 't~. PROFESSIONAl ENGINEERS ~ """'r-h~ 4-~. SEAL ~ b.WL.. .lf-.~. .... s.1 b. ......... ' ORIGINAL. COP!ES Pt.ACED IN MAIN Ftl • .E ON Q.OSURE OF PftOJECi BY .-;;:Sz -OATE 7.,_17..8 JfJ3 TOTAL. No. OF SHE!:TS L & -+-c.~~-z-, > s o.o<4.0t F•r• '"• A !,::; 0 = c JOB NUMBE R.~P-.:);_/.:_D_a_._:o_;s__ Calculations FILE NUMBER _____ __.._,_ SHEET_!-./ -=----OF 4-- BY JY)1-:J7.l DATE lf·tk.c_ ~J SUBJECT: :J: 1J I TV f1 GVl A1/ 01-J • APP DATE ] '" ( ~ r:-rt--<, ~ , r ~ ' \. ~l • d} ~ 2oo b}~ gh_J) So UjJ~ so, st~~ 5"o PV>v<--v ~ r-~~ I:o ~·~f c~ IOo 'F~J-c. f, ;__ k~ 2.ao ~--- 70o. ~ :s-o bOO I ~ 1\J ,..,~ zo ~». u}s.4kU JA:J. S 50 f'·"~"•M•<•''n..-J Jl. e 12.00 1S"'D v-;ln-r_~) ~ e_/25o r ~I i l t... b ~ efo 21 /1f I 0>:10 f~ '-. ~~7 S'c.rq vib~h'J~ tAJt:>f... (? l·oo}t-/~fa_.. . f7 C>Ot OOt> ~ ~t, 4-y;/! S"oo ~·{:;1 'f. 1-{too-o v; b ~ :: 4 '2 600 ff ~~~ 1?< fi-.-{,...) 3 -_r: 7 0 Ot:n.:J I g( ~00 16-' 7 <;ere 7 0 0 ) 8t!r-r:> b 0·(9-0 4 (!)-t!r-.:J 4-Soo Ssoo ~ ~ 2 ~z; 'JD-o ~1?-~~ 2Jor;, ><f7 = = 1 'S S"oo ':;'" "2 r scv = 1 6 r, f)!)-o '2.601./ } l.J..,I DV f _!_:!..~ '] 0 ~ ~~§.ll"" . . - " ' ,~ ~" ' ' ' <' ,, . ' ... > w 0:: 0 z :E 0:: 0 u. Calculations SUBJECT: JOB NUMBER ______ __,_ FILE NUMBER _____ _ SHEET "L. BY . ;J/ /lflJ APP OF (.;- DATE lf-~Pi DATE ~ ~ f;oo Y: 4&o 4-o, ~ I~ ~J tm-. b~ rk6., 0 Is-I ft .: 50) (;-()-() ~-~~~~<1 p.<_~ ~ .t-v{,{. iL-' ~~ ~rt· 12 No. /Cv.H_~ 4 2-eoo Jt 1 b jr;oo IJ() Q £; ()~ ,:l,....-i,J 1/ n/1'' 0 t~ 6 /Vr;, (4)..·,1 ~~ b s~~ 1 ,'3 JJ, Q I 7 2 o. v::> o ~ 760 000 - ~ ... r • ---~~·y I ·l I ,,. > w a: • N Ill .... 0 z :E a: 0 u. JOB NUMBER Calculations - FILE NUMBER A~IU SUBJECT: SHEET J Of: 4- BY 11/r~ DATE Y;/k/r· APP PATE }LO D~ 300 (/.J.;, ~ I· (. ~ b h....l.. y w .,..-...:.-.. , -/2o S: '+ o IJo. flfso ~b~ ""~· liooo ~ ~. :o r~ ~"'\~~ -JA ,k V..~f,;_ -t; ~ ~ .. ~ ~ \.£.,(~ .... ~ ~ 2 71 c>-0-0 2 2 . oo-u 4-7 ~ O"th.? 1, n..,~ ~ ~.~ .J-t ~ ~~r,.;..) b~ 4~~ f,-~ ~~-"L Mft;x 4 tt)N!ck r'A' hAt ~C~ld • I ~~~ ~- ~ ,. l:b..t ~ t )...(...,. ~ ~-w~ ~·t I~~ c.. .....;1"2.. "ff'l,e>oO =. l./-0 0 0 .::i/2C,,oc::>c) z~ /J,. -t. /too ~~~ /00 Q j; rro j )-t>·O o f JO,ooo I -f._ l 2.1 oo o tn~~~ dw· ~t-~. 22 'f ~ 3~' -bb bD ft. ( 3C, 000 at /·! Soc>< I ""' J,, VI'N.. ~ JOO ~. ""' ~ 3f:.,b 00 it -CAry>( 4.-.,t? ~. f'7 t;/:r :: ·2 , i ft;;S ,st9 & • I ~) 3 oo I ~ ~;a~ J 17c; I h· ~ $ I ,3 i 'l. I >~ l ~ I 3~ ,,A-~ \~'(. LrJ)~ Qf q. offt :: 7 ~ t thro • , .. .. • -> w a; • ('II U') .... d z :E a; 0 u. JOB NUMBER ------ FILE NUMBER Calculations --------- SUBJECT: SHEET L/-OF f./.- BY )1//JTif DATE 'f-~ J?l. APP DATE ~--------~-------------------------------~~========~~===~ ~ 2 /O ~~;,~ 12 @/too, {)-0-Q ~ . · . [q.,;oo,~~ c. ~) 10.6 Feastb·i 1 i'ty ·Report Instrumentati~on. Long term monitoring programs are an integral part of the des.t~n of ~11 dams. Instrum~~ntation 1 ayouts are destgned to monttor the unus.ua 1 as ,.,1~1~ . we 11 as norma 1 condi'ti ons. The tnstrumen.ts are stttted for ·ruggedne.ss ~ reliability and si.mpli.cit.y in readi:ng and matntai.nence'l Long tem performance is VE'l"Y important but when this cannot be achte.ved 1 provi.stons wt 11 be made for r·egul ar replacements to ens·ure conttnutty tn the obse.rvati.ons ~ Instrument failures mav occur due to malfuncti,oning eqtrtpment detertor~ti,on >{ I ' } of materia 1 s and improper insta 11 ati.on ~ Addi.ttona 1 1 osses ma.y occur due to excessi, ye ground or structure movement, acci denta 1 destruct ton by constructton equipment, and vandal tsm~ The instrumentati.on program will be designed to keep these losses to a minimum~ The ~rogram will also be &.J~'M. .desi.gned wherr possible to be simple to maintatn and provi:de ease of instrument reading~ Pi. ezometers The i,nstrumemts wtll be used to measure water pressures tn the var.i;ous embankment materials of the dam~ tn the rock of the dam founda.tton.s, unde\" important structures subject to hydraulic !1pl tft pressures, in the relict channel and tn the vicini:ty of the powerhouse, There (lre three basin types used commonly as routtne instrumen.tatton-: 1} Double tube hydraulic 2) Vibrating wtre 3) Pneumatic '.1 ,J '\ •. \ ~ ·" page 2 It i.s expected that the vtbrating wi.re and pneumatic types will be used. Inclinometers Inclinometers measure relative hnrtzmttal movements from a verttcal or inclined li'ne within the dam or foundation. These i-nstruments will be used in the embankment dam i'n conjunction with other deformatton measuri.ng instruments to obtain an overall picture of dam movement, Vertical Settlement Settlement in the dam wt11 be measured by multtple cable or rod i.nstruments o.,. ~ reference potnts at various horizons wi·thi n the dam. The inclinometer tube..swi11 also be utilized for measurement of settlement within a 1-'Sondex" probe. Surface settlement points Surface sett~~ment will be measured by prectse surveying. These poi.nts are chea.p and simple to tnsta11 and read. It is expected the points will be distributed along the dam crestll downstream face and reli.ct channel, The preci:s.e surveying wtll also tie in other measurtng i:nstruments. • ~ page 3 Horizontal Settlement Gauges These instruments will be of the double fluid acting type and will be installed within the dam embankments with a readout location on the downstream face$ The instrument wil'l measure vertical deformations along a horizontal line. Horizontal Strain This instrument consists of a rod extensometer with transducers located at embedded refer~nce plates at intervals alot~g the rod. The instrument has a remote electrical readout and may be located anywhere within the dam. Seepage Monitoring Weirs Seepage from the various drainage systems wili be measured by weirs. Where access is difficult for regular measureme'nt remote readout devices will be installed. Thermistors Temperature measurement is required in dam foundations, the abutments, and the r .. elict channel to monitor the permafrost. Thermistors will also , f"'-' ~~ be required in specific ~RstrumeRts such as the spillway chute. This will generally be an extension of the ~stage site investigation ~t program . ,, • ' c, page 4 Measurement for Underground Structures Instrumentation for measurement of in situ rock structures, rock deformation around the tunnels and caverns and performance of tunnel support elements is more of an exploratory nature and will be used mainly for construction . and support design and~ will be discussed in more detail in Section 10.12. Q -> w g: \f; ~ -d Z' ::· a:; 0 1.1. ·111 . ~ -~ ... 1.,.,. t~tc:. h "'- . . ' co.• ........ ,. ..... ,.. 't.. . .. . . ,. ·~ . .. ·~ . . .. " .. ' .. . ~ . .. : ~o:a p,'-~~ ...... ::-~~·.'e.;;_ . .-. · -~· ....... · b/s S~ So . . . ""> : C!/J Sh.dJ. ~~ . •• . .. .v • • ~~ ~ ~0 . '. . . . .. · P~ ~,. ~fw....L. ~o. · · Q,).; c.J c..~ I <:Jo .-F~h~ ~ zeo . ~ .... . "'.. :... ·-. ... ........ -.-.~~...... ,...:,_ .·,., ... --H·~:. ' .... "ot • ~ .......... ~ ............... "' ... '!,.. ......... ~~~·-·.·.~ ..... -·· .. ..- • .. ~ • • ' < .. . . · . .., ...... ; .JI'V' I . zo 'l.d': . ~ . ... . ,. .,. : . 7oo .. JOS. NUMBER P}? d-a. () ~ Flt.E. NUMBER. _____ _ SHEET--'~~-OF 4- BV JYI161J DATE -'f·~ 2J APP DATE •. •· gso ~ht.. e/2oo 1a ~~h.:..)~-e_/2~o , . r~J.il G,.k,~ e/D·U"jjf l~f4 ~: .. ,. 2 :0, J;f!.i9 .• .vibrr,/,'1~ ~ e "2-oo~ ~~+o..r. rf. b'., . . .. ~.. 1 ,. "o, De-e f4-.W ~t:, 4-4.1 S"ero ~~ · If-r-f I OD1:> v\ b ~ . 7o, ~ t:3 7 )oo q 7 c; C)"T:J 7o-c, ~ b~ 4~ ~ } I 7 4 7_ • S"&-o : 4'2. (J()O ft ~ Q f3· ~~t: /'2.' 01)~ ~~ l ~ 4-S'oo .:: ll ret; ~ ~ J 'll 2 sco ? "2. ! !:frO {2,_J_ ~ 2 <l:f/ ~ ""D ~-~if l J (ll) 'J( fi .. A..y.L .J..,.il l(-oo ~. = /6 r, ~ --f ,.,, '] 00- ·~ ~0 I tJ-{N ~ e ~ fs /1- ':J'~'+o'())$61:) l. ·. ,, . - -> w a: N &:) -. 0 z ::i a: 0 u.. . Calculations SUBJECT: ·. ' .. ~ "' . .. .. ~. . . JOB. NUMBER __ _. ___ _ FILE NUMBER _______ _ SHEET ~ BY J1/!lfll . APP OF tr DATE 11-~Ft DATE fi~..hf . ·':~ . ··::,o··~~: ,;.,;~ .. 'P-p~ f;;r_,~ jsoj+ ... . .. .. ;. ~ -. . . . · .... : . ·) }, ._·:: :.:L~ ~:~~{-::~:_:· ___ ·'··_~k...2 {1 oo • ~ 4~ __ · ·· - .... ~ ~ ·. ·::_ ···:_,; ~~: . .>:~ .. ·-~.:;:•~i:~~:-~·:.-....: .. ~~::t~:~.; '; .. > ... :n-rt .. .r ~~~-~6,. / s-/1t ~- . " .. -' - 4-0, ~ )c)~ . ... .• . ':<;:.·--~-~~ .:,<L~. <::;?:·. ~-. '~<. ·. : .. ~ ~ ~r; . . ,, . ... ... . . . -.. ,. ... ;( ..... . . :-,.... • •,. .,. ~-" •. '"!'ro.. 1...-' ...... • ......... ~ ....... • ...... . . . . ~ " ~ • .k : • • .• " :. • .... ~.... • • " .. ' ••• : ·:. ;~· • •. ·.:. . . ·-· . . .. 7 0-f (10v. ~. l0 1 c.tz>o .· · .... · ~ . .. · .. ~~ . H~-~J_· :~~ a.-f..·. u(. ~4 ....J;:;, ~re· . .• . . . . . . . .... . .. ... • :I. .. . : .. ~-·-... . ...... • ,..'" ............. ..., ... --rt~~.-. •· /1 . ; '· -~ 4(, - . -. .I:L _No .. ~ ~~-4 2<900 Jt ... ,·-..... '" . -~ ··~. ' . . - ..... -~----....... ·0,· · __ :_: .. · ·.:. ~,:---1; ·-2~. =-o. /4-o, oo,;, -. . . ~~-:,~ ... ~~r--AJ~ . . . . ,, ... ,. . -·· .... ~ .. ~. .. : ... -... .. ......... ,_ ' ·~~ ·::· •• i... • • -~.., ....... ....· ..~.. ~~ /3ojft. L Ita, *>o ·. . .. 4 7 b () 0'00 ' .· ~ . . b~ 6 IJt~ M·t-l ~~ ' s~~ _]__ /3 Nc Q .., '·~ ~ .,.· .. _,-~;1' , .A a4 .' ... ... > w a: II s .. d z :s a: 0 u. Calculations IIR SUSJECT: .. JOB N"JMBER ______ _ FILE NUMBER ______ _ SHEET 3 6Y JJ/~ APP OF 'f. DATE tr/k/P DATE .. ... : -. :; : ' . ~ ~ ... ~ · ... ~ ~~· ·~ ~ ··~·Acl.{ 1-s-A,;;? ..:._. .... ~ ... --~ ... ~~~~ '' b~ f~., !.;,._ ~~i.· . ~'f'~.. Sokl. .4 ~(h-.: 'f"N h.-it J ~ ~,..,r ~.~~. ~ t""-o~ ~. ~IX' 2 /2.1';--~ • .t ... . ~ u-,j ~t,~.,;2,coo = f.l..ooo .~:4127) 0~ ·. ~ IJ. ,..,t. /too ·-~w-Vf .. . ~~~~ ~. ~t;.... n "' .Q.... ;~' .. btoo it. ~ Pl1 ~~. Soo ~ 100' c-t . c 301 ooo fc. 3&,bO'O ~ " .~;' .<o: =- -1 2.o~ e~. i '2,0'"0'0 f 7. "%, ~ C"' f Jo,ooo I o, l1'0"0 ~ .f 1 'J,Joao . ' .. :.· ·o • +' • ,. • > w a;, • ,J? ~ -d z ~ a: 0 u.. ---.......... "111>·......__.-.... -..... .J=, .......... ~~~- . r---·--~--------------------------------·------------~----~--------·----------------~ Ill ~ -· . . .. .. Calculations SUBJECT: -'~· ....... ~ { ~ ~: ~ .. , ..... _. .... ~ ... -.. .. . . ..;a.· I! .... . . ···. · ... :· •44 ..... ,.'J .... . .·.,.. '· .... .. :. ~ ,.,· ... . ·_:_ ": ., . ·-·'·;· ... . -:-:... . . ~ . ' . .· .• --·;.· ............. . . :.: .. ~,.~~·':."~ .. · -~ . . -~ -l-.. ....... '!:,;~ ~ .. .. '·· •. ~ 4 ";-:'-.. '. : .... ~ ..... ·. ~ "t:~':_, ... ·..,~~~ , ........ ~ ··~·,.., .. -~-.. ·~:·-:. .... . ,. . .... . -··~. ':t '• ... ~ 10" I ;.. •: .,.,,, It• ..··· .. . .. :..). -~~ .• . ~ . .· ~ . ' ,u ..... ~ . .. ' , . . . ... . ... .. • •• .,. ,*1 t •• > . :-_·,,. . .... .. _...,......_.._' '-.............. -.. " .. . .. . ' ... ...... . . '\ •' .. .. " . .. ' ..... ..-' ... .. ·f t · ...... _ . . . < ' :; JOB NUMBER _______ .... FILE NUMBER ______ !!"'- SHEE.T f+.- BY lj/JrJ.Jf A?P . • .. . OF £.b DATe_!~ l'l. DATE· .• -..... " -;. +: . ~ .......... 1·:-· " ... ,. " . . . . •'-.-4""1. •:: ~·-~ ':: ,.. r-": _ .... .,_ •<;. ··-~ 't. "' ... ~. • .• .· . ~' ..:.!', • .if4·:~. ·. . . • /Vlf~b - r M73? ;;&~ 1~k, t:li~ ·odi~~ lOt,._ ,~ -4e <¥1~~ ~ ~ a.vtl_e~ .i'J I{ f ~fff~ f $1~ {l4Ai(tc~~ • S,'f( -::> w a: b. tJ. ~ JOB NUMSER· p)j CTo. () ~ FlUE NUMBER-----~ SUBJECT: ,, SHEET L OF 1..!--·111· H·Y bo ;;t.$~ c.. Pt.i)"S' ru.:r . B.V )1/IK{)J ' DATE ·~~·Oct_ 2J '!A.:J g'T1.1,., r:;.n· A'n ~ . . P y. w~t~~--~~ .. J ~ tr~"""'Jc: h ;;.._ .. ···: .. · Rc~~ · ····_'··;_:···:.~·;, :"'·:·'z~."o_·· ·. :· . ·:.:.: ·.~~-~; ·~· bJ.c &kJ.,t So . . . . . ; .. ·. }~ J J ~ . S:o . • •.• . .•• 7' •. S"'r-c1J ~ . S'o. . . : .· . P~ ~,. ~~.;o O.,M.~I-· c~ lcro Fer.~ h:... k-, 2av •· ,. _l!o.· .. . /Oo. ._ ..... . ........ ~ ·-~ ... .. .. ._,.~·· """ ... 'f•"" APP' ~·7 )co· q·7't;'~ ~~~:~ b~ LJ.. fYlJ-0 DATE .. ·. ~ -... _.. .. ~· l ... 4 • • ~ -"' .. , '"f . . :" ~ .. .. , ..... : : ~~ ... ~-. :::4.1 tJOo {f. ~ Q.fZ· ~/f: 11-' ooo ~~ l 'fC t,.StJo .: Jl. r~ ~ ,._1 l ')& a sao -:r '2. r s-~ t16 r: ~, . ,....,. Wu-J 2 ~11 'la-o ~--~~ 2.J fN> ';( ~~ --· .. I ... •··~. . . ' -> w a: •• ' ' N __ r" 1.0 ""' . d z ~ a:. 0 u.. I ~alculations· IIR' r SUBJECT: " . " .. . . ' . •. . . .. ' ... -. . - ·. . . .. ' ., ......... ~, ,.., ·. .'!.a·. Y-<· I ~a ';t ~ . .;.. , . " -... .... . .. ~ . . . -.. . ;,_ ..... ' .... . .• ,... .. ............. ,. -............ . .. ' . . . ·-. . . -- .. . -. . - Hovs.-:···J·-'. ,.,..,~ ~ J.,.J.,t.. .~.( -J:;:;, ~~· s~ 1\ .... : .. ·· 1~. No, ~~ ~~ zeao ft: .. -.. --. -.. " ' • "' f • ~ •• ' . ' ~\-~ . j ~. ·--~ 4< • , .. .. . . . 3b~ / {2J.,.'cJ Cl~ r 'PrMW ).,~ . I ~-•11 1'-""'~ .. b, Q. !/?A_~ 'b~ 6 IJo M·{.l ~~ & s)W{I~ _!_ ~.r·; ,.,.,......;,... tfr# -~· ... ;'"' J"l iJ, Q " JOB NUMBER FILE NUMBER· SHeET "-OF· $.,: BY' !11?1@ APP' ,.. . OATC '1-t 0<-t PI DATE . . .. > 0') (Jo¢"0• • •• l . .... i• Ct. , t:J't:)u. .+ l (1··, ~~ jJoo. ~7 .......s g :; ~ .-'. . . . : . . . ~ • 4-.- \l () 0 Calculations: JOB NUMBER _____ _ . . . FI~E. NUMBER _____ _ SUBJI:CT.: ... : ~ ~ .. ''"' ' ;. ~ .. . : ... -.. .· SHEET .3 av )J/~· --..,_ .... ... ,.. .. ·,. -~ -· . ! ~ '"• "' . "·' ' . . .. ~ -... -. ~ ~. .. b~t~~h"' ~~--t 1'1r~ 4. ~,1-;. ~-~ J ~~j ~J. .. ~~ .-·. . APP ~~ w···-~·~ .. . . ' . . .. . .. + • ' ~ . .· :. . .. ~ Z&-c> IV~ ,_.t . /I ao .. J~J:-~· ...... .. .. ' ~ ; .,f • • .... ~. ' ~---• ..· :t .... t 1!-• ~ .. . ~ -.. '· "! .. : ~~·£~--~·~ .. ... .t •• . ~-~ ,. ~ •. "; l ~-• /00 e. f; ftO ~~ .. Soo I<· 100 • ~. tT-3o, Doo ft. . . ' ... •' •.. -·". 3&,~00 ft;. ~ 4,..,)J.t...t:J7 s-_lltf~ ) :: ~~w.~. ~ J.,_.;(l~~ ... 0 ---· - - OF. 4- 0ATE "'L~;, DATE J fJ I ti'C"' f':'"'""'"~~~.~ ~2, 7 ~·S1 Ct-Ot:J / .JIT 4 I .. . .. ~ l I f i c Q