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1997-5309 CN Street Address Category Serial # Name Description Plan ck. # Year I JOB Z I�l Ei'Tv N AA/ , SOIL ENGINEERING SHEET NO. ' CONSTRUCTION, INC of Northern California p� of 927 Arguello Street CALCULATED BY `1 DATE REDWOOD CITY, CALIFORNIA 94063 I (415) 367 -9595 FAX (415) 367 -8139 CHECKED BY 2 DATE SCALE hlt�f 1 P E s t c 1y I �l®t 4- �$C, s kCANSs,41y_ Solt, 51Nlf'IC�t _ Go1ST- vCXIo�J .................. _ A'w _ ,Afi'P (it c S l f.I A ►']5 G, Ns ?'e�, cTI �-! E (N-4 Mc t_ F N 7--,7-4 _ F-� e m ! S Q ROF ESS� OONAID N q! co o= o. GE 554 EXP. 06/30/01 CP � 9 1F I ECHN�� P Of CALIF MUCTM-1 Single Sleets) Mi (Padjwd ® ®�M.. Grown. Mm. 01471. To Or* PHONE TOLL FREE 1 -8*225 M f JOB SOIL ENGINEERING SHEET NO. v l� OF CONSTRUCTION, INC. of Northern California 927 Arguello Street CALCULATED BY DATE — —I REDWOOD CITY, CALIFORNIA 94063 (415) 367 -9595 FAX (415) 367 -8139 CHECKED BY DATE _ SCALE T4i s i s -r N _LV .. .. ry f H< _. 0'r-1 + t-,� ©-r, �- ?ter_ I i l T(�a cis S- ; - �tn� � � _ �� I_ �� _ / z) _ Cct TQ c. n i '7� _ _�tz -ate - s L"—'P Ll--, 4' Vii` �,�•4} (�4 � �' �b�l L 1.�� � 1 ��}'� �. -��! I I�t-1 � lJ� - s�- -� I s 4t'1 L T•o o io I S tFtS� 1 o � zT 1► __ �l vTZ-F 4N- - v t✓ C o aoacT 2041 NAO mbar 205-1 (Padded) ®®m, Grow. M. 01471 . To orde PHONE TOLL FREE i- M225 -M SOIL ENGINEERING JOB SHEET NO. 3 OF Jg C ONSTRUCTION, INC. of Northern California 7 927 Arguello Street CALCULATED BY DATE REDWOOD CITY, CALIFORNIA 94063 _ Z� _ ' (415) 367 - 9595 FAX (415) 367 - 8139 CHECKED B DATE SCALE U ..... p S ►1� ° ! �' ..... .. .... 4'r _sue cQw . 1 = 3C° C _ > 4-1 \_ _ � �(1441 ' (f4 z "t�« .................... + 90W204-1 (Single 5heb5) 205- 1(Padded) ®® Inc.. Grobn, Mass. 01471. To Order MME TOLL FREE 1-B0o-225 -6380 i "''�� •N FipTv'N E— ^Aj , iia 1 1 1 1 1 1 N s• A V � a r •� ^ A A A • ~ � � • � • r b • 1 � �. N ••. n M A A • t Y r • a y O• °' • O O O • O O • • � • V � Y Y r r � •• � y •+ M Y - N - N N • q q w • r Y v � O ° O O p • • � w O w1 O • • � • O O O O - .• ri w � � �� 1 1 • 1 1 • 1 1 • '• N �Y r o• M N M J Y 1 1 1 • 1 1 1 1 � 1 • • 1 '• � a : = O ^ p = 1 1 1 Y• �• Y O - - + w ~ O w A .• Y r - V O N • r 1. • ;� ii as v•`I ;� i= w i •=i u•�i 8i is .°� • Ou �i �� �u A yf Is to So x 7.2 -39 i 4�f 2. N�� i v T•l'� ,q� ,. 9 X L 0011ES1VE solL, NO FRICTIONAL RESISTANCE WM81Nw CD*SM AM FRC M VEk*W 1101 PREMIL S � �JlII I _ � % ZO C.♦ Z ONE � r► I /fAls I rc C =0 W196 A PA ' C PA PA c 4� KA=TAN2(45-{I!) Zo =2C / Yo = (- )TAN (45+#,J) g► KA Y2 OA =YZ 2c ' =YZ TAN -#, TAN KAr PA ° rM - 2CN + PA = i - )TAN -# &)-M MSSIVE PIESgUR +2C 2C 2 C TAN (4s+ ) Z �s p'E- alp / RE H SURfACE "< S R�FACi pp 454#/2 Ise Pp pp Kp = TAN (45 +#) +frt Q _ °p'rZ+2c l p' Kp YZ °p °YZ TAN2 (46+ #A) +2 CTAN(4s+#M Pp =Kpr+12/ PP= f YH +2CN = Pp ( 'F) TAN GRAPHIC 30WTMM FOR (45+#/Z) SACK FILL PA ACTIVE � IMSSIVE WUGE wow PA KR R ♦� • R N Fes' =LS �MCKfK.I.VAUJE3 OF IfA AND KP, ANC POS(TIa1S OF FAILURE ARE MR ' Ir1M C AiIN) ,T1# fITN�N (F T11E �MILU� ` TO Q9 AIN M= Y VWLE `Pp SCE 1! IN EMAINEO By ANALYZING TRIAL wEDM THE Cam! olrIOrM NNOI A N O rNS"M VALUE Of . L NKMIkS ARE IIOrDIEN�� � a T�r�No SKM �S ME �W WNW" ON Rt�f1AlE fsCt !S �IPLETELY MOBRJM uN>Eie Tt�E FIIE'�IMT CM M oIr Wit L.REMTANT S ARE NDMMNTAL. RETMIitT FIEF AIM ACTIVE ANO MS3111E VMLIJE3, A/N) Rl1�tA>E 1S A S'TR"W KANE TINIOYOl1 FEEL CF U%LL lPMM OF �MRW AMD TER ARE N E FIGURE 2 Computation of Simple Active and Passive Pressures Change 1. September 1986 7.2 - � Z ' 4E, rr- lKE- A-AV s MH M 1 C. — ._ Q O H = 0.20 OR • — __ (form < 1{ ., 6+n2)3 0.4) a�nH P N L pH = 0.550R, resultant force e L off = 1.28 ��' (m + n 0.64 pR PH = (m + 1) resultant force El"wian Vicar. Fig. 9 — Lateral pressure due to tine load (8oussinesq equation modified b experiment) periment) falter Terzayhi Strip Loads — Highways and railroads are examples of strip toads. When they are parallel to a sheet pile wall, the lateral pressure distribution on the wall may be calculated as shown in Figure 10. q lent' a / 0 W2 U l f = 2Q n .. e - sinp cos 2 a) a N a E%w•tion VMN Fig. 10 — Lateral pressure due to strip load (Boussinesq equation modified by experiment) (after Tong') Based on the relationships given above, Figure 11 shows plots of the lateral pressure distributions under point and line loads and gives the positions of the resultant force for various values of the parameter m. Lirw Loa* 0 ►tint Loa* m =0.1 0.2 T = 0.5 m • 0.6 N \ S m•0.7 \ ^ O.a rn • 0.2 c O f J j m -0.3 ' m•O.a 0.6 I A � -00,- P — m L - PM10o1 t 0.1 .60H o 0.6 0.3 .60H 0.2 .76 .50" / 01 .66H 0 . 6 •16 .59H 0.7 4814 I 0.6 .as ASH 1.0 0 .2 A 6 6 TO .S 1.0 Ls VALUE OF o I VALUE OF o '0 Fig. 11 — Horizontal pressures due to Point and line loads (after Navdocks ") � I JOB 4-11 Z A SP TU �� AA . SOIL ENGINEERING SHEET NO. / of !fi CONSTRUCTION, INC. of Northern California _� 6-2-41 _ 9� 927 Arguello Street CALCULATED BY DATE REDWOOD CITY, CALIFORNIA 94063 CHECKED BY 7 - ] 4; — — 9'� (415) 367 -9595 FAX (4 15) 367 -8139 _ DATE SCALE .... oN-S c_,a�l .... h-�fi T�_ -_' c .� _ . AltF , _..... Q SIC _Lo4 , Of 12 ) Z`I C4 it 5 y 4'2_ 7 47 7 h ' 461� S� A ss,z«� zfG lLt LA l.nA ____ -- -_(�,) _ _ _4� _ l._z � �C •� • /mss, r� -�,) ff ^ 1 (z _c,z iOM 201-1 (Single Rohl 2051 (Padded) ® ®Inc.. Groton. Maen. 01471. To Order PHONE TOLL FREE 1800- 7153380 7 SOIL ENGINEERING JOB SHEET NO. g 18 OF CONSTRUCTION, INC of Northern California 927 Arguello Street CALCULATED BY r-" DATE v n -�� REDWOOD CITY, CALIFORNIA 94063 CHECKED BY 7 - Z� — TZ (415) 367.9595 FAX (415) 367 -8139 D ATE SCALE j L . ... .......... 1'1- - r L-t C-4 - r) 7Sz \/ �1 1 1 _ �5 't T� I . {�j �Z r 1 ( 33 3`1T = 3 +Zo -T _ &5(11 .......... __ T _ C•aS 30 °. �_ �'°'o ° r• c36� S (Z - T M-t A GA---S ^o f� l _ ; u S /!) TCF 6, L — .................. - T lV,-7 A -- c-t_.s _ �a tom, - gam � o ?SST T off.tN_i -obi is _ s32.kATr�� l t _ -V.. t 't-r lC_., s v P—c-+',4 Plc? !_! =-SIB Uo h •L_. AOOIICT 204- (Single Sh bsl 205-1(PxC6M) ®® Inc.. GMW, MM. 01471. TOOMN PHONE TOLL FREE 1- 800.22 -M i JOB 4 Z Nf�T v Pt• F. P� . SOIL ENGINEERING SHEET NO. °T of /c3 CONSTRUCTION, INC. of Northern California - L t� 927 Arguello Street CALCULATED BY DATE L v I REDWOOD CITY, CALIFORNIA 94063 (415) 367 -9595 FAX (415) 367 -8139 CHECKED BY DATE 3 SCALE c - _. _. T V-Sr - A CA,,,, T A A c.eTt 'r1zR T RT I V r l f- Q T. I jg r4 ( LfCj , `hfTf,4 3 R-S 13 (,0 I �• � _ _ TES T I �C,� rr' Q n I 1 i [rC, 9 t� 'vim t- F`c��� �'v ►�4 � = Z'S '� _ _ _ # 00= 204-1 Sigle Sheets) 205.1 (PAW) ®s lee.. Gmme. Mass. 01471. To Or* PHONE TOLL FREE 1- 8042253380 - Table 1 Threadbar Anchor (Technical Data) Steel Nomi- Cross Ultimate Working load relative Yield Working load relative Grade nal section load to the ultimate load load to the yield load dia. area Fu - F 0.75 F 0.6 F A f • A F F F /1.8 F t • A (F /1.33} (F F /1.75 1 KSI inch sq.in. KIP KIP KIP KIP KIP KIP KIP KIP KIP N /mm mm mm kN kN - kN kN M kN kN kN - kN 150 1 0.85 127.5 79.7 75.0 70.8 - 63.8 104.6 78.5 62.8 59.8 835/1030 26.5 551 568 355 334 316 284 460 345 276 263 150 ` 1 1 /4 1.25 187.5 117.2 110.3 I 104.2 93.8 153.8 115.4 92.3 87.9 835/1030 32.0 804 828 518 487 ! 460 414 671 503 403 384 150 1 -3/8 1.58 237.0 148.1 139.4 131.7 118.5 194.3 145.7 116.6 111.0 835/1030 f 36.0 1018 1048 655 617 583 524 850 637 510 486 178 1 0.85 151 -3 94.6 89.0 84.1 75.7 132.9 99.7 79.7 I 75.9 1080/1230 26.5 551 678 424 399 377 339 595 446 357 340 j 178 1 1 14 1.25 222.5 139.1 130.9 123.6 111.3 195 -4 146.6 117.2 1 111.7 1080/1230 32.0 804 989 618 582 549 495 868 651 521 1 496 178 1 -3/8 1.58 281.2 175.8 165.4 156.2 140.6 246.9 185.2 148.1 j 141.1 1080/1230 36.0 1018 1252 783 736 696 626 1099 824 659 + 628 i _._ Table 2 Multistrand Anchor with 0.6" dia., 270 ksi and St 1570/1770 strand respectively (Technical Data) No. of Nomi- Cross Ultimate Working load relative Yield Working load relative strands nal section load to the ultimate load load to the yield load dia. t area Fu- I F y = 0.75 F 0.6 F A fu ' Ae F /1.6 F /1.7 j F /1.8 F„ /2.0 f • A (F (F /1.67) F inch sq.in. KIP KIP KIP KIP KIP KIP KIP KIP KIP MITI mm kN kN kN kN kN kN kN kN kN 1 0.6 0.217 58.6 36.6 34.5 32.6 29.3 49.8 37.4 29.9 I 28.5 1 0.6 140 248 155 146 138 124 220 165 i 132 126 4 0.6 0.868 234.4 146.5 137.9 130.2 117 -2 199.2 149.4 119.5 1 113.8 1 4 0.6 f 560 991 619 583 551 496 879 659 527 i 502 9 0.6 ! 1.953 527.3 329.6 310.2 i 292.0 263.7 448.2 336.2 j 268.9 256.1 9 0.6 1260 2230 1394 1312 1239 1115 1978 1487 I 1187 I 1130 12 0.6 2.604 703.1 439.4 413.6 390.6 351.6 597.6 448.2 358.6 341.5 I �12 0.6 I 1680 2974 1858 1749 f 1652 1487 2638 1983 i 1583 1507 15 0.6 I 3.255 878.9 549.3 517.0 488.3 1 439.5 747.0 560.3 448.2 426.9 ,15 0.6 i 2100 3717 2323 • 2186 2065 I 1858 3297 2479 1978 I 1884 19 0 -6 4.123 1113.2 695.8 I 654.8 618 -4 556.6 946.2 709.7 567.7 i 540.7 . 19 0.6 I 266Q 4708 2943 2769 I 2616 2354 4176 3132 2506 2386 27 0.6 i 5.857 1582.2 988.9 930.7 i 879.0 791.1 1344.6 1008.5 I 806.8 768.3 127 0.6 3780 6691 4182 ; 3936 3717 3346 5935 4451 3561 ' 3391 37 0.6 8.029 2168.2 1355.1 1275.4 1204.6 1084.1 1842.6 1382.0 1105.6 1052.9 i 37 0.6 5180 9169 5731 I 5393 i 5094 4584 8133 6100 4880 4647 161 0.6 13 -237 3574.6 2:34.1 ; 2102.7: 1985.9 1787.3 3037.8 2278.4 1822.; 1735.9 1 61 0.6 ! 8540 15116 9443 8892 i 8398 f 7558 13408 10056 8045 7662 Note: By omitting one or more strands from the standard sizes given above. anchor tendons of any intermediate size can be formed. Also available are ancnar tendons from different size stranrt Riwh ac n S noel n a;„ Ai., } 1 JOB Lf RZ M TAN AAv . SOIL ENGINEERING SHEET NO. II OF 115 CONSTRUCTION, INC. of Northern California 927 Arguello Street CALCULATED BY DATE 6, -216- qT7 REDWOOD CITY, CALIFORNIA 94063 (415) 367 -9595 FAX (415) 367 -8139 CHECKED BY DATE _ 6 - 44 6 — 7 7 SCALE I .. _,.... . o f T b?os i T rt <=>F, Alf C�.. ' V srl B S c - S 1't-t P -b — Tuc.o ter~ �9> v H z t DA 'A i �T ro y Z6� _ 3 � �Iz /�� = to , ►� � r�, - �„ ............................. 4M=2041 (Sin* StwN 205 -1 (Padded) J as lnc., Groton. Mass, 01471 . To Order PHONE TOLL FREE 1.800. 225,6380 JOB �i G12 r- t4 V 0,4,/ , SOIL ENGINEERING SHEET NO. 12 As CONSTRUCTION, INC. of Northern California of / n 927 Arguello Street CALCULATED BY FE'S DATE REDWOOD CITY, CALIFORNIA 94063 ��-► DATE — 9 7 (415) 367 -9595 FAX (415) 367 -8139 CHECKED BY SCALE I f4-P<>�. I1 i—=J4 T_ STFt,i -Jl J z - lLF� u L r W L� p rc_ 4 - T (F-4 _ T 411 some 'y 116, y • %a 71 _ z - G1� v75 j 10011OT 201-1 Single SMets) MI (PaM) ®® k., Grow. Mass. 01471. To Order PHONE TOLL FREE 1.800 Y15.M JOB1 SOIL ENGINEERING 13 of �8 SHEET NO. CONSTRUCTION, INC. of Northern California 927 Arguello Street CALCULATED BY r DATE REDWOOD CITY, CALIFORNIA 94063 �•f.� (415) 367 -9595 FAX (415) 367 -8139 CHECKED BV DATE SCALE .... ...... ..... 2 1 vl L 1 C 3 fZ y L - r ,�L��� � �1� EB �� � 1 ...fit Z 77L, vM C- S T 1�-vC - I'y' /tic 1`- t Ut- > Yv>1-Lk C7 E- p b_ �S.12. iiA ' - I2- .4 1 -1 iP- A C-t. _ R o . � a" L _ = o , o 2-1 O ..01 9 - -- C-+-s c. vgc r - zL zr ( _ � _I sac 4 4. . Sff izT sT' c- ss - sl c��-=#4-PH, IrrEt4 z _s T, ZUCT 204- (Single Shnab) 2051 (Pamw) 4 .Inc. OMm. Alas. 01471. To Oft PHONE TOLL PIOE 1 A00 27S6M JOB 4q Z M �T�/ � F, AV • SOIL ENGINEERING SHEET NO. 14 " CONSTRUCTION, INC of Northern California of l0 927 Arguello Street CALCULATED BY DATE L� _ REDWOOD CITY, CALIFORNIA 94063 (415) 367.9595 FAX (415) 367 -8139 CHECKED BY DATE 'V7 SCALE F4 ln��� ...._ � fig • ..°i k,.:. _ i 5��.. S C k S i 4 c7 lJ( v F✓ kit r✓ ��� .4 1 �. U A n . d . o P� rpr L P 71 E, A�k X T A CSI t-1 aC ....... ......... low 204-1 Sin* Shft) 205- 1 )Pam) ®® Inc., Gm1on, M.M. 01471. To Ora PHONE TOLL FREE 1-800.225 M JOB ly E, fl V SOIL ENGINEERING SHEET NO. IS OF /e> CONSTRUCTION, INC of Northern California ��j 927 Arguello Street CALCULATED BY y DATE _ REDWOOD CITY, CALIFORNIA 94063 CHECKED BY 1 1 C. — 0/— (415) 367.9595 FAX (415) 367 -8139 DATE SCALE t s 7f. 11 -° v st, � 4 — rtES /Z " � _ S b 0 tj P►Zov 1��,, f+�Ts uc.,�_ J � r ° _ -�F oc� o� t ' r c _.C.oNT /Nvw� N c ? e-0 ult 1 ........................ .......... 'fl0M (Single ShWs) 205-1(PWW) ®® Inc.. Groton, Mass. 01071. To Order PRONE TOLL ME 14*Z!5 -M JOB 4 t - 1 2i 14 "Tvu , SOIL ENGINEERING SHEET NO. OF CONSTRUCTION, INC of Northern California �,(j 927 Arguello Street CALCULATED BY h"4 DATE C — % 7 REDWOOD CITY, CALIFORNIA 94063 —Z� (415) 367 -9595 FAX (415) 367 -8139 CHECKED BY DATE SCALE �s 1z't r v_C -r4 .. ........ ......... . IM �c �%° 4� V ' 4f�t �1- o� •�. U t S l�u ov t ..._74t _ b -- . T I A -C-t . _ _ fib.. t s I fo ! 'I � c t // .. ......... . = - le, Ll gm t4 YC, 1 2, '' G c- - 7 • t�� � v�t�t Fotu -E,v E_. S w- _24. "1_ 1 i " S'_ _t eC.__.. v sIt_ 4 T,1 C & e _. 4MUCT294-1 0916 Metal 205-1 (Padded) ®® hx.. cam. Mass. 01471. m order PHW TOLL FREE I- W225 -M Lr�• 2 1`� �T y � � ,gJV SOIL ENGINEERING JOB CONSTRUCTION, of 19 Ig CONSTRUCTION, INC of Northern California 927 Arguello Street CALCULATED BY '1 DATE REDWOOD CITY, CALIFORNIA 94063 (415) 367 -9595. FAX (415) 367 -8139 CHECKED BY -DATE. SCALE t2.`' c am. - Ca ... .................... ir (w 1, 2 IZ %�� tuo S N IOOUCT 2d -1 )8in8N SAee1s) 205-1 (Padded) ®® Inc., GMW, Abu. 01171. To Order PHONE TOLL flIEF 1- 800.225_6390 I- JO 4f 2 N&T'?�- E— AVV SOIL ENGINEERING SHEET NO. 18 OF 18 CONSTRUCTION, INC. of Northern California 7 927 Arguello Street CALCULATED BY DATE L`O —� REDWOOD CITY, CALIFORNIA 94063 �� (415) 367 -9595 FAX (415) 367 -8139 CHECKED BY DATE SCALE . f .o 'k E� C_ i Ii ....Z it i ............... i _3f 1 F rr s P Cit ekS V S �- t--111 s 45 S p t� C'EC uj , CAT - r �" K. r a "TV7 p _. '?E-1>�A-*4E-W T T- �i T C,4 7te ,mss � �. � �. � _ _ T Wad_ I_ i 2Z i�� ��� R00=204- (Single Sheets) 205-1(Padded) ®® Inc, GMM, Mass. 01471. 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Mr. Hans Jensen JUL 24 1997 Engineering Department _ s _ ; , , CE .7 ty . City of Encinitas , p���c +` CITY �� NU f FROM: Mr. Bob Mahony & John Niven Soil Engineering Construction, Inc. RE: Updated Geotechnical Review / Request for Emergency Processing Proposed Upper Bluff Retention System Harlow Residence, 492 Neptune Avenue Encinitas. California Soil Engineering Construction (SEC) has prepared the following, updated geotechnical review in response to recent upper bluff failures at the subject site. As noted in the conclusions of this review, the sudden and unexpected failures occurring during the past 120 days have promoted a level of bluff instability which places the residence on this property under imminent threat of failure. In addition, a recent on -site evaluation has revealed that failure at the northern property terminus has approached within four (4) feet of the existing caissons supporting the Oakley Upper Bluff Retention System at 498 Neptune Avenue. Continued failure / erosion will cause lateral failure to the east of this retention system. This review includes the results of our upper bluff stability analyses, conclusions and recommendations for the upper bluff retention system. This review utilizes, as a base for substantiating revised changes in overall bluff stability, information presented in the existing geotechnical report prepared by Earth Systems Design Group, dated October 26, 1992. Some geotechnical information presented in that report is not included herein; therefore, the prior report should be utilized in conjunction with this review. Specific recommendations provided under the purview of this review supersede those presented in the referenced document. SOIL enelnumne conSCIucrlon. Ms. Langager & Mr. Jensen City of Encinitas July 24, 1997 Page 2 PROJECT DE SCRIPTION The proposed project will consist of 80 lineal feet of upper bluff retaining system, utilizing drilled steel reinforced concrete caissons, approximately 40 feet in depth with a grade beam and tieback retaining system along the existing top of bluff (see construction plans). The proposed upper bluff retaining system will be built in a similar fashion to the existing upper bluff retention systems located adjacent to the site, on the north and south. The upper bluff retention system will abut the north end of the Knotts (478 & 480 Neptune Avenue) and the south end of the Oakley (498 Neptune Avenue) upper bluff retaining systems. SLOPE STARRHY ANAL Presented herein are the results of our upper bluff slope stability analyses for e subject site. The purpose of the analyses was to find th minimum factors of safety with respect to sliding for the existing upper bluff conditions. The analyses was performed for both static and seismic conditions Utilizing the Modified Bishops Method of Slices (STABL5M computer program) and the results are discussed herein. The location of the assumed most critical bluff cross section A -A', shown on the attached Plate 1, represent the bluff slope used in our analyses. Cross section A -A' is also presented on Plate 1. The computer printouts are included in this review and are attached. For the stability analysis, the soil strength parameters were assumed based on the laboratory test results presented in the December 11, 1995 report. Assumed design soil parameters used for our analysis are as follows: Maiew�d S 'x�ed Unit Tom U* Terrace Deposits (Upper- 106 120 270 33 B1 Ms. Langager & Mr. Jensen City of Encinitas July 24, 1997 Page 3 Sbe�. Umt Tata11 lUae F W,.: ... Torrey Sandstone (Lower 116 126 1000 35 LBWM - -- - - - -- -9 Seismic criteria are included in the slope stability analyses. The slope stability analysis uses a pseudo - static method with a Seismic Coefficient of 0.18 gravity. The calculated factor of safety with respect to sliding for each load case are presented below: Bfuit'f Ct�n Isar C[i i��cwrac Upper Bluff Analysis Before Construction Static Analysis- 1.23 Pseudo-Static Analysis - 0.95 Upper Bluff Analysis After Construction Static Analysis- 1.64 Pseudo-Static Analysis - 1.23 CONCLUSIONS AND RECOMMENDATIONS Based on the findings presented above, it is recommended that a upper bluff retaining system be constructed at the site. Our engineering analyses, supported by the recent observations, by the owner of 492 Neptune, of upper bluff failures at the north end of the property, indicates that the recommended construction of the upper bluff retaining system proceed immediately and it's presence is imperative to prevent imminent substantial failure of a degree sufficient to impact the residential structures on the site. In addition, we have included a cross - section (Plate 1) depicting the existing bluff conditions and a projected slope configuration assuming that the upper terrace sands lay at their angle of repose, Ms. Langager & Mr. Jensen City of Encinitas July 24, 1997 Page 4 approximately 35 degrees. It is our opinion that if the upper bluff retention system proposed is not constructed, imminent failure of the upper bluff will occur and loss of the existing residence will also occur. If the proposed seawall project is delayed, we recommend that the City of Encinitas and the California Coastal Commission provide SEC and the owners assurance that these conditions will not adversely effect the subject property. Thank you, in advance, for providing your immediate attention, review and comments to this review. If you have any questions, require additional materials, or would desire an on -site meeting, please call me a (760) 633 -3470. o Q �kOFESS /p� Sincerely, CD No. G 54 2 EXP. 06/30/01 Robert Mahony, G.E. 554, C.E.G. 847 ' # John W. Niven, P.E. 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Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. k 1 } 1 116.0 126.0 1000.0 35.0 .00 .0 0 2 106 0 116 0 • 270.0 33.0 .00 - -- ----- - - --- -- --------------------------- ------------------------ U ------ BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (lb /sqft) (deg) 1 283.00 333.00 140.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. ------------------------------------ i --------------------------------------------- A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 205.00 ft. and X = 232.00 ft. Each Surface Terminates Between X = 283.00 ft. and X = 345.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. -------------------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 217.93 137.61 3 230.57 145.69 4 242.90 154.22 5 254.91 163.21 6 266.59 172.62 7 277.91 182.46 8 285.97 190.00 Circle Center At X = 5.7 ; Y = 483.5 and Radius, 405.8 * ** 1.225 * ** Individual data on the 11 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge 'lice Width Weight Top Bot• Norm Tan Hor Ver Load No Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 12.9 4627.6 .0 .0 .0 .0 .0 .0 .0 2 12.6 13045.5 .0 .0 .0 .0 .0 .0 .0 3 1.4 1978.3 .0 .0 .0 .0 .0 .0 .0 4 8.0 17428.7 .0 .0 .0 .0 .0 .0 .0 5 2.9 8793.0 .0 .0 .0 .0 .0 .0 .0 6 5.1 16584.2 .0 .0 .0 .0 .0 .0 .0 7 6.9 21532.3 .0 .0 .0 .0 .0 .0 .0 8 11.7 27334.1 .0 .0 .0 .0 .0 .0 .0 9 11.3 14952.0 .0 .0 .0 .0 .0 .0 .0 10 5.1 2782.2 .0 .0 .0 .0 .0 .0 .0 11 3.0 437.6 .0 .0 .0 .0 .0 .0 415.9 Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 224.81 144.88 3 237.57 152.76 4 250.03 161.11 5 262.16 169.93 6 273.95 179.21 7 285.38 188.93 8 286.55 190.00 Circle Center At X = 25.1 ; Y = 482.9 and Radius, 392.6 * ** 1.299 * ** ---------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 218.86 135.73 3 232.49 142.00 4 245.86 148.79 5 258.96 156.10 6 271.77 163.91 7 284.26 172.21 8 296.42 181.00 9 307.91 190.00 Circle Center At X = 64.6 ; Y = 489.1 and Radius, 385.6 * ** 1.429 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.90 131.76 3 234.42 135.50 4 248.32 141.16 5 261.32 148.63 6 273.21 157.77 7 283.77 168.43 8 292.80 180.40 9 298.19 190.00 Circle Center At X = 199.4 ; Y = 241.5 and Radius. 111.6 * ** 1.431 * ** --------------------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 225.25 152.50 2 238.77 159.00 3 251.83 166.38 4 264.38 174.60 5 276.35 183.63 6 283.73 190.00 Circle Center At X = 135.6 ; Y = 356.6 -and Radius, 222.9 * ** 1.478 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 226.44 140.53 3 240.70 145.19 4 254.34 151.42 5 267.20 159.14 6 279.11 168.27 7 289.92 178.67 8 299.31 190.00 Circle Center At X = 192.3 ; Y = 269.2 and Radius, 133.2 * ** 1.489 * ** Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 225.25 152.50 2 237.98 160.43 3 250.68 168.41 4 263.35 176.44 5 275.99 184.52 6 284.51 190.00 Circle Center At X = * * * * ** Y = 3529.6 and Radius, 3974.4 * ** 1.510 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.86 132.05 3 234.42 135.67 4 248.50 140.84 5 261.95 147.47 6 274.62 155.51 7 286.35 164.86 8 297.01 175.40 9 306.49 187.03 10 308.43 190.00 Circle Center At X = 193.5 ; Y = 268.9 and Radius, 139.3 * ** 1.520 * ** ------------------------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 225.25 152.50 2 238.07 160.29 3 250.88 168.10 4 263.68 175.92 5 276.47 183.76 6 286.64 190.00 Circle Center At X = * * * * ** ; Y = * * * * ** and Radius, * * * * ** * ** 1.545 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 218.50 145.00 2 233.15 148.24 3 247.27 153.29 4 260.65 160.07 5 273.08 168.47 6 284.35 178.37 7 294.30 189.59 8 294.58 190.00 Circle Center At X = 200.1 Y = 262.9 and Radius, 119.3 * ** 1.556 * ** z 0 M N H F 4 or Vl wl o°° MN PA c�N m f, Ofdo ' 1%0 c � a� �4 _ r 0 � I II lA a„ � .7 tA - al l �••+T� In ox Q WON J= ZU a N•i x L6rr 10 A qo -J Li I ow am =0 #n J 0 i - Mw ��o � V wu 0 � A Wi ox sl u ul W4D L±7tj ND+ x in ul I ** PCSTABLSM ** by Purdue University --------------------------------------- - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 07 -14 -97 Time of Run: 8:41am Run By: JWN Input Data Filename: C:HAR9.DAT Output Filename: C:HAR9.OUT Plotted Output Filename: C:HAR9.PLT PROBLEM DESCRIPTION HARLOW RESIDENCE -UPPER BLUFF ANALYSIS PSEUDO STATIC COND. BEFORE CONSTRUCTION BOUNDARY COORDINATES 8 Top Boundaries 9 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 102.00 200.00 104.00 1 2 200.00 104.00 200.10 113.00 1 3 200.10 113.00 201.00 113.10 1 4 201.00 113.10 205.00 130.00 1 5 205.00 130.00 232.00 160.00 2 6 232.00 160.00 240.00 180.00 2 7 240.00 180.00 248.00 190.00 2 8 248.00 190.00 348.00 190.00 2 9 205.00 130.00 348.00 130.00 1 ----------------------------------------------------- ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 �I 1 116.0 126.0 1000.0 35.0 .00 .0 0 2 106.0 116.0 270.0 33.0 .00 - -- --------------------------------------------------------------------------- BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (lb /sqft) (deg) 1 283.00 333.00 140.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pressure = .0 psf ----------------------------------------------- A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 205.00 ft. and X = 232.00 ft. Each Surface Terminates Between X = 283.00 ft. and X = 345.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. ------------------------------------------------ Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 217.93 137.61 3 230.57 145.69 4 242.90 154.22 5 254.91 163.21 6 266.59 172.62 7 277.91 182.46 8 285.97 190.00 Circle Center At X = 5.7 ; Y = 483.5 and Radius, 405.8 * ** .948 * ** Individual data on the 11 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge I Ai a Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 12.9 4627.6 .0 .0 .0 .0 694.1 .0 .0 2 12.6 13045.5 .0 .0 .0 .0 1956.8 .0 .0 3 1.4 1978.3 .0 .0 .0 .0 296.7 .0 .0 4 8.0 17428.7 .0 .0 .0 .0 2614.3 .0 .0 5 2.9 8793.0 .0 .0 .0 .0 1318.9 .0 .0 6 5.1 16584.2 .0 .0 .0 .0 2487.6 .0 .0 7 6.9 21532.3 .0 .0 .0 .0 3229.8 .0 .0 8 11.7 27334.1 .0 .0 .0 .0 4100.1 .0 .0 9 11.3 14952.0 .0 .0 .0 .0 2242.8 .0 .0 10 .5.1 2782.2 .0 .0 .0 .0 417.3 .0 .0 11 3.0 437.6 .0 .0 .0 .0 65.6 .0 415.9 Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 224.81 144.88 I 3 237.57 152.76 4 250.03 161.11 5 262.16 169.93 6 273.95 179.21 7 285.38 188.93 8 286.55 190.00 Circle Center At X = 25.1 ; Y = 482.9 and Radius, 392.6 * ** 1.000 * ** -------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 218.86 135.73 3 232.49 142.00 4 245.86 148.79 5 258.96 156.10 6 271.77 163.91 7 284.26 172.21 8 296.42 181.00 9 307.91 190.00 Circle Center At X = 64.6 ; Y = 489.1 and Radius, 385.6 * ** 1.073 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.90 131.76 3 234.42 135.50 4 248.32 141.16 5 261.32 148.63 6 273.21 157.77 7 283.77 168.43 8 292.80 180.40 9 298.19 190.00 Circle Center At X = 199.4 ; Y = 241.5 and Radius, 111.6 i * ** 1.115 * ** --------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 225.25 152.50 2 238.77 159.00 3 251.83 166.38 4 264.38 174.60 5 276.35 183.63 6 283.73 190.00 Circle Center At X = ,135.6 ; Y = 356.6 and Radius, 222.9 * ** 1.126 * ** Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 226.44 140.53 3 240.70 145.19 4 254.34 151.42 5 267.20 159.14 6 279.11 168.27 7 289.92 178.67 8 299.31 190.00 Circle Center At X = 192.3 ; Y = 269.2 and Radius, 133.2 * ** 1.138 * ** ----------------------------------------------------- Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 225.25 152.50 2 237.98 160.43 3 250.68 168.41 4 263.35 176.44 5 275.99 184.52 6 284.51 190.00 Circle Center At X = * * * * ** ; Y = 3529.6 and Radius, 3974.4 * ** 1.145 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) '(ft) 1 205.00 130.00 2 219.86 132.05 3 234.42 135.67 4 248.50 140.84 5 261.95 147.47 6 274.62 155.51 7 286.35 164.86 8 297.01 175.40 9 306.49 187.03 10 308.43 190.00 Circle Center At X = 193.5 ; Y = 268.9 and Radius, 139.3 * ** 1.159 * ** ------------------------------------------------ Failure Surface Specified By 6 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 225.25 152.50 2 238.07 160.29 3 250.88 168.10 4 263.68 175.92 5 276.47 183.76 6 286.64 190.00 Circle Center At X = * * * * ** Y = * * * * ** and Radius, * * * * ** * ** 1.165 * ** i Failure Surface Specified By 8 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 218.50 145.00 2 233.15 148.24 3 247.27 153.29 4 260.65 160.07 5 273.08 168.47 6 284.35 178.37 7 294.30 189.59 8 294.58 190.00 Circle Center At X = 200.1 ; Y = 262.9 and Radius, 119.3 * ** 1.186 * ** i m W S ••7 � � Y'/ um W� ................ L6N s' m A+Va - N bk �+ LOO ; �+ U3 — m� Uh 55, Nd c F � XO cc d,. tir L6 L6 . it Nrl V7 R1 D �+rti d W OX W� LM .. J a in a m N X � , N m pq c;m .� ** PCSTABLSM ** by Purdue University ------------------------------------------ - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices Run Date: 07 -14 -97 Time of Run: 8:27am Run By: JWN Input Data Filename: C:HAR8.DAT Output Filename: C:HAR8.OUT Plotted Output Filename: C:HAR8.PLT PROBLEM DESCRIPTION HARLOW RESIDENCE -UPPER BLUFF ANALYSIS STATIC CONDITION AFTER CONSTRUCTION BOUNDARY COORDINATES 8 Top Boundaries 9 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 102.00 200.00 104.00 1 2 200.00 104.00 200.10 113.00 1 3 200.10 113.00 201.00 113.10 1 4 201.00 113.10 205.00 130.00 1 5 205.00 130.00 232.00 160.00 2 6 232.00 160.00 240.00 180.00 2 7 240.00 180.00 248.00 190.00 2 8 248.00 190.00 348.00 190.00 2 9 205.00 130.00 348.00 130.00 1 ------------------------------------------------------ ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 i 1 116.0 126.0 1000.0 35.0 .00 .0 0 2 106.0 116.0 270.0 33.0 00 .0 0 ---------------------------------------- BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (lb /sqft) (deg) 1 283.00 333.00 140.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. ----------------------------------- -------------------------------------------- Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Will Deflect Surfaces Upward Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (f 1 262.90 150.00 263.00 190.00 ----------------------------------------------------- A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 205.00 ft. and X = 232.00 ft. Each Surface Terminates Between X = 283.00 ft. and X = 345.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. ----------------------------------------------------- i t Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical_ First. * * Safety Factors Are Calculated By The Modified Bishop Method Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 220.00 130.19 3 234.83 132.40 4 249.23 136.61 5 262.93 142.73 6 275.66 150.65 7 287.21 160.23 8 297.35 171.28 9 305.90 183.61 10 309.15 190.00 Circle Center At X = 211.3 ; Y = 239.4 and Radius, 109.6 * ** 1.638 * ** Individual data on the 13 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge lice Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 15.0 13100.8 .0 .0 .0 .0 .0 .0 .0 2 12.0 28304.0 .0 .0 .0 .0 .0 .0 .0 3 2.8 9420.2 .0 .0 .0 .0 .0 .0 .0 4 5.2 22112.3 .0 .0 .0 .0 .0 .0 .0 5 8.0 42330.4 .0 .0 .0 .0 .0 .0 .0 6 1.2 6996.6 .0 .0 .0 .0 .0 .0 .0 7 13.7 73054.2 .0 .0 .0 . 0 .0 .0 .0 8 12.7 58470.8 .0 .0 .0 . 0 .0 .0 .0 9 7.3 28230.9 .0 .0 .0 .0 .0 .0 . 0 10 4.2 14061.8 .0 .0 .0 .0 .0 .0 589.3 11 10.1 26059.0 .0 .0 .0 .0 .0 .0 1419.7 12 8.5 11375.1 .0 .0 .0 .0 .0 .0 1196.8 13 3.2 1100.5 .0 .0 .0 .0 .0 .0 454.9 Failure Surface Specified By 9 Coordinate Points i i Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 220.00 129.94 3 234.81 132.33 4 249.03 137.10 5 262 .28 144.13 6 274.21 153.22 7 284.50 164.14 8 292.87 176.59 9 298.98 190.00 Circle Center At X = 212.9 Y = 221.3 and Radius, 91.7 * ** 1.655 * ** ------------------------------------------------------ Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.98 129.24 3 234.80 131.59 4 248.81 136.94 5 261.42 145.06 6 272.08 155.61 7 280.34 168.13 8 285.84 182.09 9 287.18 190.00 Circle Center At X = 216.1 ; Y = 201.5 and Radius, 72.4 * ** 1.662 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.61 133.38 3 234.02 137.58 4 248.16 142.57 5 262.00 148.35 6 275.50 154.89 i 7 288.61 162.17 8 301.30 170.18 9 313.52 178.88 10 325.23 188.25 11 327.18 190.00 Circle Center At X = 151.8 ; Y = 392.9 and Radius, 268.3 * ** 1.683 * ** ---------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 226.75 137.44 3 241.55 139.88 4 255.74 144.75 5 268.92 151.91 6 280.72 161.17 7 290.81 172.26 8 298.92 184.88 9 301.11 190.00 Circle Center At X = 219.6 ; Y = 226.9 and Radius, 89.8 * ** 1.695 * ** Failure Surface Specified By 11 Coordinate Points i Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.80 132.47 3 234.39 135.95 t 4 248.70 140.42 j 5 262.68 145.87 6 276.24 152.28 7 289.34 159.60 8 301.89 167.80 9 313.85 176.85 10 325.16 186.71 1 11 328.46 190.00 Circle Center At X = 176.6 ; Y = 345.8 and Radius, 217.6 * ** 1.731 * ** -------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 226.63 135.58 3 241.59 136.65 4 256.05 140.65 5 269.42 147.44 6 281.19 156.74 7 290.89 168.18 8 298.14 181.31 9 300.87 190.00 Circle Center At X = 228.8 ; Y = 211.0 and Radius, 75.4 * ** 1.870 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.97 130.94 3 234.81 133.16 4 249.40 136.64 5 263.64 141.35 6 277.42 147.27 7 290.65 154.34 8 303.23 162.51 9 315.06 171.73 10 326.06 181.93 11 333.40 190.00 Circle Center At X = 201.5 ; Y = 305.3 and Radius, 175.3 * ** 1.871 * ** ---------------------------------------------------------- i Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.67 133.11 3 234.20 136.85 4 248.56 141.19 5 262.72 146.14 6 276.65 151.69 7 290.34 157.82 8 303.76 164.53 9 316.88 171.80 10 329.68 179.62 11 342.14 187.97 12 344.90 190.40 Circle Center At X = 139.2 ; Y = 476.4 and Radius, 352.6 * ** 1.911 * ** Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 226.71 136.43 3 241.67 137.60 4 256.28 140.99 5 270.22 146.53 6 283.18 154.08 7 294.87 163.48 8 305.02 174.52 9 313.41 186.96 10 314.86 190.00 Circle Center At X = 226.5 ; Y = 236.1 and Radius, 99.7 * ** 1.958 * ** II i •` r m H +ti M F 0 Hao ...;. d L Cog Plr/ •� ' s O..y y 3 A NQ 0 0; 4 00 1 W r ` all 4100 U1 �.� UWoc. I t� 1.6 f+ N� U7 L6 • 4 Ajj J Ic A o 3f •�� Z IP M kv G4 Wo 0 WE ZE V7 W A� r. 14NNNMMMMMII a *.gMMi!'noN000 1 94 N 6 N � X Q U I N ** PCSTABLSM ** by Purdue University ------------------------------------------- - -Slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencers Method of Slices Run Date: 07 -14 -97 Time of Run: 8:58am Run By: JWN Input Data Filename: C:HARIO.DAT Output Filename: C:HARI0.OUT Plotted Output Filename: C:HARI0.PLT PROBLEM DESCRIPTION 'HARLOW RESIDENCE -UPPER BLUFF ANALYSIS PSEUDO STATIC COND. AFTER CONSTRUCTION BOUNDARY COORDINATES 8 Top Boundaries 9 Total Boundaries Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 100.00 102.00 200.00 104.00 1 2 200.00 104.00 200.10 113.00 1 3 200.10 113.00 201.00 113.10 1 4 201.00 113.10 205.00 130.00 1 5 205.00 130.00 232.00 160.00 2 6 232.00 160.00 240.00 180.00 2 7 240.00 180.00 248.00 190.00 2 8 248.00 190.00 348.00 190.00 2 9 205.00 130.00 348.00 130.00 1 ------------------------------------------------------ ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. i i 1 116.0 126.0 1000.0 35.0 .00 .0 0 ---- - - - - -- - 106 - 116.0 270.0 33.0 .00 .0 0 BOUNDARY LOAD(S) 1 Load(s) Specified Load X -Left X -Right Intensity Deflection No. (ft) (ft) (lb /sqft) (deg) 1 283.00 333.00 140.0 .0 NOTE - Intensity Is Specified As A Uniformly Distributed Force Acting On A Horizontally Projected Surface. A Horizontal Earthquake Loading Coefficient Of .150 Has Been Assigned A Vertical Earthquake Loading Coefficient Of .000 Has Been Assigned Cavitation Pressure = .0 psf -------------------------------------------------- Searching Routine Will Be Limited To An Area Defined By 1 Boundaries Of Which The First 0 Boundaries Will Deflect Surfaces Upward Boundary X -Left Y -Left X -Right Y -Right No. (ft) (ft) (ft) (f 1 262.90 150.00 263.00 190.00 -------------------------------------------------- A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 125 Trial Surfaces Have Been Generated. 25 Surfaces Initiate From Each Of 5 Points Equally Spaced Along The Ground Surface Between X = 205.00 ft. and X = 232.00 ft. Each Surface Terminates Between X = 283.00 ft. and X = 345.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = .00 ft. 15.00 ft. Line Segments Define Each Trial Failure Surface. --------------------------------------------- Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.61 133.38 3 234.02 137.58 4 248.16 142.57 5 262.00 148.35 6 275.50 154.89 7 288.61 162.17 8 301.30 170.18 9 313.52 178.88 10 325.23 188.25 11 327.18 190.00 Circle Center At X = 151.8 ; Y = 392.9 and Radius, 268.3 * ** 1.231 * ** Individual data on the 14 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge lic5 Width Weight Top Bot Norm Tan Hor Ver Load No. Ft(m) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) Lbs(kg) 1 14.6 9955.6 .0 .0 .0 .0 1493.3 .0 .0 2 12.4 23542.3 .0 .0 .0 .0 3531.3 .0 .0 3 2.0 5391.2 .0 .0 .0 .0 808.7 .0 .0 4 6.0 21494.8 .0 .0 .0 .0 3224.2 .0 .0 5 8.0 37224.6 .0 .0 .0 .0 5583.7 .0 .0 6 .2 805.3 .0 .0 .0 .0 120.8 .0 .0 7 13.8 65358.6 .0 .0 .0 .0 9803.8 .0 .0 8 13.5 54920.4 .0 .0 .0 .0 8238.1 .0 .0 9, 7.5 26249.8 .0 .0 .0 .0 3937.5 .0 .0 10 5.6 17489.5 .0 .0 .0 .0 2623.4 .0 786.0 11 12.7 32032.7 .0 .0 .0 .0 4804.9 .0 1775.8 12 12.2 20033.2 .0 .0 .0 .0 3005.0 .0 1710.4 13 11.7 7984.8 .0 .0 .0 .0 1197.7 .0 1639.6 14 1.9 180.2 .0 .0 .0 .0 27.0 .0 272.7 Failure Surface Specified By 10 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 220.00 130.19 3 234.83 132.40 4 249.23 136.61 5 262.93 142.73 6 275.66 150.65 7 287.21 160.23 8 297.35 171.28 9 305.90 183.61 10 309.15 190.00 Circle Center At X = 211.3 ; Y = 239.4 and Radius, 109.6 * ** 1.257 * ** ------------------------------------------------------ Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.80 132.47 3 234.39 135.95 4 248.70 140.42 5 262.68 145.87 6 276.24 152.28 7 289.34 159.60 8 301.89 167.80 9 313.85 176.85 10 325.16 186.71 11 328.46 190.00 Circle Center At X = 176.6 ; Y = 345.8 and Radius, 217.6 * ** 1.266 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 226.75 137.44 3 241.55 139.88 4 255.74 144.75 5 268.92 151.91 6 280.72 161.17 7 290.81 172.26 8 298.92 184.88 9 301.11 190.00 Circle Center At X = 219.6 ; Y = 226.9 and Radius, 89.8 * ** 1.308 * ** ---------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 220.00 129.94 3 234.81 132.33 4 249.03 137.10 5 262.28 144.13 6 274.21 153.22 7 284.50 164.14 8 292.87 176.59 9 298.98 190.00 Circle Center At X = 212.9 ; Y = 221.3 and Radius, 91.7 * ** 1.309 * ** Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) i i 1 205.00 130.00 2 219.67 133.11 3 234.20 136.85 4 248.56 141.19 5 26 2.72 146.14 6 276.65 151.69 7 290.34 157.82 8 303.76 164.53 9 316.88 171.80 10 329.68 179.62 11 342.14 187.97 12 344.90 190.00 Circle Center At X = 139.2 Y = 476.4 and Radius, 352.6 * ** 1.352 * ** ------------------------------------------------- Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.98 129.24 3 234.80 131.59 4 248.81 136.94 5 261.42 145.06 6 272.08 155.61 7 280.34 168.13 8 285.84 182.09 9 287.18 190.00 Circle Center At X = 216.1 ; Y = 201.5 and Radius, 72.4 * ** 1.358 * ** Failure Surface Specified By 11 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 219.97 130.94 3 234.81 133.16 4 249.40 136.64 5 263.64 141.35 6 277.42 147.27 f i 7 290.65 154.34 8 303.23 162.51 9 315.06 171.73 10 326.06 181.93 11 333.40 190.00 Circle Center At X = 201.5 ; Y = 305.3 and Radius, 175.3 * ** 1.360 * ** ----------------------------------------- Failure Surface Specified By 12 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 205.00 130.00 2 220.00 130.32 3 234.91 131.92 4 249.63 134.80 5 264.05 138.93 6 278.07 144.28 7 291.57 150.81 8 304.46 158.48 9 316.65 167.22 10 328.04 176.98 11 338.56 187.68 12 340.48 190.00 Circle Center At X = 208.9 ; Y = 304.1 and Radius, 174.2 * ** 1.438 * ** Failure Surface Specified By 9 Coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 211.75 137.50 2 226.63 135.58 3 241.59 136.65 4 256.05 140.65 5 269.42 147.44 6 281.19 156.74 7 290.89 168.18 8 298.14 181.31 9 300.87 190.00 1 Circle Center At X = 228.8 ; Y = 211.0 and Radius, 75.4 * ** 1.456 * **