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1999-5917 G/TE (Plans) V Z I— V Z O V r� Z w W � Z V REPAIRS TO UPPER BLUFF W aE _I O i Z Z y — H J� U W OZ� C� Z 0 U Q �pF ES� O Mq 1 C PREPARED FOR• 5 - W D(P.6 -30 -01 OF CAI.�F j MR MRS RICHARD MATTINGLE 79 N PTUN AV NU ENCINITAS CA IFO NIA 9202 i i i L i i O . U m f SHEET INDEX w 1. COVER SHEET a- p w f 2. SITE PLAN AND VICINITY MAP Z . ww� 3. PLAN AND PROFILE SECTION A—A Lo > o F-- w Q - 4. SECTIONS, DETAILS AND NOTES REVIEWED FOR CONFORMANCE Off W Q Z U RESOLUTION PC 2mot -11 MUP Pool vi BY CITY OF ENCINITAS f-- J C� W �_ EN Q ? Z ! GINE RING DE COMMUNITY DEV ENT Z DATE: DATE: 1 3 . -g. o; Q 0) U THESE !CANS SAVE REEK AND APPROVED BY CIT THE Y OF � M w CINITAS ENGINEERING DEPARTMENT AS : BUILT )ENI QE# � FU ►a. W. N� DATE — j Fy o SIGN rE I -se-ss PROJECT AUTHORIZED SIGNATURE M-o�e E . 12 1 /05 a '� M. NO. RCE ETATE CIVIL DF © -aUR.T 10 /lS/f!3 CALW REVI510N TITLE REVISION y• DESOWD BY: 3 °1 CHECKED BY: DATE low ` 917 5 6 f L �e + O g ii k x M 92.66 93 k P� 89 • 90 .66 N hh 1 x93 20 U O � t t Ver Fh _.IW� 9 3.9 i y Den rre _ O ? 8 9. x J ___ e - U Z 90 - w O �� � � 93 WESTERL TION x 45 OF NORTHERLY INE 3� SEE SHEET 3 OF 4 QROFESS/O e _ . x 92 FOR SITE PLAN L - - 22 Z 4 y y' I w No. 554 9 GE z W r . 4 �, _ x93• �� i M °` U .. .. _ � EXP.6 - 30 - 01 O p OF CAL�F U 91 .95 _ BUILDING FOOTPRINT MATrINGLEY N ,38 U RESIDENCE 794 NEPTUNE AVENUE W Q k 94 92.23 6 Q Asph W Z - Z Q d. a` D x Q • — • — �p a- 93 21 Z B ea W 4 v APPROXIMATE Z 3 L V PROPERTY LINE >< Z 1 WESTERL PROLONGATION , W OF SOUTHERLY LINE p8 U V) > 9x 56 9 w� e ,'..... k 4 .64 rb U. k If l x J o� o�sp 94 ' 9 2 sllarrAU cr ° � ° a � V,�ps O 0 � B LUFF WALL eLvo W © 0' MONITORING PROGRAM — ROPp, s 0 - U W Q SITE PLAN EXISII SITE , - ANNUAL MEASUREMENT TABLE SCALEi 1' =20' NORTH W W 10/17/2003 D MATTINGLEY RESIDENCE y O (j) Q O 794 NEPTUNE AVE - ENCINITAS NNE ~ (L LLJ _3 W _3 POINT DISTANCE TO BLUFF EDGE C -1 21' -0" y 0� Z U C -2 22' -3" �� 5 Z) w C -3 24' -0" The berichlrrark used for Oft plat Is San Diego County n t^ J (n C-4 28' -6" Vertical Control Mommiamt No. O.C. 141, located on the east 0 C -5 27'-6" side or Hwy. 101, NSO' south or the csnterl" of CI Portal 0- �OMVS W I . . - this Jtreet In ong Of L volmitas, CA. EI. G8.gI8 M.'Sl. �Z 51 Z z Z NOTE: Q 0) Z A LL SURVEY POINTS CAN BE IDENTIFIED BY NAILS `� � � r* W PLACED IN THE HOUSE. ALL MEASUREMENTS ARE _ T AKEN FROM THE NAIL TO THE LEADING BLUFF EDGE. S� FllE No. T}►ENA ST WE VICINITY MAP PROJECT ' - " I10-D,6 OM. No. © AS -BUILT 10/15/03, REVISION . REVISION REVISION DESIGNED BY: CHECKED BY: ROM 2 OF 4 5917 -G C: ifes os s emp - wg; Plotting Time: Lost o ie 100 ? T.O.P.W. EXISTING EL. 92.5'* HOUSE 0' 90 a Z 80 z I- ` � (N) TIEBACK �9 z 70 (E) SLOPE APPROX. W 3f 1.5:1 TO 1:1 (H:N) PROPOSED 30" DIA. / DRILLED PIER BURIED RETAI 60 I j B.O.P.W. Z _I �- / EL. 56.5* p p — Z 50 _ ►-- _�I� J w / O Z O � Z Z 40 w o / w w ANGLE OF REPOSE OF TERRACE DEPOSITS TERRACE DEPOSIT SANDS (UNCONSOLIDATED SANDS) 30 OQR MA D � -fl N BE BUILT UNDER ��`�O• h0,�,� SEPARATE CONTRACT, c SEE PROJECT No. 99 -017 No. C N0. GE 554 16459 W * c3 ` EXP.6 30 01� 20 OF CM.��� RDATH FORMATION 10 w � J BEACH PROFILE SECTION A -A o 0 SCALE: 1 " =10' - N, Q \ \ TORREY FORMATION (SANDSTONE) 0 z i Q Z WESTERLY PROLONGATION OF NORTHERLY LINE Vc rY Heo,,), t U sh 9 91.3 � l 93.7 44 17't RETURN WALL T NORTH J m SPACE B z SHALL BE CIE IC LY 0 w Q TO DEPTH A PF 2 ' r- - BUILDING FOOTPRINT MATTINGLEY - LL, U - RESIDENCE 794 NEPTUNE AVENUE L) jQ Z lit z z Z '� a o w o U 94.5 z 0 (/� Q LL LL- A - 2 w r n z u 1 U t w -0" _ IDE LAB VE E Q v Q 0 CA ILEV H LLJ IZ 0 f z Q Z w� P P D B [ED _ Z Z _ I 4 1 R IN NG ALL w V N SEAW BE BUILT UNDER N � W SE ' SEPARATE CONTRACT. W �L SEE PROJ CT No. 99 -017 Z ME N0. 1 i DATE I i PROJECT DM. N0. 704 -03 ? REVISM 0 AS-BUILT 10/15/03 J - Very H �O�y 1 _ ush APPROXIMATE PROPERTY LINE mob►+ - - - t E UPPER BURIED WE STERLY PROLONGATION - RETAINING W LL �� � fm SOUTHERLY LIN - - - piECKED B Y: � ` RoM - _ PLAN N O p 1 p 0 0 10 0 SCALE 1" -10' NORTH 3 O F 4 59 Cl\ - 177 I ki U Z CANTILEVER DECK SLAB ON GRADE C.J. " 6' -0" AVERAGE ROUGH CLEAN SURFACE OR p » » H FACE TIEBACK j�5 O 12" O.C. IMBED,. s PROVIDE 6 "x2" KEY (OPTIONAL) 5 0 1 (4) #11 ( ) 30-0 2 '-6" "t T.o.P.W. , GENERAL NOTES: 5 O 12 #4 O 12 I AS REQ D C F (E) GRADE 5 1/2- EL. 92.5 t � 3' -6" 4 O 12" c.c. 1. Design and construction to be in = accordance with 1994 UBC and local Codes. Z _ _ - f 0 1W 2. All dimensions, conditions and location o • �. ' facilities to be verified and determined ,. - in field. C7 I #5 O 12" C.C. Z » 4) #11 EACH FACE 3. Exact location of drilled piers for buried W #5 O 12 C. retaining wall at -upper bluff can be C. W _ s _ #4 TIES O 12" C.0 38" EMBEDMENT adjusted as field conditions require. Z_ LENGTH (MIN.) O .. 45" EXTENSION 4. All cast -in -place concrete shall have Z Y WITH 15" HOOK I C•�• compressive strength of 4,000 psi of ROUGH CLEAN" SURFACE OR 28 days, U.N.O.. J PROVIDE 8x8 x2 KEY (OPTIONAL) O eel if an shall be A 36. L - structural at , I truct - F 5. All s � I 2_0 t 4' -0•t � -0't EQ. EQ. END SPAN (TYP.) (TYP.) 59 EMBEDMENT LENGTH 6. Reinforcing steel to be Gr. 60 for #4 bars ( ) I FOR #11 BAR (TYP.) and above. SEE NOTE 11. 4 TIES o 12 (45" EXTENSION WITH 15" HOOK) I O o Z 7. All exposed steel shall, if any, to be { I " DIN _ P 0 D I EMBEDMENT LENGTH galvanized or coated with corrosion � W FOR 9 BAR TYP. " ~ inhibiting paint. & U I ( ) 30 CONCRETE I PIER (TYP } � � Tieback heads to be completely coated with J W epoxy grout or concrete. p W ry 4i 41 A in Z P o in `j� , 8. Special inspection is required for Z Z p D D D r I installation of drilled piers and tiebacks. W O (UBC 1701.5.12). U SEE SECTIONS FOR STEEL DETAILS 30" DIAMETER O 9. Section at construction joint make rough DRILLED PIER W or form key. v 10. Minimum 3 concrete cove e " required for all �DFESS /o ' um q Q T-1 i I F__T i #4 TIES (TYP.) ,n L E .f hardware, or eq ual. N I reinforced concrete exposed to soil. ��� 10 MA/y v I 11. Tieback notes: y No. C. 16459 I a. Use Dywidag bars and Dywidag standard 4J No. GE 554 I I ual. M EXP.6 -30-01 �i � { LE C. b. Bar to be 1 dio.( #8), Gr.150. * Li d I As alternative Multistrand anchor with O N ( 4) " dia., 270 ksi strands could be ( ) 0.6 OF C A 3 ,_ 0 »t 8 , -0 » 8•_0 "t 8' -0 " utilized. �, O d. Tiebacks installed at midspan 53' -0 "t W b etween piers. e. Tiebacks shall be epoxy coated and covered in concrete. t ^ •� t ' -0" C.C. v , I f. Use adequate centralizers O 10 J Use (2) min. centralizers per bar. GRADE BEAM DETAIL A - A (5) #11 ( g. Tieback Loads: "_ ' Tiebacks a k load (DL) - 42.5 k SCALE 1/2 Design 1 ( ) . Test load O 150 X of DL = 65.0 k Lock -off load O 60 X of DL 30.0 k 0 cont n = O Tiebacks at each end span (at roctor a o )' . o 1 t ieback of each end: I Option 1: Place ( ) F Design oad n - 42.5 k (150X) = 64.0 k ( DL ) t Test load O 150 X of DL = 96.0 k U 5 O 12" 6" CURB '� © Lock -off load O 60 X of DL = 40.0 k o (TOP & BOT.) oz 5 2 4 / to nn n �_ # 4 O 12" (BOT.) d o h. -H �5 O 12" G d ° I N test A ll Io tiebacks shall be proof tested to Q U d d W _ ement W � v M � ratlo of 0 cement 4 to O grout = 5 gai per W Z i /r t ( V) Q sack. v FOR PIER "� AIL D -D `'�` Allow up to 22.5 cf sand /yard. ;oK SEE DETAIL testing. Allow cure time before - - - - _ vi for two stages of routing. pop - Pro vide 9 o a sta of g routin g sha LL. ABBREVIATIONS . First g ll b for +I VIATIO g BRE g � d � v N A B tremle k . Holes to be r- s 0 testing o g f tiebacks. _ E , N - Existing, New pipe grouted from bottom of hole to T.O.W. -To p of wall a io f hole to �-•� C J � approx. 24 up from bottom o iv ( / W B.O.P.W. -Bottom of pier wall provide for bonded zone. M /- � T.O.P.W. -Top of pier wall Second afterracclegt shall be d testing, all i - - - - - - - - - T BT-) � C.C. - Center to center accomplished P _ rwise remainin hole. (TOP do U.N.O. Unless noted otherwise way up g I � B.O.P.W. I EL. 58.0'* I I Q. W L1.1 � -- FOR PIER I i SEE DETAIL D -D •_ » CANTILEVER DECK Z Z Z 3 -0 "t 8'-0** 8' _0 "t 8 SLAB ON GRADE 6'-0" AVERAGE 9 j 0 O U S ECTI O N C C IMBED, �-- w J TAIL B- B , 2 " ,' AS REQ'D 3' -0 "t 2' -6" 6 "t W w Q S LAB DE SCALE / 5 1 3' -6" 6 2" KEY Z U SCALE 1/2 "- 1' #5 O 12 J Q V). Al UPSLOPE ( 4) j9 EQ. SPACED l� j4 O 12 C.C. Z Z Z I ON UPSLOPE SIDE 4 TIES O 12" O.C. #4 AT 12" C.C. AS b =30" \ #5 O 12- 0 . C.C. (4) 11 EACH FACE W V SHOWN SECTION C -C " " UPSLOPE � 5) � 11 SPACE W/ 1 1 /2" GAPS = � I • OR 1 6) �9 EACH FACE (TYP) Q 0) Z TIES 16 x16 .) W/ DIAMETER MIN.) ON DOWNSLOPE SIDE " " " ` 8 DIA. HOLE W/ 8AR W. :2 r W 135 HOOKS 8 I =4000 p si - 1 x8 xt CONC. PIER + STEEL PLATE DYWIDAG (OR EQUAL): © (4)9 ON + * W/ BEVELED 1 "DIA. 150 KSI OR Fill NO. UPSLOPE SIDE �j \ `L�1 WASHER 3 STRAND: 4- o.6"DIA. 270 KSI DAN LENGTH G l USE #4 HOOPS AT 12" C.C. ` � � PRGJM MIN. DEVELOPMENT LENGTH LAP LENG - _ IN INCHES (1.31d): I ` 706-04 IN INCHES (Id): (5) X11 ON PLACE #4 HOOPS AT 6" C.C. ` MG. No. Vc = 4.0 ksi - 3.0 f'c = 4.0 ksi DOWNSLOPE SIDE _ - 3' SECTIONS (AS SHOWN 3 CLEAR ON SECTION C -C). PROVIDE COVER PL., BAR ac NUT 1eiR5 /h AS -BUILT 10/15/M03 " � _ aEV�slow USE b 30 HOOKS OR U C P W 135 W CONC HOOPS �4 12" 12" l� 1 16 _- " 5 " 20" #3 SPIRAL AT 3" PITCH CONTINUOUS. 2 1 /2 "DIA. PVC SLEEVE TIEBACK: + #5 1 15 I� » DESIGN LOAD-42.5 KIPS » g 58 50" - 9 SECTION F F TEST LOAD =65 KIPS 11 68" 59" X11 89" 77" LOCK -OFF LOAD -30 KIPS ALT. SECTION D D SCALE 1/2 "= 1' UNBONDED ZONE =16'* a er_ " " S ECTI 0 N D - D BONDED ZONE = 24'* "°'"' _ FOR Lop SPLICES USE CLASS B SPLICES. SCALE 1/2"= 1' SCALE 1/2= 1' TOTAL ANCHOR LENGTH =40'(MAX.) (LAP OF 1.31d) AT CONTRACTOR'S OPTION ROUND 4 OF 4 HOOPS OR SPIRAL COULD BE UTILIZED: . 5 C: - i , i i A - i Z +mo Z 0 V/ Z 0 Z z 'g c.� v 2 REPAIRS TO LOWE R W t i V) B. LUFF = I i o z Z OWE � m aw Z 0 ` T , ESs/ � MA y �t PREPARED FOR: y W. C. 16459 W No. GE 554 EXP.6 -30-01 ik L OF CAl -�F� • MRS RICHARD MA I ING Y 794 NEPTUNE AVENUE ENCINITAS CALIFO NIA 9202 W I V ' ` W 0 U LL D .j m SHEET INDEX: w 1. COVER SHEET 0 w 2. PLAN, PROFILE SECTION A -A AND NOTES J Z :3 Z o > o 3. SECTIONS AND DETAILS p � Q LL. F-- w _j W wQ z 0 w TEMIK Pi.AM NAVE sEEx RIEVIEWID AND AMOVIED BY THE CITY OF - C ENCINITAS ENGU4EERING DEPARTMENT Q Z w A -- Z Z w REVIEWED FOR CONFORMANCE w 0) Z RI AUTHOZED SIGNATURE RESOLUTION PC t - it MU - 1 _ Li.. Ld BY CITY OF ENCINITAS CIA ' Evo . tKeer ME No. DATE TffLE ENGINE , PING DE COMMUNITY DEVELQPMENT PROJECr DATE AC01 W tN-0t7 0400. N0. 794--Li t — Q Q aof ESSi 3 °S REVISION DATE � �o `t' N w ��� 143 -BUILT ItEVM ON MOM �¢ AS -BUILT M 2143 EI�F t REVrS*N '* V ��// SIGNA U �. cm �!' DESIGNED BY: 7T P� I �N F OF CAI0-� F , , ` CHECKED BY: • RCE DA om 1 OF 3 5917- G r �t I U 00 T.O.P.W.. EXISTING ? EL. 92.5± HOUSE lu Z 90 GENERAL NOTES f 1. Design and construction to be in C s accordance with 1994 USC and local Codes. Z 2. AN dimensions, conditions and location of U focillties to be verified and determined s 80 in field. 0 Z 3. Exact location of concrete seawall may be adjusted as field conditions require at W time of construction. W Z 4. AN cast- in -ploce concrete shall have 70 compressive strength of 4,000 psi at Z SLO PE PR P 28 days, U.N.O.. W * Q 1.5:1 TO 1:1 (H:V) RETAINING WALL 5. All structural steel, if any, shall be A 36. 's TO BE BUILT UNDER p 6. Reinforcing steel to be Gr. 60 for #4 bars i ) SEPARATE CONTRACT, 60 SEE PROJECT No. 99 -016 and above. Bars to be epoxy painted. ; I • 7. NI exposed steel shall, if any, to be galvanized or coated with corrosion inhibiting point. 11. The pr seawall shall eontorm go Closely b the toe of the bluff as epoxy grout ortconeecretompletey coated with Z Z Z/0104 Possible, except that it may "Nave out' at the southern end to meet the face O of the existing seawall to the south. Z H= 50 8. Special inspection is required for reinforcing steel placement and tiebacks. J W U cyl inder shall be taken and 12. No local sand, st W = ' oo�b�bles or »itfwrelfrle rocks shah be used tsar badcfMl a for Concrete te tented. (uec 1 X01.5.12). � Z My otFmr purpose as construction material. N 9. Section at construction joint make rough Z Z 40 Q or form key. W Q 10. Tlebock notes: U W a. Use Dywidag anchors and Dywidag standard w ANGLE OF REPOSE OF TERRACE DEPOSITS hardware, or equal. TERRACE DEPOSIT SANDS (UNCONSOLIDATED SANDS) b. Use 0.6" die., Gr. 270 Kai, (6) strand anchor • c. Tiebacks installed at 8' C.C.t. RpFESS� 30 d. Tiebacks shall be epoxy pointed and /or COQ MAy�•�! ' • •. ' • .. , • .. ' , cove se adequat re centralizers a 10' C.C. �4� Q- O N/- r Use (2) min. centralizers per bar. For Multistrand Anchor centralizers are not required. V No. C. 16459 TOP OF WALL 1. MSLt - W +r' No. GE 554 f. back Loads T1 d: T2: ° DXP.6 -30-01 Tie 20 Design load (DL) = 207.0 kips 207.0 kips � * `* '0 /2\ Test load O 100 of DL �,� �P 3 -INCH DIAMETER 14YDROAUGER Lock -off load a 60 X of DL = 120.0 k 0rc ALt� PLACED AT 40' -0" DEPTH ARDATH FORMATION 9• AN tiebacks shall be proof tested to test load. h. Grout to be cement grout w /water - cement 10 ratio (w:e) of 0.4 to 0.5 = 5 gat. per APPROX. -2' MSLt Allow up to 22.5 cf sand /yard. TORREY FORMATION ` Allow cure time before testing. W SANDSTONE ` Provide for two stages of grouting. NI - First stage of grouting shall be for • • testing of tiebacks. Holes to be tremle r• o - PROFILE SECTION A —A grouted from bottom of hole to U. i approx. elevation of clayey seam. to O APPROX. BOTTOM OF WALL \ TORREY FORMATION (SANDSTONE) SCALE: 1 " =10' end step o grouting shall be W MSL± (MIN.) - FIL ALL VOIDS W/ CEMENT �.�. Z`. SLURY AS NECESSARY acc omplished after accepted testing, all s way up remaining hole. Factory assembled muttishand anchors contain Z 0 f� provission for unbonded zone length (corrugated pipe sleeve encasement). O Z L Z �-- U C� Very Heo r VUJ Z WESTER PROLONGATION �Y B sh C X ! Q OF NORTHERLY LINE - - 9 44 9r 3 � X 9,377 U ABBREVIATIONS= M.S.L —Mean sea level M PROPOSED SEAWALL W N.I.C. -Not in contract 5 P RO P OSE : E.W. -Each way C.C. - Center to canter RETAINING A L z U.N.O. - Unless noted otherwise TO BE BUILT UNDER W UJ SEPARATE CONTRACT, 3:: SEE PROJECT No. 9016 BUILDING FOOTPRINT MATTING LEY � w RESIDENCE 794 NEPTUNE AVENUE J w Z jQ Z Q _ Z - W � ui W U - - z 0 v) Q U_ F-1 - _ BENCHMARK 11-- LLJ rA .2 WZU 2 THE BENCHMARK USED FOR THIS PLAT IS SAN r /� U W DIEGO COUNTY VERTICAL CONTROL MONUMENT v , �--� NO. O.C. 141, LOCATED ON THE EAST SIDE OF f Z HWY. 101, 150' SOUTH OF THE CENTERLINE OF 01- Q H EL PORTAL STREET IN THE CITY OF ENCINITAS. CA. F-- U _ C� EL 63.913 M.S.L. Z Z z — w �. _ �rnGi FU No. DATE M. NO. 7..-02 Very He0 v S AS- BUILT 10/22193 y WESTERLY PROLO TiON Ush - APPROXIMATE RE OF SOUTHERLY LI E = PROPERTY LINE PLAN ° W. ED .Y: mom s SCALE: 1 10 _ NORTH 0 00 104 y:1 2 OF 3 . 91 -G --------- T L 6 1� 21 "± AT TOP U 4 "± L 11" 4" ? FUTURE 2" Z + UPPER WALL 0 i IF REQUIRED #5 O 12" C.C. EW EF (N.I.C.) j a I 4 "x4" KEY _ •. 17' MSL* OP OF WALL - - - - - TI 4" .± Z 4' WIDE "' DRAIN OR HORIZ. dt VERT. W/ 135' HOOKS U - '� b + SIMILAR AT 8' C.C. "WEAR" COURSE a, FUTURE l MONOLITHIC CONCRETE Z UPPER WALL / / PLACEMENT T 4' WIDE " " RAIN R V . i IF REQUIRED / I v _ #5 O 12" C.C. EW EF SIMILAR AT 8 C.C. Of W (N.I.C.) •d •' • W I — — — — — • 0 / "' 15 MSL-k— t sm NOTE b".cm -w 15 0t W 31 TIEBACK HEAD ,\ SIMILAR AT 8' C.C. I N / USE DYWIDAG HARDWARE SEE DETAIL C 3 OR EQUAL PLACE CAP N VARIES s, FILLED / GREASE AND °, Q 17' MSL± - - - - I ENCASE IN CONCRETE . ± Z ` ( PL 1 "x10 "x1" N ND D N = 5' SECTION E/3 C.J. BONDED ZONE =40' 13' MSL± - - T - - - TOTAL LENGTH =55'± SCALE: 3/4 "= 1'-Om Z 15' MSL± - - - -s - - I LOCATION AT / DESIGN LOAD (D.L) =207 K 0 O o CONTRACTORS FACE OF WALL 30' LOCK OFF FF LOA D O 60% D L. 120 K Z f- � I OPTION IS LENGTH ABOVE N a RETUR TO BE DETERMINED J W `� , I HORIZONTAL CLAYEY BY ENGINEER IN THE FIELD 0 Z 13' MSL± - - - - - SEAM AT EL. 8' MSL± "WEAR" COURSE cn I MONOLITHIC CONCRETE 5 O 12" C.C. EW EF I Z Z SEE DETAIL 0 3 TIEBACK T1 PLACEMENT 6 8's ON TENSION SIDE AND I W O HY ROAUGER RAIN 8 s N H A INS ALL I - - � 3 TOTAL, � DETAIL C/3 w 4 TIES AT 3" C.C. 0" EACH SIDE _ L 10' MSL± - - -e i -- - z I © 4 "= 1' -0" 0 SPAN AND AT 6" C.C. IN MIDDLE tO P ° i N I SCALE: 3/ 3 -1NCN DIAMETER HYDROAUGER 6 (BOTTOM AND TOP BEAM TYPICAL) a a Q�pFESS�ON i PLACED AT 40' -0" DEPTH w o o. MA 8 MSL± � > ti No. C. 16459 z� ON APPROX. LOCATION - W No. GE 554 RAIN OF CLAYEY SEAM 4� "J"' I *�L ' AT BLUFF FACE INCLINATION F WALL D(P.6- 30 -01 3" PVC BACKD VARIES, WALL THI KNES ° FORMATION MATERIAL N N D ZONE ° SIMILAR AT 8 C.C. DECREASES TOWARD TOP C APPROXIMATE LOCATION OF E/3 E 3 I TIEBACK T2 OPENINGS FOR TIEBACK "WEAR" COURSE OF FORMATION MATERIALS VARIES A MO A b #5 O 12 " C.C. EW EF MONOLITHIC CONCRETE EXISTING SEAWALL ±4 FT MSL O BEACH 7 �? I TEST STRESSING RAM _ PLACEMENT 4 "x4" KEY AT SOUTH END . � TYPICAL) 15 "x15 ") • I _ ° I "WEAR" COURSE 10' MSLt- - - - _ - - - - MONOLITHIC CONCRETE • ' 4 = DETAIL F/3 s N USE 6 MULTISTRAND 0.6" PLACEMENT _ _ _ _ _ " " ) (ou TIEBACK HEAD GR. 270 K I ANCHOR • TIEBACK, DYWIDAG OR EQUAL (TYr ) SCALE: 3/4 '= 1 -0 BOTTOM OF WALL 5' (MIN.) P 10 "x10 "x1" ° M Z A EL L M FINAL D PTH TO BE , �t N = �� Q DETERMINED BY ENGINEER BONDED ZONE =4(� ' AT TIME OF CONSTRUCTION 8' MSL± - - - - - TOTAL LENGTH = �� DESIGN LOAD (D.Q - =20 K DETAIL B/3 FACE OF WALL- I ` 30- TEST LOAD O D 0 O.L.= .L.- ,. LOCK -OFF LOAD O 60X D.L.- 120 K Z ( SCALE: 3/8 "= 1' -0" O j "WEAR" COURSE MONOLITHIC CONCRETE Q PLACEMENT 10 ± 11 4 2 " 6 8's ON OTHER ION SIDE IAND� W W 5 18's O 12 "± 15" 7 8's AT END OF WALL V) Q W 4 TIES AT 3" C.C. 30" EACH SIDE 0 SPAN AND AT 6" C.C. IN MIDDLE 27 "t (BOTTOM AND TOP BEAM TYPICAL) AT BOTTOM - ADJUST SLOPE TO * NO ') � I DETAIL D/3 NATURAL ANGLE IF 0 E 5 INCH WALL THICKNESS ASSUMED J SCALE: 3 4 "= 1' -O" REQUIRED VARIES. FOR STRUCTURAL CALCULATIONS / / REIFORCEMENT STEEL SHALL BE / EPDXY PAINTED. FUTURE Of 50'± WIDTH OF PROPERTY (ACTUAL LENGTH AS NECESSARY TO MATCH EXIST. CONTOURS) UPPER WALL / W IF REQUIRED 8'-0" (MAX.) 8' -0" (MAX.) A/ 3 8' -0" (MAX.) 8' -0" (MAX.) '_p »± (N.I.C.) / / SEE DETAIL F/3 O L `' w Q U — 20 MSL - -- - - -- - -- -- - - - -- - -- 20' MSL J zzz PROPOSED - - SEE DETAIL B/3 V " J w of I I I I ROCK ANCHOR I I i � � �� • - � � O 17 MSL± 17 MSL± - - �-- Pi Q 0 i i ` BREAK F WA F W -J 0 LL E 15 MSL± w W Q ( LOCATIO N APPROX. � � r ( zU AT CONTACTORS OPTION) ( ) 13' MSL± C � �+ i � w ct F -- J ROAUGER RAIN � � � � ` � CL Q I 3 10 MSL TOTAL, LOCATION - -� -+- - - - - - - - - - Z Z ~ 10' MSL - - - - TO BE DETERMINED - IN FIELD BY ENGINEER - Z 8' MSL± LOCA T ION ...e= �. C.J. FORMATION i ` W Q r — T MSL± MATERIAL VARIES Z �- --BEACH SLOPE —1% Z I t\ W 4' MSL± ` FU Mu. 2' MSL± _ — t \ FILL ANY VOI WITH DATE CONCRETE AS NECESSARY MIMr W-017 0 ' MSL - -- — -- O'MSL - -- _ -- ---- - - - - -- Dm. No. 4' WIDE "J" DRAIN OR SIMILAR RETURNS TO BE DETERMINED R �is RETUR T MIN I tr BY ENGINEER IN THE FIELD ESTIMATED EXIST(NG BLUFF FACE VARIES BY ENGINEER IN B THE FIELD E E EL 7' MSL AT WALL . A / 3 W/ OUTLET ABOVE FORMATION, ERE S EXISTING SEAWALL � -BtIt T 10 /2/0 O 8 FEET C.C. � I THROUGHOUT BEACH H (ELEVATION VARIES) TO SOUTH). BLUFF mow d APPROX. LOCATION OF FORMATION EL. 4' MSL AT BEACH MATERIALS VARIES (ELEVATION VARIES) SECTION A/3 RH DESIGN n sY: BOTTOM OF WALL° BY: �o�r AT EL " _ —0 SCALE: 3 / 16 1 FINAL PT TO BE PARTIAL ELEVATION DETERMINED BY ENGINEER AT TIME OF CONSTRUCTION SCALE: 3/16 " - 1' -0" 3 OF 3 C: r"ogrom i es os s emp i - vrg; Plotting imi: J s 1 �)