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1999-2628 G (Plans) 1 WORK TO BE DONE GENERAL 1 . All work shall be done in accordance with these 3 . All areas to be filled shall be prepared to be plans , the standard specifications for public I filled and fill shall be placed in accordance works construction, the design construction with standard specifications. All vegetable standards of the City of Encinitas and the San matter and objectionable material shall be r Diego area regional standard drawings . Any removed by the contractor from the surface upon -- changes or revisions therefrom shall be approved which the fill is to be placed. Loose fill and \ by the City Engineer prior to any request for alluvial soils shall be removed to suitable firm inspection. natural ground. The exposed soils shall be © / ` q- q".-. I scarified to a depth of 6" and then compacted to J\ / f U\ Q\ t�tl 2 . The soils report titled 6fQ- 6TUDY prepared by _ a minimum of 90 percent. It shall be the OW00 CO468LT- dated l0-30-09 shall be considered contractor's responsibility to place, spread, / - �(, IN 13 V as a part of this grading plan. All grading water and compact the fill in strict accordance ^0 �l, u Y shall be done in accordance with the with *specifications. recommendations and specifications contained in 00 O o r n r said report. d , Cut and fill slopes shall be cut and trimmed to _ N �°7 29 t8 I6l, tS f '� finish grade to produce smooth surfaces and -- ® " x f 3 . Approval of this plan does not constitute uniform cross sections. The slopes of ��? JXl4(ING� CaNC 61bdK FM Cf- / right-of-ways.sizesSf improvements and type of drainage planted and trimmed baskdirectedhbyl the engineer tZADE- PP Yp 9 facilities nor of im rovements within street g y p approvals and permits of work and left in a neat and orderly condition. 4 / for these shall be required in conjunction with All stones, roots and other waste matter exposed 0 f?RAIt� improvement plans . or excavation or embankment slopes which are n liable to become loosened shall be removed and 4 . written permission shall be obtained for any off- disposed of . The toe and top of all slopes shall site grading. be rounded in accordance with the Grading JJ y �� °_t ordinance. �/or 5 . Contractor' shall take any necessary precautions required to protect adjacent properties during 5 . All trees brush r t4 , grass, and other objectionable- �� / o M grading operations . Anything damaged or material shall be collected, piled or otherwise destroyed shall be replaced or repaired to - Y P P disposed of off the site by the contractor so as condition existing prior to grading. to leave the areas that have been cleared with a I , \ �q �i14 d0° -11JLET- N.175. YAtZt� J7RQInl TYJ x I + neat and finished appearance free from unsightly _fit M �tM A&2 It O t ' LLB 6 . The developer shall be responsible that any debris. Approval of location of debris fill o ' b _ monument or bench mark which is disturbed or ! 0� \I �! 5 u ,, �.. � INV qy I � T � shall be secured from the soils engineer and City ll II Q u. @j u 1 =° destroyed shall be re-established and replaced by Engineer prior to the disposal of any such x a ' registered civil engineer or a licensed land material. surveyor. -� LANDSCAPING 7 . The contractor ' shall design, construct and �Y V- maintain all safety devices, including shoring, 1. All slopes shall be planted and irrigated in �� IIXT� r II 1a " ' 1(i and shall be responsible for conforming to all accordance with plans approved by the City {I II 0 li M I, R1M 1&2 I $ 93 P1�O3.r, OY1204r'! local , state and federal safety and health Engineer. Plans shall conform to the City of - INV `l4- 0 9 standards, laws and regulations. Encinitas Grading ordinance and all adopted EXih1 {�� L°O�IG, OWK_-FENCE Z� tq2� landscape and- irrigation standards. II I� �A{ UK� IJ 8 . Grading and equipment operating within one-half �I �{ II 1- - .•��-.-.� = - _ m, �- '71 ; UTLEj- IN V, 1Z° �RADE. C� % 0,Z Cr7) (1/2) mile of a structure for human occupancy 2 . Finish grading and planting shall be accomplished �nA\ �� �/ \ --7- r-�--- CR$OV� O 7/sh{ FLIlSN W AL� shmllandnot 7be0canmucnoa ontSaturda the shours Sundafs5and onn all slpopes prior to any 1 graded immediately �(�C �' tj ��I�g + P• Saturdays, Y upon completion of an slopes between I t 7 ] f City recognized holidays. October 1 and April 15. /� �� '� i � ' RTC ( 9 . No grading operations shall commence until a EROSION -CONTROL pregrading meeting has been held onsite with the following people present: City Inspector, Civil 1. In case emergency work is required, contact Perrmittee• SoilThe Contractor shall and be ��50N at 72 �✓OGj hone No. / �(� _� / V 1�7 {M �"V ' Fp,-&M scheduled with the City at least 48 hours in 2 . E ui ment and workers for emergency work sha 1 be 97�e ,{ 4 P g Y 1 LOT _. r advance by calling (619) 944-3374 . made available at all times. during, the rainy � t I{�r NOTIFICATIONS season. All necessary materials sh lLl be. U ��� /� � stockpiled ' on site at convenient locations .. to -" I 1il j A�• ------ --�- u facilitate rapid construction of temporary G +q(o8 X15TIN!{ 8 Co11C. $iBGK 1 . The existence and location of underground utility Y devices when rain is eminent. u � � ' � REj{�INIlQI.I '`Nl�LL q4� / • pipes and structures shown on these plans were, �8 obtained by a search of available records. To 3 . Devices shown on plans shall not be moved or - ' INJ,ET / q®- , I the best of our knowledge there are no existing modified without the approval of the Engineering K MAJN{ � TIM �i� {zETA;l Nh V)�� _utilities except as shown on these plans, pp g g � - ` RIM '17� Inspector. ,�'`I however: T® 13� FWCW19. // ��� . INV `r?2 1 4 . The Contractor shall restore all erosion control The contractor is required to take due devices to working order to the satisfaction of ✓� �� precautionary measures to protect any the City Engineer after each run-off producing I LA existing utilities or structures located at rainfall. ® ' �� �j(t�j(IN� �,C. t2gl f, p the work site. It is the contractor's "' 0p 1 �, responsibility to contact the following " GUR N rw JN wm O V '� / z P Y 4 5 The contractor shall install additional erosion J� ��1�/k(�� � T T• 11 YF' S� r owners of said utilities or structures prior control measures as may be required by the City �- / ,r + t�(oh iii to an excavation for verification and g operation 110 �,� !v PYC, A+�'l0 - �� U l location of Y Engineer due to uncompleted ` _ _ _ . C'O _ commencement of work: and notification of unforeseen circumstances which may arise. __ I: �{���Cax17r L�Itt _x q� x x_ x x x -�-- + TLS ' � g p gradin o eration or + _�. 0 6.- The contractor shall be responsible and shall �� o WODQ yt;N G� a. sewers - 6EUGAhI& WAT�2 TJIS . 753-41 ' p 4�® ® r a I f T G/C/ ;.: take necessary precautions to prevent public mo II$.� trespass onto areas when impounded waters create a. p ` - D b. Gas & Electric 5 f7.11, �. 4%.--Z40 j a hazardous condition. I C. Water - ,SAf� 71ECYUIjb VO�T�k' 171zi( 75�j- II4rj 7 . All erosion control measures provided per the approved grading plan shall be 'incorporated ( v p d. Telephone - PACING $ELL 81 1 - 38107 hereon. e. Cable TV - 6AP2ELVI4iO4 `142-B1o82 8 . Graded areas around the project perimeter must, JPErzTY u�J� drain away from the face of slope at the 3 SCALD ' III= I01 2 . Contractor shall notify the City Engineer' s conclusion of each work day. C.XISTIN(� Lj2Al7L EL�VA710Ny✓ + q] - ' office 48 hours prior to beginning any work EXlzl IN rJtzA 6 �LOVJ on this project. Phone: (619) 944-5070 9 . All removable protective devices shown shall be in place at the end of each working day when the P(�0(�O'SED DRpIN,4GELONI 3 . The contractor shall give 24 hours notice on five 5 day rain y rr"- /p EXISTINI LRAQ�' COt47" -e2 8D( ) y probabilit .forecast exceeds calls for inspection. Phone: (619) 944- forty percent (400) . Silt and other debris shall 3374 . All work performed without benefit of be removed after each rainfall . h1Cinspection will be subject to rejection and removal . 10. Should germination of hydroseeded slopes fail to �90, provide effective coverage of graded slopes (90% l� Exp. 3/31!92 m GRADING coverage) prior to November 15 , the slopes shall be stabilized with punched straw installed in Yp� CIV1� K.c?/ D 4KA0104 \NRL, 1`10-{ t,F ll►1 IlhJ1il AI -[VK AI•I{• 11 II ,'111 1. All grading shall in observed and tested by a_ accordance with Section 35. 023 of the Erosion and CR.0 =' 4 1P Y` U J>NI) ND I-ATW mW qualified soils engineer or under his direction. Sediment Control Handbook of the State of x Ir `i,` He shall observe and test the excavation California Department of Conservation . , r placement and compaction of fills and backfills and compaction of trenches . He shall submit' LAD Q SLVO, soils reports as required and will determine the SOILS ENGINEER S -CERTIFICATE �.�ct,a�TloN a • f?�5PON5181.� ckAr�� Q � R �r.: II•,r) I W • v1 � I suitability c any fill material . upon .A I H69e-3Y 7GCl,ARa THAT t AM Tqf 1 ►44IWCZK OrWNK GI PMIC. A 6RAP1-f•Y r `" I , 3319" L. MICH�IL a registered civil engineer in the 9 I ,II (l1`� rl completion of grading operations he shall state State of California , principally doing business in the field of � Z• F012 THIy PRUJEGT, THAT � Ha�(� �•xL�'GIcaE.p,IZ65�ONy16l�. Iy(�0 Njw,PT�llf.11, AVENUI' � that observations and tests were made by him or a lied soil mechanics hereby certify that a sampling and stud ap I11 Ih pp Y Y p g Y-b- p c��C e0 OVER E Dpi{C�N O� N4 'PROJfG A5 176FINt-17 NGI N ITA�i c laA i t under his supervision and that in his o inion ' CA, p of the soil conditions prevalent within this site was made by me IN h T{ON X703 0 TH6 o,U51mr," AN ftr&w0PAI. =` , `°tF '�` r� X1 ? �R� "I ('`/�� -,vor"I W11VI•"l- I b"-.ril',`,.,1.1 ' I i all embankments and excavations were constructed or under m direction between the dates MAY IG-, 141E'� and I �� . in accordance with the approved grading Y �� O COUP AND THAT TNID15yI N 1J C0w"� fWT Wi'Ck � � kgl 'ItiJf IJ�� larr°, t1l.rt ' ` 'l 9 g plans and - 198`1 _ T that all embankments and excavations are JUNE dU , one complete copy of the soils report compiled I p _. I34 •, { >, CURR�.NT 5T/�NVARp4, , acceptable for their intended use. from this study, with my recommendations, has been submitted to v� �, / MQ}(IF�IJ M � �I IIr Q{� UL,}' 14{ >� , •(.1 � 1' the office of the City Engineer. Furthermore I have reviewed LLL �- -c L bW12"'I 04V THAT E CNLCK O rROJ& 'DRAWIN /` A 17G GILI 0th Y g SITE r T T TN t' T e°- "��- y M4xIMUM V ati`C► AL 11t%+Jr10( Or f'll1, 2 . The contractor shall properly grade all excavated these grading plans and certify that the recommendations included A aNp 4F46IFICATIoN�i f3Y ?H£ CITY o NCINITA�i Ih r. J,Q �/ , T'31� CV; J surfaces to provide positive drainage and prevent in the soils report for this project have been incorporated in p 1 CO►J�IN p rG /fie f VJ wi/ ®WI.Y QND fjD S NOj I LIEYIr u' °idUTM C A`i� ��Acl (� t�0, 4, (rA) u�11J)i1 of CU m /%f. -:, !1= by= !• I'fj' ( il Mr r',II(' ponding of water. He shall control surface water the grading plans and specificat ns. �A��.IF�C and avoid damage to adjoining properties or to ANC t NIT MEI Af7 E.NCIIWF9R Or WORK I Or MY Ey PJ0410'11,1T'IIEfj �� MAC N0, 193 i AI •A ' ti° �r� I i �A�I as1r� ) O VAS►sIL �� ��' AV(:' t.f•{°ill SIGNED: \ X02 t'tZOJGT pjlLjl�. �� , ,• ' (I�,(a, finished work on the site and shall take remedial ° At{ A p�• IL(. measures to prevent erosion of freshly graded � �f areas until such time as permanent drainage and RCE NO.': 42 °JO erosion control measures have been installed. VICINITY MAP � ,l. °'•'.rIC�� I/1h'CLI. YJG � ,(,° EXP. DATE: 3-31 -�12 1U4Jfl - ji NO -ieAL . REVISIONS APPROVED DATE REFERENCES DATE BENCH MARK SCALE SPECIAL DISTRICT S �KEQ 0Y , APPROVALS CI`� Y �F FEN�+INI-� A I 'I11 ,I It, W ( fl I". ' III I '/1I I MI I I )ItAWIVI 110, LI I -11 (,I, �G+rrMuh�Jy� �°d e�►+�+f�J° PLANS PREPARED UNDER SUPERVISION OF RECOM ENDS APPROVED �1A(JINGj '�AI � No+ZTN�ASr �Rop�I�rY CORNf✓R a Zt#'" fssu`tn � HORIZONTAL 101 Vs'g�pn5 , .�e�f,®nd 3�/OdO� DATE �'17"91 BY: /G (., L.C [ TLG� WT 9, 6LOGK E , MAI° t935 o���e cnodn/rtes fnunia�a/ G�cm/e KEN I,ONC, 32 2E'� �?lri� WEFTUH AV�WLl fnG�. R.C.E. NO. : DATE': DATE: _ VERTICAL _1� �1C&Wa- vela � ENGINEER IV I i lil 9�1s CITY Or ENCINITALj (u.�,c,.�.) i /a�✓h.P1 EXP. (v-3�-%4 1�,6 € N,414-. WORK PROJI'.C)T N0. 2628 - Ch - 1A i I ,> I r TIEBACK ANCHOR NOTES : `CONSTRUCTION NOTES: C A. Tieback Capacity A. GENERAL The contractor shall be responsible for obtaining desired tieback capacity in accordance with the tieback testing section of this 1. Contractor shall verify all elevations, dimensions, and site conditions before starting work, and shall notify the Engineer specification. The contract drawings indicate the location and capacity of the tiebacks. immediately of any discrepancies and have .themt resolved prior to any construction. B. MinimumlUnbonded Length and Tieback Angle 2. Structural drawings represent finished structure. Contractor BRADLEY RESIDENCE BLUFF PROTECTION shall Provide all measures necessary to protect the nearby Each tieback shall have a minimum trtbonded length ,of 15 feet (see structures including bracing, shoring, and temporary supports. note 6 below for slip sheathing). The contract drawings indicate the unbonded length required for each tier of tiebacks. The 3. Contractor shall satisfy Cal/OSHA safety requirements. tiebacks shall be installed at an angle varying between 100 and 150 from horizontal . 4. Materials and workmanship shall conform to the 1988 UBC and to all applicable Federal , State, and City of Encinitas regulations. C. Total Tieback Length and Minimum Anchor Length -- t � 1 The total tieback lengths are indicated on the contract drawing. lEU In no case shall the anchor bond length be less than 10 feet. The L)1,4 elv0 B. SITE tieback must not extend beyond the length can line shown on II ' 1 1. Contractor shall conform to -recommendations listed in the the contract drawing. Bonded length can be modified from drawing .' -�-- - if hole diameter is increased and Contractor receives approval _ Owen Consultants soils report entitled "Geotechnical and from Soil Engineer and Structural Engineer. PACIFIC OCEAN ? < '_ _ = O Geological Study, Bradley Property" dated June 30, 1989, and subsequent report supplements to July 1991. m D. Materials II ~ c x n 2.. Contours shown on the plans were taken from topographic survey e n (A " by PZS Land Surveying performed on July 3, 1989. 1. The anchor rods shall be fabricated from steel conforming to II CAbmus rn < - m 1 to r1 y 3. Refer to civil engineering drawing by Ken Long dated June 17, U) ASTM A-722 I z yr 1991, for gfading, landscaping, and erosion control . W 2. Centralizers shall be fabricated from material which is nondet- I an s J o i rimental to the prestressing steel . The centralizer shall ST cv position the anchor rod in the drill hole to accommodate grout m ?I mI 1 Q of � < rn cover o_ _.5 Inches 3. Type I, II, or V Portland ent conforming to AS7M C-150 shall �1 y�v ' m E N C. SHOTCREPE (AIR-PLACED CONCRETE) U C) ej I co be used for grout. "ROJEGT 51TE /` o I T. Except as otherwise indicated below, shotcrete materials shall W D j C� 4. Water for mixing grout should be potable. 1� > conform to the requirements of SSPWC 201-1 Portland cement o Ir 5. Grout additives which control bleed and retard set may be used. I` ; f�► concrete. z h Additives shall be mixed and placed in accordance with the ' V C� N c� 1 manufacturer's recamtendations. Engineer shall approve the mix 1, Z 1. Cement shall conform to ASTM C-150 or C-595. design. 1 at 28 days. 2. Sand shall be washed and meet the following gradation limits: 6 11C 6. Grout shall attain compressive strength of 4000 pm � 7. The sheath or bond breaker shall be PVC pipe or tube. z Sieve Size Passing (by weight) "•"'ry S. Tieback anchor rOd.S shall be high-strength steel 'tu Z 1 JLl Wi guaranteed ultimate minimum strength of 150,000 psi and with `/ (� �� /� 3/8" 100 double corrosion protection. " VICINITY 1 1 IVI/1P no. 4 95 - 100 9. Anchor rods shill be`stored and handled in such a maiuter as to no. 8 80 - 100 avoid damage or corrosion. no. 16 50 _ 85 equipment. 10. Anchor rods shall not be welded or used for grounding welding No Suale no. 30 25 60 no. 50 10 - 30 11. The bearing plate shall be galvanized after fabrication. no. 100 2 - 10 12. The exposed end of the tieback shall be painted with two coats of commercial quality zinc-rich paint or epoxy paint. / sturto 6%o 1 Moisture Content: 3$ ---- --- s E. Installation . concrete « � e T � ' w;v o ;. 3. Conc rete re te shall achieve a minimum 28-day compressive strength of w 000 P si.3 _. Diameters of ant^oL rods and anchor sha�, _size o� III - I/fm:esruxra ' „w: "' ra4nxyamxCa[lXN.k J 4. Concrete admixtures shall include mineral oxides to produce an shall it '_ogled and observed by the soils engineer. r earthen color of the cured concrete of approximately the same 2. The drill hole shall be located within 12" of the designated I I ' � ` Alum / - hue he the surrounding coastal bluffs. Additional admixtures same location. / \.YaoR4W / , ' yam except calcium chloride and admixtures containing- The anchor grout shall have a water:cement ratio (gal :sack 1 O g W a cement) between 3.9:'_ and 5.0:1. , I IB Jane i se chloride ion in excess of 0.06% by weight. If more than one yu °o' .� admixture is used, said admixtures shall be compatible with V 4. The grouting equipment should Include a mixer capable of + H .re Er G1q e� I , xv .ot, LoT 5 ,-• each other then so t t free oL unps and undispersed cement. Mixing � 3 that the desirable e�fect a of all admixtures used Z producing a grow r_ 1 a � s�n , � � �� : ,�'.. will be realized. Admixtures shall conform to the requirements and storage times should not cause excessive tenperatLre a i �'j� P.=_�I I "p of the ASTM designations listed below: W buildup in the grout. The mixer should be capable of contin- / I 1 -` '�' 4 a ,..retry}- a .� ,xicr m., .w�.c.,rim Chemical uously agitating the grout. 1; 1 „ I P. R,xw6E admixtures - ASTM C494 O 5. A -,r-Y wv loll. 6 a positive dispiacene_nt grout ptmp shall be used. The �;�� u uNrw p roxc.6wx weu. ,w;s ,�, _ P>�P I I fu c I Mineral admixtures ASTM C618 Shall be equipped WIt - r ° h h ayryu� N 1 GuTLEi-W2q Ia _P with- a _es / -- p ssr.. gauge to � l Ir - 4 g monitor roLt a ,, T � g PAClplc l , u �wai.wu, .'rrceuz g 5. Reinforcement shall conform to ASTM A-615, Grade 60. grouting equipment shzl. be sized to enable the I"n' I I/ s „&r291sE xfp I a . W pressures. The n t OCEAN 01 a"� ,� lam' xNt TUWwy vnRtl6Noi ° tieback to be grouted in one continuous operation. �a 11 �' _�l Reinforcement (#4 and #6 rebar) shall be epoxy coated.r� _ o z 6. Neat cement grouts should be screened to remove lutq�s. The a i �' claw SwRr vwnc a6slowec maximum size o * r Openings t I f _he screen shall be 0.250 inches. / w� LOT 7. The anchor r c �J grout shall be injected moron the lowest point of the / � V'� '7 we�� / - - wsc ' s I= D. SPECIAL INSPECTIONS AND SUBMITTALS S tieback. The grout may be placed using grout tubes or drill ) " // rods. The grout can be placed before or after insertion of the , �: . anchor rod. / ET /I� �/ 1. Continuous special inspections are r W Lr jo L6 I y l y` P P required during installation 8. The tieback shall remain undisturbed for a minimum of 3 days or I wsrlw asauvc I f of anchor rods. Logs are required of tieback length, diameter, until the grout has cured. jj%/� ,4R„c jvxx rcxKn�avo4sro6r� I, and load testing. Copy of logs will be submitted to Engineer. / To vRUx �n 4i.�'n.r.a k52 =�,. �.�, 'nLi-Nlf // �' was 5 re000.pcxu 2. Shotcrete mix design Q ll \ - 48 hours before delivering to tietjo to Engineer for review D / -4 c7 2q I8 C- "'110.8: -: _ F. Testing ( �. /�' � g jobsite. Three (3) test \/ � 1 cylinders shall be taken from each batch for compression break J '� \ �IO�tl� testing, and test results submitted to Engineer. m m 1. At engineer's direction., three (3) anchors shall be performance � � SITE PLAN €, tested to 200% of the des' 3. Anchor grout mix design shall be submitted to Engineer for h Iga. 'toad, and this test load maintained for 30 review 48 hours before mixing first batch. Three (3) test :minutes. Th e total deflection during the mcylinders shall be taken from one batch per day for compression 200$ test shall not exceed ", The anchor deflection shall xaw: °• i not exceed 0.25 inch during t'�e 30 minute r r break testing, and test results submitted to Engineer. - period measured after the 200% test load is applied. 2. All remaining tieback anchors shall be proof load tested to iso 4. Gectechnical Engineer or his representative shall observe the percent of design load for 4 minutes without _ slippage. process of demolition and construction.3. Load testing may be n erfo rmed ag�_nst temmorzr II which bear . directly against existing soil ._ y bearing yokes Bearing pads shall be kept a :n nr =n of 12" away from the edges of the drilled hole to provide for any possible anchorage movement. 4. The performance and proof load test Prot 1 f Procedure e shall conform to the following:g SHEET INDEX a) After the bond length is grouted and grout is able to PROJECT DATA withstand test loads, the anchor sha'l'l be loaded in W increments of 25 percent of the working SHEET NO. ODNTENT 5 P g (design) force times a total load of 2 working (performance test) or l b times SITE ADDRESS: 560 Neptune Avenue (proof test) the working force. The load shall be held S-1. TITLE SHEET Encinitas, CA 92024 VJ without evidence of slippage for o.._ 5-2• PLAN AND ELEVATION W a ^° (1) minute between 5-3. DETAILS AND SECTIONS The anchor except for the final load. LOT AND TRACT NUMBERS: Lots 4 and 5 of South Coast Park No. 3, J F b) The anchor sha'_1 be unloaded after the final load has held 5'4• RiPRAP PRafECrto1J without slippage for 30 minutes (performance test) or 4 Map No. 1935 minutes (proof test) . c) If the final load cannot be maintained for time period RESIDENT/OWNER: Ludmilla Orloff Bradley specified in 4b without slippage, the anchor shall be replaced. GEOTEC LAICAL ENGINEER: Owen Consultants d) After testing, the anchor shall be locked off at the design 10065 Old Grove Road load. SOIL ENGINE'ER'S CERTIFICATE San Diego, CA 92131 I' • (619) 695-3150 I; _ I l 212 Y rn I CH✓L, a registered civil engineer in the State of California, principally do business in the field of applied soil CIVIL ENGINEER: Ken Long - Civil Engineering Date r ,19x1 � mechanics. One cartgslete copy of the project soils report has been /" �. 527 N. Hwy 101 (Suite B) r submitted to the office of the City Engineer. Furthermore, I have Solana Beach, CA 92075 Scale A5 SHowN lens for the bluff reviewed the P protection and find them in accordance (619) 481-7866 ;- a with the recommendations included in the soils report for the project. r No. 425S0 STRUCTURAL IIVGINEER: Universal Structures Drawn yV k r /7� �.'( SIGNED: e V� Ev. 3/31/92 a 2770 Via de la Valle, Suite 203 �� Del Mar, CA 92014 ,,o- 21 Job RCE NO. : �f_ � �9T CIV ..�P (619) 259-6122 F�f CAVir EXP. DATE: ✓' �7� CONTRACTOR: ��� "" ® Sheet Pacific Geo Service, Inc. ' 1196 Magnolia Avenue Ol21sr Carlsbad, CA 92008 a (619 729-5505 e y ) b�g-�31 - ;LA Of Sheets 24% 36 PRINTED ON NO.,OODN CLE4RPPoM e - - - - REVISIONS E � t j I i i t 1 i A I _r RM I RESIDENCE { IxG�L'17L?.�i fit` 1!�ii.1(1Z..T i wrrwlltN,,IL�sweR � ADD ( (PROJECTED S FEET SOUTH) NEPTUNE AVE- Too a tg tg . a At OB-IB(PROJ. ,/SOUTH) / at fK=E.¢=I C IJGE / 51.oPE EXISTItyCt / II no _ �80 1-00 fig° II i ! ..- ..,„........_-._.......,....,...........,...... ......._. no / / of _40 6 J 4 A L( I ,._ w.M, ,w,..,,,,..«,. ... w... ,....... .._ .._._.._.. � � .� .,, i ,o _✓i. a a a _ TO rt•S-5( a J J 21ea 350 BB-)(PROJ.♦D FT. SOUTH) 0 4 l / t T '^ V po �4(raa.) Tt O v)-- --- Bd - - -- f ' , ' r 5 Tom'1a Tt No no +,o _j 0 N T� —o ,o ,o w uu No LL. ¢ : c J i \ _¢ �^oN 1 UfzS L1J >s3 0 a 1 A)4D MfP-pate.,FF FlAtJ cJ U) 0 ie' - - T RESIOENCE ___T - C o0 y i I (PROJECTED NORTH 10 FT.) • , t%Y loe tS `S�: Tom_ �O 1 of / >=Xtsm04 r° swt BLUFF PLAN ° .° at ° OS-1 [PROJ. w to Db � � T qr,° 3 Tt __ - I _ Ed T Tt P3RAj7L Y I��SfG�EN ,�' 30 s 0 1 1-0 j - � I - _ _ O ' B�l� WPTt OO FT.NORTH) �/ ;0 110 60 7 8 ���9 _ _ i LO_I O� Lbw bJ T J L� o_� L.J� ��_ I �i� � J (✓ 1�} 115 1!0 I_11i 17 l o JI J 1' 0� 11 OL2 t0 oil J am i J- �� ` FT. /erL-o- Or T 6 '22 23 IF , � t tJ - ° ~ j ! 0 ,00 x - 0 ° 'LL lO v IQ/ 1 0/ r C-3 1 ° Ot AR A °b O s " o y 'r w SHOTCRETL WALL ELEVAT0 1 10' ° 1' O _ NORTM U° T (PROJ. 2 T�� yw 6 ' __ No Ho Leo j/ , o IO° o to iO , 5 CROSS SECTION.S c A, ARTIFICIAL FILL Db DEBRIS FROM RETAINING WALL FAILURE' Bd BEACH DEPOSITS Sca - i Qt QUATERNARY TERRACE DEPOSITS � 1 , p SCALE: I INCH EOUALS SO POST TERRACE DEPOSITS OVERLAID BY f ! Drau AD TOPSOIL/WEATHERED SOLI DEPOSITS Job i THESE CROSS SECTIONS SHOW APPROXIMATE SLOPE T, TERTIARY TORREY SANDSTONE � sneti CONDITIONS AT PRESENT (5/06/91) AND ANGLE OF ` I REPOSE, 260 (MIM, 1990) AND 350 (ELLIOTT, 1987) GEOLOGIC CONTACT`(OUERCED rr ?—^ ` WHERE UNCERTAIN) a r I - I PFIHTCD JN NO. 1WOH CLEAHPRINT¢ 1 II REVISIONS EY 3 ,f Il �Y A N " , r 4- Lo3C� CE2"c�.G. •_. . ,\ I „� 12" �oND 5CAt-`1/ CONT, _ f `<i; ) . I�C:C11faRNCt� V '� 3 ae S'n=c-L SCE v II h - k WFItKoTo.< oa /P VC SLECVG - ' � -"--- ( *+X 8�0 o (""ac' VERTICAL — _ p � Cl c4 OO P� ().u. ; � fie, T . f°RESTKESJdNC STC-CL 1-5A WALL TOP °NQSO ZovE* ------------ 1 3/rr CIO -�g l3F�T f3arL. 'Cc E SeNEo _ Np Ej L U > - _ Er 0 TEBACK ANCHOR 'AIL t40 -4AI- D U� cv u) o LJ N 1 j e 41-0 111 Tfr, X'T}-O E A WI A-T TYPICAL CROSS SECTION — N0 CA C-- T M CA WAY Ul it - 0 i _ rl Armco STRIPDRAIN W Filter Fabric Nonwoven polyester geosynthetic I i filter fabric 1 i I I f E Core Material High density polyethylenerGeosyntheUefifterfabde i Core Color Yellow � ? � � ^f J �'Core Thickness .75"or 1.5" " ® Z) „ BULKHEAD DETAIL t4c�WN, Core Wavelength 1 or 2'Length per Roll 180'for STRIPDRAIN 75 No 5(-Ai-C- m 85'for STRIPDRAIN 150 Available Widths 22"and 44"Standard—STRIPDRAIN 75 6",12",18",24",and 42"Standard— �1Z( STRIPDRAIN 150 Crush Strength 20 pounds per square inch-1.5"core unperforated farmed core N E►G1 f♦P2 35 pounds per square inch-.75"core ad Igh. poSD •11 i r/ab m TlPA 75' na ed wth 8 TIEBACK SCHEDULE W ANCHOR ANCHOR " BOND TOTAL DESIGN PROOF I.D. DIAMETER LENGTH LENGTH LOAD LOAD K J n 2 cT FT *7Zr O. 2 11 „ V) 1" Z 4 1-' 3loFT 71 rT Q v i 5 1_ M u °-) 5AN sTO'NL; SoRfAcc 8 1" 24FT 4FT 7.2 W '`fC tz"o;c 9 ," „ " s U) 10 1" u s SEE A-1 S0 UPPEP- 6LOFF 11 1" 24rT 34I FT �. " 0.8 1 le 1 14 1-1 31' GT S4 FT O. ,5 1- " END OF WALL DET.—PLAN 1 Date 1 7 ,— � , 'c �, 3 If 18 1n FIT ate; PT 4 ;L '� OB ','App LtE6 To t20TH LC. Scale ` �a f jn Drawn \ �{ �El $b a1FlEIZa�.0 21 1 . Fr rT Q e -- 22 23 ,-, . " ,i ♦ q „ ` Job 24 1-40 Sheet Footnotes: ." * Threaded bar diameter, all anchor diameters s:iall be Os 8" in diameter. 24 R 36 PRINTED 014 NO.1 WOH GI ARPRINT a 1 I �X A T`7nIG CONSTRUCTION SEQUENCE { t � I 1. CONSTRUCT UPPER BLUFF STABILIZATION wall for basic site protection. �6°U o.G• � �7 3 RouvS OF Construct u ( m I This will protect residence and also make the lower and mid-bluff Yak CABLE 4 sections safe for working. IN ( SEAWALL AT. BASE OF BLUFF: , SHOTCRETE WALL ALONG COVE CONTOUR \ ` AND RIPRAP TO FRONT. EDGE' OF ?lEf3AGfc prlGttOtZCy °�.•l `� � t;\,� '1 i,`s': w� ` , ''��' :,�` ��,�� ! .�.,„ '" COVE a. Remove and dispose of debris on `beach in cove: `. T Z 'iz - I b. .Construct 24", deep and 12" wide footing along base of the cove contour. c. Place rock anchors. Place reinforcement . Construct shotc•rete 1 6" ,t ► t�'�: seawall ; d. Excavate into existing bedrock before placement of 4 ton to ew, ,. N} ' cltC I 8 ton riprap-. " Anchor bottom course of riprap with concrete. f Place riprap out to front edge of cove, 3 . MID-SLOPE, SOIL NAILS AND EROSION MAT J Drill and place mid-slope anchors . Place PVC-coated chainlink I mesh or Tensar Erosion Mat . Plant slope as diiebted by Landscape (L Architect . !' Al*,A -�1 W W "-'t.n T- f ' I ' 1 W k el N 7")vC r..PZv0C4oT- 9 R ,} r t4-r rat-nraTw .'`' ..,.. Lovara. 5tor•J T<iArT° _.< CC I tij Y � � S01L NA{L. A1IGNd7RS '"" - S4 ,: s W Z � F�i.f • _ � � O Q V W _. on o CC � � $.� 1 S .P \t4.--.-n. �i ��•.�<..fc+ ( JAN✓3_�1'.G• _ UL C L_ ! FD 0` GG. L�Y Cn TO BE I�EMOVC /D PVC WEEFHOLE (9 5 ac, N 2 � _ i1 G'� TtttGK SST c><f✓R- 2 LLB W CL J ` ` { ' CROSS SECTION A �e1NL X717 A I o. �c�-_�c Cr��-;� .�: :t'�rd 4 � r�g1JK7 � � � �.�rz `'" ��' d 2' Mtri, EMf38Di7�1t;°T!r t t : . : BLUFF PLAN VIEW i2"x2�" I✓POT,N�, �� � t 4,is � � �, � m \ 2 - ��F 'T'� � scale "- 1a' Z' M}t1 / T Wp{zoGK #3 Sri2RJP5 /$° O.G. W �� A P12'ST `GoU256, AF �Sf'RJ3f .., - M �.� .� - I 0 Q > t� - W STEM P 1>12A I t J Cj) 010. SHOTC i �� SAME AS WALL TOP CAPTILEVER Svc cosrre cr+ t�cuNS� , r = o W 4 M M6,r�� ` { 4" !G �/ CSI toL E 51 o.c, J W 1 5' O.c. 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IOOOH.10 CLEARPRINT FADE.OUT �6�8 — — ;LA 0 ~ V � y crJ REPAIRS TO UPPER BLUFF W zi> 0 z J a PREPARED FOR: cn I Z . � Q -J " w oz � AVE TT Z LUDMILA l3gK"'AADLEY, NEPTUNE S . wo ENCINITAS ., 92024 Iwo E SS MA/y,- �I ' tom y No. C. 16459 y w No. GE 554 rn EXP.6-30-01 # OF CAi ABBREVIATIONS: A.B. ANCHOR BOLT INS. INSULATION A/C AIR CONDITIONING INT. INTERIOR AGG. AGGREGATE JST. JOIST ALT. ALTERNATE KPL. KICK PLATE APX. APPROXIMATE KIT. KITCHEN A.D. AREA DRAIN K.O. KNOCKOUT ASPH. ASPHALT L.B. LAG BOLT J4�• A.S. ALUMINUM SLIDING WINDOW LAM. LAMINATE H ND() BM. BEAM L.H. V J BIT. BITUMINOUS L. LENGTH BLK'G. BLOCKING LW. LIGHTWEIGHT BLDG. BUILDING LW.C. LIGHTWEIGHT CONCRETE B.U.R. BUILT UP ROOFING L.L. LIVE LOAD C.O. CLEAN OUT LVR. LOUVER C.J. CEILING JOISTS LPT. LOW POINT CJT. CONTROL JOINT MAX. MAXIMUM CORR. CORRUGATED MIN. MINIMUM CFL. COUNTER FLASHING MTL METAL CFT CUBIC FOOT MMS. MEMBRANE CYO CUBIC YARD MWK. MILLWORK CLG. CEILING MISC. MISCELLANEOUS CLR. CLEAR (N) NEW C.M.U. CONCRETE MASONRY UNIT N.I.C. NOT IN CONTRACT CONC. CONCRETE N.T.S. NOT TO SCALE DBL. DOUBLE 0/ OVER - DET. DETAIL O.C. ON CENTER DIA. DIAMETER O.D. OUTSIDE DIAMETER DIAG. DIAGONAL O.H. OVERHANG -4 D.F. DOUGLAS FIR OPT. OPTIONAL D.H. DOUBLE HUNG WINDOW PKT. POCKET DOOR DR. DOOR P/L PROPERTY LINE D.S. DOWN SPOUT P.T. PRESSURE TREATED (E) EXISTING P.T.D.F. PRESSURE TREATED DOUGLAS FIR EA. EACH PWO. PLYWOOD Z LJ ELEC. ELECTRICAL R.W.L. RAIN WATER LEADER .>< EQ. EQUAL REF. REFER jy Q EXT. EXTERIOR REQ. REQUIRED m F.F. FINISH FLOOR RFTR. RAFTER SHEET INDEX:FLASHING REG. REGISTER FLR. JSTS. FLOOR JOISTS RE. REINFORCE (0), (ING) F . FLUORESCENT RA. RETURN F.O.S.A FACE OF STUD R.A. RETURN AIR 1 . COVER SHEET PAS. FASTEN, FASTENER REV. REVISION {Sj, REVISED FN. FENCE R.D. ROOF DRAIN .._.A Z F.A. FIRE ALARM RFG. ROOFING LL F.E. FIRE EXTINGUISHER RM. ROOM F.E.C. FIRE EXTINGUISHER CABINET R.O. ROUGH OPENING �• PLAN F.H.S. FIRE HOSE STATION S.C. SOLID CORE � 0. c) FPL. FIREPLACE S. CL SELF CLOSING co FP FIRE PROOF SHT'G. SHEATHING (/�, SECTION 1 LEUCAOU+ IL0 FLR FLEXIBLE SNT. SCHEDULE 3• CROSS A— , B- 13' , V— C FLR FLOOR (ING) SNT. SEALANT FD FLOOR DRAIN SEC. SECTION Li z FND. FOUNDATION SIM. SIMILAR ATHENA ST. v FRG. FOOTING SP SOUNID PROOF 4. SECTIONS, DETAILS AND NOTES Iz o FR. FRAME {D7. (ING) FUR FURRISHEDD BY OTHERS SPEC. SQUCIRCATI�1 (S) -O FUR FURRING ST FLIT FUTURE STD. STANDARD GA. GAUGE STR. STRUCTURAL O GALV. GALVANIZED T&G TONGUE AND GROOVE y G.F.I. GROUND FAULT INTERRUPTED CIRCUIT T.P. TOP PLATE - <^CO ry ,^ G.L.B. GLUE LAMINATED BEAM m'• TYPICAL (IN OTHER LOCATIONS) G.S.M. GALVANIZED SHEET METAL TEL. TELEPHONE GO. GRADE THR. THRESHOLD y� -Y (}�. GYL. GRAVEL TOL. TOLERANCE <^ y -o '� O ,^,{ Z HBD. F1AR0130AR0 TSL TOP OF SLAB SITE Lwow. _ HOW. HARDWARE T. TREAD G ,^ , - 1 HWD, HARDWOOD U.N.O. UNLESS NOTED OTHERWISE c^ ��' '" Lu HTG. HEATING VERT. VERTICAL HVAC. HEAT, r�ENTiLATING/ V.B. VAPOR BARR RIER y�G''y �� m W AIR CONOTTiflNiNG VNR. VENEER HT. HEIGHT V.G. VERTICAL GRAIN N. Et PORTAL 9 HB. HOSE BIB `AN• VINYL H.D. HOLD DOWN W/ WITH 0 SYLYIA ST. oATe H.C. HOLLOW CORE W.P. WEATHER PROOF REVIEWED FOR CONFORMANCE 0 s-e iXf HT. DP. HOT DIPPED WSCT. WAINSCOT ENCINITAS BL,. PRQIECT,,I HDR. HEADER BEAM WTW WALL TO WALL RESOLUTION N'+C Mid LC.B.O. INTERNATIONAL. CONFERENCE OF W.C. WATER CLOSET BY CITY OF ENCINITAS 00-M BUILDING OFFICIALS WIN. WINDOW -- I.D. INSIDE DIAMETER WD. WOOD !� On. N1. ENGINEERING SERVICES CO?WNIT E NT Mwl. _alI �j at�nsa I s»I9»oo. THESE PLANS HA IEW D AND APPROVED BY �. DATE, 6 �& c'� DATE, O� Nl-2i- Y TA E DEPARTMENT As- IC7 ; �AS-B ILT RE00M AUTHORIZED LIRE NOT VICIMY TO SCALE oEaoN� RH STGNAT aGEC,c�o ,3r a�I _ it 7i-G '© alp G�Z� pZ DATE Q /'t /+ A RCE DATE q©�'✓Q. "��V V ��i 1 O F 4 ci z o EXISTING SHOTCRETE a ° G BI N BASKET O COVERED 1 STANDARD 3'x3'x6', APPROX. LIMITS Z BLUFF 1 ! 7- ir ° WILL BE INSTALLED OF NEW FILL O 4 � ' AS NECESSARY U fl I lilt I/ i� ! �' "o I Z PE.R SMUCTUfLAL, OALC.ULATIOrAS w s FOUND 3/4° IRON PIPE FOUND 3/4 W ie DATeso 4-- o4-01 , rn° W/PLUG MK'D. LS 378$" IRON PIPE ltJ < 04 °Q 11 1 \0 BENCH MARK-EL 97.70 W/PLUG MK'D. Z ° \ \\\ I 1 I I 1 I EI I I 111 \ \ "LS 3788., z C N 67'29'18"E Sol 1 T\\ 1 1111 I l \ \ GU I E1 COVR D(E) CONC. SEAWALL �L A I I p PROPOSED RETAING T\ \ \ \ 1 I I 1 \ 1 Z A WALL APPROX. 14' HIGk i.,,_ \ (� ! \ J c� AND 50' LANG a \ \ \ \ \ \ \ \ \ \ \ \ I ° p z WP P p ' a APPRox• J W O £ z \ \ \ \ \�\\ \ 1 \ �_� n L,n,,TSo� _ Al YD / IOZCL' \ \ \ \ y ' 1 P \\\\ p L,LtlT WfIrNT Z _ _ p A6iGREG7AT rn / SAND & COBBLE .0 - , 1 •1 11 1 t 1 ') I I,\1: \5Q' 1\2� �\ `\ 1 a� 5ACVfrlLt/ .r , 1 W O 41 BEACH I° \ ao I I 1 i I b 1Li� \ 8 CIS I\ i I { p F,[YEJZ r 1 V ' P 101 V� >t \ �l -, \ I p> e4se-IG, f mm 1 I p SQNO ( ' 5 I I I I III I I I I I I PI \ \ I ` p 3ACJCru.L/ a EXISTING R %O I I 1 1 1 IJ I Id.B' i / / \ 1 p ` a UNDEVELOPED LOT ' 4�O9 MAyO�yq� ��p \ OFESS B I i r // �/ I I R r B N� ��� l / � p I �? No. C. 16459 Z 16 i / / // // / //// 1 2'I 1 1 I \1 m� w No. GE 554 m If \ p X 1 I it �EXP.6-30-01 O 9: a IC.�' II 1 f/ p YD PACIFIC —6"PVC— OCEAN L'i A 1 V // / /%/ T. fl Al N 67'29'1 8"E GRAVEL / /` / //// IPA / / / / / / / I / / / ! p ti BACKFILL I I' / // / I // / I / j I // / /l 0 p 20' ( /• / / / EXIS RET/ / NEW CONTOURS 1 / / ' i / / I I I 1 � l / / // � �� � / / / / / w p BUILDING FOOTPRINT BRADLEY RESIDENCE 560 NEPTUNE AVENUE 1> (E) CONC. SEAWALL /x A. RM �� I l/ ADO L. +.+ ° i' —6"PVC - APPROX .SHORELINE I//�/ I / / / / / / �� / / LLJ AT ZERO TIDE EXT. TIN / /�j / // ,i i�i / iii i/ 4 N 67'29'18"E EL. 11.85 I / / // / / / // i % �i i � � i /% z I / / // / / / 11 / // / / / / / � �ii � � � Ltd EXISTING CONC SEAWALL W z `� H W L Ld z pto LO Q U w W L © J LJ v PLAN - SCALE: 1"=10' NORTH W < v X w FILE NO. DATE 9-B-00 PROJECT 00-053 DWG. NO. amd1ey-02 REVISION 9-79-W REVISION - REVISION AS,-,�UILT /D- . REVISION DESIGNED DY. RN CHECKED BY. ROM ..5c 2 OF 4 v z REPAIR PLAN - SECTION A-A' REPAIR PLAN - SECTION B-B' z A LOOKING NORTH A' B LOOKING NORTH g' © a �` I NIEW 46i S ND CIGt= I I I C� 110 I i LT F 1 110 110 8 4C-+=;F% EI�TE FAB IC z 110 z c'2 1001 EXISTING (UND LOPE ) Lt Rr�G B c1GFIt. I J s RESID NCE Lt HT w �fa4it S OTCR TIE- ACK NE TUN 100 100 ( PROJE TED) NEP UNE 100 z C ! A GREci TE tv_Fi LL E ISTING ' AVLrIUL 90 tS tS A ENUE190 90 S TCR TIE— ACK tS tS I w f I 18 OF 2 SACK W LL ? ? 90 J IL 8 1 I S 1)_SLURRY 1 " OF 2 SACK O NO SLURRY E CONC. 80 80 I I 80 (� 70 j SW LE I I I SALE NC. Qt 70 70 i 170 n1S �xyR Et. S OPE E I I Qt ! I 60 I i 60 i 60 _ EXISTING i Z S OPE I ANG OF EPOSE OR P pPOSE STEE BEAN SL PE 60 I Z TER ACED OSRS( 6') 50 RDPOS�D STE FLBEA A LAG NG PR POSED Qt J Lu '%ND WE OD LA G N 50 SD RETAINING WALL W/ w RETAIN]NG WALL W/ A• I R t<.y 5 I LiJ � 40 IEBAC S ��' Qt ( ANGL OF R POSE R Qt f z F_ 1 40 40 TER CE DE OSITS(3 ') I 40 Z Z 30 NEW LOPE BACKFI L I , NEW SLOPE BACKFI L I W 0 RAVFl 0 30 W/ RAVEL i 30 E 25 0 PSI ONCR E r I B CKFILL " n 3 ji- 20 &4CKF11 L v E S WALL e ? 20 20 SEAW LL W/ T I 20 �oQOjMAy h� 10 TIE BAC S T 10 n TI BACKS . I Tt 10 Tt SUM N -A' Tt _ I Tt i No. C. 16459 SCA t; n __f_ =4U _T 10 0 ( SE TIO B B ; I 0 EXP.6-30501 -10 Tt V RT: 1 '=20' I V RT: 1 =20 i ? E 24° DI CAISS N I �q G' QjEC 4� E 4" OIA AISSO -10 ? Tt OF CAI�F� 0 20 40 60 80 100 120 140 160 180 200 220 240 260 0 20 40 60 80 100 120 140 160 180 200 220 240 260 w U z [�� V v SECTION C-C' (NO WORK PROPOSED IN THIS AREA) w w C LOOKING NORTH C' W m 120 ! m I 1 120 I I V) j i w 110 1 110 w EXISTING i SH TCRETE IE—B K AD T'L EXI TING I 0 100 WA L ROM RES DENCE I 10 I 90 E CON . ? tS i Q 7 7 tS 190 WALL 80 i I 1 180 W EXI TING 70 SLOPE / Qt W 7° J > /� Q 60 60 W W AN$F0 REP FOR I p 50 I TE POSITS 36) I 50 i , , l i Qt Qt 40 ■ .. z 40 / (E) 4—NCH DI)METER, 25—FOOT,WELL 3 TOTA 30 In 7 ? ? ? ' ? u Z 20 E EAWALL W AREA C F EXPOSED WA ER I 20 Z O TIEBACKS 10 MINOR SEEPAG Tt W U- t to Tt EC ION C C' w v SCALF VER :1 "= o' i — Q � ? Tt � �,. 0 20 40 60 80 100 120 140 160 180 200 220 240 260 z z >r m W ME ND. DATE 9-6-00 PROJECT 00-053 DWG. NO. Bradley-03 REVISION /N REVISION ® 11-2 -oic REVISION As-BUNT 6a.28- REVISION DESIGNED BY: RH CHECKED BY: ROM Dw� . ,�6�'8 - -3G 3 OF 4 k. U Z PL Q A BRADLEY PROPERTY NORTHERN PROPERTY LINE V FENCE OR RAILING, l _III- ri IF REQUIRED, BY OTHERS ¢pi _I I I�. GENERAL NOTES. +i q4Q III- _I 1. Design and construction to be in Z a� q BEAM I pQ -I I NEW BACKFILL W/ CLEAN accordance with 1997 UBC and local Codes. Q j v •- _III I- BACKFILL W/ CLEAN GRAVEL GRAVEL BATTER 6' (1:10t) U o -� { 2. All dimensions, conditions and location of .e. of Wm facilities to be verified and determined Z in CK o -III-1 i I-III-III-III-III III-I 11-1 I l- ( W -I I (-III-III-III-III- -III-III 3. Exact location of drilled piers for proposed W W000 LAGGING P.T.D.F. No. 2 - retaining wall can be adjusted as field Z OR ETTER, ROUGH CUT, FACE OF WALL AS NECESSARY conditions require. Z INSTALL 3x12 FROM TOP OF WALL DOWN 3' (AT CONTRACTOR'S OPTION GABION BASKETS 3'x3'x6 (TYP.) USE 4x12), 4x12 DOWN TO 6', 1'-0"t 4. Cast-in-place reinforced concrete shall have W THEN 6x TO BOTTOM OF WALL 1 compressive strength of 4,000 psi at J AT 11'. 28 days, U.N.O. 0 INSTALL BOARDS WITH 1/4" GAP FOR DRAINAGE, INSTALL FILTER FABRIC 5. All structural steel shall be Fy=50 ksi. MIRAFI 140N (OR EQUAL) AGAINST 1-:1 WOOD LAGGING. NOTE: 1 0. WALL/PROTECTION TO BE MACCAFERRf I 6. Reinforcing steel to be Gr. 60 for #4 bars !t GA810NS, INC., (OR EQUAL). ° " and above. o I GABION BASKET FILL ROCK TO BE WEATHER RESISTANT, NONFRIABLE, 7. All exposed steel shall be Z INSOLUBLE AND SUFFICIENTLY HARD, -- fir- galvanized or coated with corrosion Z O AND APPROVED PRIOR TO PLACEMENT - I- I ml I I-)I I. inhibiting paint. - P W 8. Special inspection is required for installation 0 W of drilled piers and tiebacks, Z and taking of concrete (D W12x58 test specimens for concrete having Vc of 3,000psi. W Z p (UBC 1997 section 1701) U �E TIQN_THRU GABIQL4 9 Section orma key.construction joint make rough SCALE: 1/2" = 1 -0 4 .. � , 10. Minimum 3" concrete cover required for all QROEESS/04, Poe reinforced concrete exposed to soil or cast O M q �� G against soil. A�ON� � 10 4 UNg0Np�O" 11. All logging shall be No. 2, or better, P.T.D.F., 0 No. C. 5 459 z ZONE rough cut. a EXP.6-30-01 ' ED 99 9 �, No. GE 554 ran (� b {I {I 1 All fresh cut to be painted with copper green *% I (or equal). Lagging to be cut in field to assure M II proper fit to actual pile spacing. Logging q �EOtE �P 20',0" at des to be secure) blocked. TF O BONDEp ZONE 2'-0"d 12. Background information by: OF CA1 t 3 4" CHAMFER 1 W12x58 Anthony-Taylor Consultants, drawings dated 1/7/99. 0 TIEBACK: �� w � \ ti 13. Backfill shall be clean gravel. vpe�2' lei I-1 ' I) II F SEE NOTE 15 �� o II III to Ail imported fill should be minimum of 0=41'. S -III- C) N 14. Construction process and placement of fill shall be TIEBACK periodically observed by Project Soil tH- 1 II I II 18" DIA. PIER CORE DRILLED \ \ U ° II T=53.5 k Engineer of Record. INSTALL 1 1/2" DIA. PIPE .1 INTO II INTO (E) CEMENT SLURRY z ti II II{ WEEP HOLE AT 4' C.C. (TYP.) II II BACKFlLL. 1 p I `` �` 15. Tieback notes: INSTALL HEAVY PVC MESH AND II I II \ L a. Use Dywidag bars and Dywidag standard w 11 II �30't (MAX.) Q hardware, or ec�uaL pi�FILTER FABRIC AGAINST WEEP ( COVER PL. BAR & NUT T HOLE BEHIND BEAM. TIEBACK: �} II I II 2 1/2-DIA- PVC SLEEVE. (5 # 8's ON (.)As alternative(e M)Iti270 k anchor with II II OR DYWIDAG STANDARD TRUMPET SEE NOTE 15 tili ed. dia, (min.), 270 ksi strands could be ' A TENSION SIDE AND d. Tiebacks installed at midspon (�J SID 8's 4 ES 0 8" C. between Piers. SIDE W/ #4 TIES ® 8" C.C.t. e. Tiebacks shall be epoxy coated and covered in concrete. f. Use adequate centralizers ® 10'-0" C.C.t /^1 Use (2) min. centralizers per bar. I,.J SECTION AT TIEBACK & WA1rEER c ( ) anticipated. W , Total 6 tiebacks SCALE: 1/2" = 1'-0" 4 h. Tieback Loads: Design load (DL) = 53.5 k d !�► pt A � Test load ® 150X of DL - 80.0 k SAN THROUGH RETAINING WALL �• ' • .) D Lock toff load ® 80 % of DL = 35.0 k Tentative length: Hole diameter at contractor's option. SCALE: 1;2" = 1'-0" 4 8" diameter hole used in design. W Unbonded zone: 15' Bonded zone: 20' Total length: 35' Z I. All tiebacks shall be proof tested to Q test load. j. Grout to be cement grout w/water-cement ratio (w:c) of 0.4 to 0.5 = 5 gal. per W sack. 90' ° Allow up to 22.5 of sand/yard. Z 4d, 2-1/2 MIN. Allow cure time before testing. 180' Provide for two stages of grouting. I WF BEAM D First stage of grouting shall be for W Li SEE TABLE A" testing of tiebacks. Holes to be tremie A Z bonded zone. FOR MIN. SECTION D D D �- pipe grouted from bottom of hole for Q. REQUIRED A z Second stage of grouting shall be a. o C; accomplished after accepted testing, all CD STANDARD �p 0 MIN. DEVELOPMENT LENGTH LAP LENGTH way up remaining hole. in � IN INCHES (Id): Fraction grouting may be utilized, z BAR SIZE DIAM. (D) ( ) IN INCHES (1.31d): 9 op , Y Q � of contractor's option, to achieve a #3 2_1/4" f c = 3.0 ksi Vc = 4.0 ksi Vc = 3.0 ksi Vc = 4.0 ksi considerably higher soil-grout bond O W ZZ capacity. N #4 3,. 4 12" 12" #4 16" 16" W D - ° - - - 6d, 3" MIN. 10d #5 15" 15" " 135' 90' #5 3-3/4" ,. " #5 20 20" � -I e #6 19 18 #6 25" 24" �/ / W (d) #6 4-1/2" #7 26" 23" R LR #8 6" #8 35" 30" #8 46" 39" j'� } d #9 9-1/2" FOR LAP SPLICES USE CLASS "B" SPLICES. e+. wp Z CONCRETE GRADE (LAP OF 1.31d) W Z 1'-6"t DIA. BEAM ABOVE #10 10-3/4' ABBREYIA►MONS: m w d d #11 12" # / TAIM G NAB For other abbreviations see SHT.1 of 4 1.��t � e' �n 14 18-1 4" f��7L.G FILE No. MON THRU DRILLED PIER F F R� R = 2d FOR #18 24" C.C. -Center to center DATE SCALE: 1" = 1'-0" #3, #4 & #5 VERTICAL BE6 C.O. -Clean out 9-6-00 ESTIMATED MIN. SECTION E.W. -Each way PWACT -053 y� p LENGTH ** (RECOMMENDED) E , N -Existing, New STANDARD MINE HOOKS AND BENDS BEAM "H" CANTILEVER O ( ) g' owe., Na N.I.C. -Not in contract croft -04 NOTES: #1 TO #7 11' 20' W12x58 P.T.D.F. -Pressure treated douglas fir REVISION 0 s-is-ao 1. HOOK LENGTHS ARE MINIMUMS. LONGER HOOKS SHALL BE T.O.G.B. -Top of grade beam MIS10N PROVIDED WHERE DETAILED ON DRAWINGS. T.O.W. -Top of wall 2. BAR STIRRUP AND TIE CONFIGURATION SHALL BE AS T. & B. -Top and bottom �' AS-hula 6-28-140 SHOWN ON DRAWINGS. U.N.O. -Unless noted otherwise nEVlslow V.I.F. -Verify in field aE51CNEa BY: * ALSO OTHER BEAM SECTIONS MAY BE USED RN AT CONTRACTOR'S OPTION, eNecx�o sr: RDN ** DRILLED DEPTH MAY BE ADJUSTED IN FIELD BY PROJECT SOIL ENGINEER PER ACTUAL SOIL CONDITIONS AT TIME OF DRILLING. Ow9. 26s'8 -G'-3C 4 OF 4