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1999-6223 G (Plans) Z Z 'I .O is U it RE PAIRS W I spot BI—m ! o I Z PREPARED ° P Rz 8 D., R • F1 ,,,., )NKE ■ �aQR MA S /o�y,�� ND. C. 16459 4 ' No. GE 554 CINITAS CA IFO NIA 9202 DP.6 -30 -01 OF AND �i I i j ABB MV1AT10M AS , CA . IFO NIA � A.B. ANCHOR BOLT INS. INSULATION A/C AIR CONDITIONING INT. INTERIOR I AGG. AGGREGATE JST. JOIST ALT. ALTERNATE KPL. KICK PLATE O APX. APPROXIMATE KIT. KITCHEN A.D. AREA DRAIN K.O. KNOCKOUT AS". ASPHALT L.B. LAG BOLT A.S. ALUMINUM SLIDING WIN ppw LAM. LAMINATE (D) BM• BEAM L.H. LEFT HAND BIT. 8LK'G. BLOCKING Lw, u� BLDG. BUILDING I.W.C. LK44TWEIGHT CONCRETE B.U.R. BUILT UP ROOFING L.L. LIVE LOAD O C.O. CLEAN OUT LVR. LOUVER . C.J. CEILING JOISTS LPT. LOW POINT CJr. CONTROL JOINT MAX. MAXIMUM ! CORP. CORRUGATED MIN. MINIMUM W pM CFL COUNTER FLASHING MIL. METAL W Za CFT CUBIC FOOT MMB. MEMBRANE ' C CYD CUBIC YARD MWK. MILLWORK CLG. CEILING MISC. MISCELLANEOUS • CLR. CLEAR (N) NEW M C.M.U. CONCRETE MASONRY UNIT N.I.C. NOT IN CONTRACT CONC. CONCRETE N.T.S. NOT SCALE W Dom. DIAMET 1. COVER SHEET W z P DET. DETML O.C. ON CENTER � Z aA O.D. OUTSIDE DIAMETER SITE a D.F. DOUGLA AL O.H. OVERHANG . W D.F. LE H UN G wt OPT. OPTIONAL 2. SITE PLAN D . H. DOUB WINDOW PKT. POCKET DOOR D. Doan Z D.S. oowN SPOUT Pn PRESSURE TREATED (E) EXISTING P.T.D.F. PRESSURE TREATED DOUGLAS FIR E ELECTRICAL RWL. RAIN WATER LEADER 3. PROFILE SECTION A—A AND NOTES Z� O Z �s Go EXXT. EX TERIOR Q. R Rte, RE EOUIREO 10 y 0 F.F. . FINISH FLOOR R, RAFTER 4. SECTIONS AND DETAILS � 51 O FL (,. FLAS REG. REGISTER .� FLR. ,ISIS. FLOOR JOISTS RE. REINFORCE (0). (LNG) ! L O REV. F10. FLUORESCENT RET. RETURN cam• F.O.S. FACE OF STUD R A RETURN AIR p U -0 FAS. FASTEN. FASTENER REVISION (S). REVISED n C � L F FENCE R.D. S� 0 ; F.A. A FIRE AtMtM RFG. ROOFING M F.E. FIRE EXTINGUISHER RM. ROOM F.E.C. FIRE EXTINGUISHER CA9IVET R.O. ROUGH OPENING FOR CONFORMANCE F.H.S. FIRE HOSE STAtIOf; S.C. SOLID CORE 9 F FIR PROOF S. ' SELF CLOSING RESO LUTION PC Z os _. 1 A� W 0 GD 113 SHT . SHEATHING FLX FLEXIBLE S NT. SCHEDULE BY CITY OF ENCE41TAS 'I FLR FLOOR (LNG) SNT. FD FLOOR DRAM INO SEC. SECTION TME� w F. FOUNDATION SIM, �,� z W FIG. FOOTING MAP FBO FURNfsME1) BYO HERS S.P. FUR FURRING SO. SOUARE �Y FUT FUTURE sm. STANDA NOT TO SCALE Gk GAUGE ENGINEERING SERVICES COMMUNITY DEYEI�OPMENT FR E RM ' GAIN. GALVANIZED � STRUCTURAL TONGUE AND OROOVE DATE G.F.I. GROUND FAULT BEAM CIRCUIT T.P. TOP PLATE �'' •vT � DATE. ( r�KJf d 9 G.L.!!. GLUE LAMINATED BEAM TEL (M OTHER LOCATIONS) DATE: PROJECT G.S.M. GALVANIZED SHEET METAL TEL ACID � AM GV - (RAVEL TO . THRESH THESE PLANS HAVE REVIEWED AND APPROVED BY THE CITY OF 31; to 5 owa. Ia. TOLERANCE HOD. HARDBOARD TOP OF SLAB t# IN EPARTMENT TsL Haw. HARDWARE T. TREAD P oFES�/ �s -svrl T IerZa MID. HARDWOOD U.N.O. UNLESS NOTED OTHERWISE AS -BUILT Q HEATING VERT. VERTICAL �� N W. N HVAC. HEATING REVISKW VAPOR BARRIER Q �V �► AR / VHR. VENEER AUTHORIZED SIGNATURE HB. HOSE EM V.G . VERTI GRAIN (). 51 m �Ev►SbH vwm H.D. HOLD OO W. WITH C L � � E 12/3 OS H T. HOLLOW CO RE w.P. SIGNATURE ' DESIGNE w,. WEATHER PROOF C P ?• Hr. oP. HOT DIPPED WAINSCOT TITLE '� .� C IVIL rm CHECKED �: wscT. HDR. INTERN BEAM WTW WALL TO WALL Q Q OF CA Of ACM I.C. 8.0. prTERNAI'tONAl. CONFERENCE Of W.C. WATER CLOSET � � �� � - i� t 7.517 DING OFFICIALS WIN. W ATER I.D. INSIDE DIAMETER Uyp, WIND DATE RCE DATE 1 OF 4 - 1 Z +i f~ on c I r et k � X o � �I 92, 55 5 55 91 .89 x 9 91.25 ZO k 92.33 U 3 5 S 8 k 89 U Z � I — � I ER W k �! WESTERLY OLONGATION Z 30- lI OF NORTH Y LINE W - - - - -- z APPROXIMATE � PROPERTY LINE X I Co nC, NORTH OF 798 91.74 W 39 88 �� I NEPTUNE AVENUE x — — — J 'i 91 - 6 6 T + � h ee s +' w \ \ 91 - 76 6 • Z '} 1- I Co k 92 C3 o i n Z 8 / -J � z k s 31 o W I r Z 9- 37 - 4 c� k -o z z 0 8 W 31 8 .6 C U i 7 >C i F z i BUILDING FOOTPRINT KIMBALL aj { RESIDENCE 798 NEPTUNE AVENUE 88 i � I APPROX. LO TION 4 Q FtOFESS�p� j OF SEAWALL TIEBACKS MA TOTAL (20) / ® o ti F` i , Q-' . A x � k - No. C. 16459 9 1 Z i i c� w No. GE 554 � 4. 27 - _ 9 1,6 2 ` ac c- EXP.6 -30 -01 i L - 9 2 -17 1 * cT 88.48 -_ -- - - - -i_ (;Em G � j 7 • 1 r � e k F o `C FO i A Cn . 1 Q �' 9 2.7 I � 1 i i - k 1 k I PROPOS D SEAWALL — APPRO 106 LONG 8 z AT 796 AND 798 29 NEPTUN AVENUE S Bh4 _ S Z C+ s U a. • 8 56 k 9 W x 1 .62 F k 922 (n U . I F—� 4.3 g 76 j BUILDING FOOTPRINT k FUNKE RESIDENCE 1 I 796 NEPTUNE U 1 k '�-- - - - - -- — o 8g 2 4 AVENUE I Z LL I n LL. W� 9 Z 3 - 1 36 z M J 49 92.37 W W W W Z LL 91 91 Z F- >C _ W 1 � W Z 1 O 1 _ WEST 90 -76 z LY PROLONGAT _ 1 /� � � I OF SO THERLY LINE co APPROXIMAT 1 n P PROPERTY LINE 1 SOUTH OF 796 1 O 0. W NEPTUNE AVENUE 1 X - -- W U o o 91 .74 0 ZL, Z • 87 1 0 j 1 WW j Q W -J 1 CL W -J Z ti k W Z�U 1 1 91 .95 LiYW - - - -- -- - -� 1 FILE No. 1 DATE k Pipe 1 9 -24 -99 1 PROJECT 99 -047 AND 99 -046 REVISI 796ond7 -02 oN AS - BUILT 11V22/193 j (E) SEAWALL (E) UPPER Z 23 — G REVISION NTH SEE PROJECT No. 99 - 017 tANQ BLUFF WALL TOPOGRAPHIC MAP OF REVISION THIS MAP WAS PREPARED USING PHOTOGRAMMETRIC COMPUTER I STATE THAT THIS DATA HAS BEEN PRODUCED ��� s �� L ❑ T S 14, 15 & S' L Y 7 E T. o f LOT 16 'LION AIDED DRAFTING TECHNIQUES. BY ME OR UNDER MY DIRECTION IN IN OPEN, UNOBSTRUCTED AREAS THIS MAP CQMPLIES WITH CONFORMANCE WITH THE REQUIREMENTS OF 4, FORREST L. F` BENCHMARK E N C I N I T A S BLU c� YOUNGS ` DESIGNED BY: RH THE CALIFORNIA LAND SURVEYOR'S ACT O CHECKED BY: l; NATIONAL STANDARDS FOR MAP ACCURACY, IN AREAS OF -� ;0 The benchmark used for this plat is San Diego PLAN CONTOURS MAY DEVIATE FROM CORRECT ELEVATION. FOR ROM (CALIFORNIA BUSINESS AND PROFESSIONS DENSE VEGETATION WHERE THE GROUND IS OBSCURED FROM VIEW, LiC No. 5363 * y S ❑IL ENG INEERING C ❑NST. INS. CODE SECTION 8700 ET SEG.). CQUnt Vertical Control Monument No. O.C. 141 9 Exp. 6 -30 -00 located on the east side of H 101, 150' south SCALE: 1" =10' Q� of the centerline of El Portal Street iry the NORTH ■ ■ SCALE V = 20' CONTOUR INTERVAL 1 FT. CON ROL BY WALTERS LAND SURVEYING ^ Or FIELD SURVEY T OF CAL \F� city of Encini CA. O W "� I1"1C■ DATE OF PHOTOGRAPHY JOB NO. SHEET OF L . El. 63.91 M.S.L. AUGUST 24, 1999 99 -7299 1 1 5933 SEA LION PACE, SUITE 100 CARLSBAO, CA 92009 U Z Z O O U ' •R Z_ c W 3W Z 798 NEPTUNE AVENUE 100 (PROJECTED) W GE NERAL NOTES: 796 NEPTUNE AVENUE 1. Design and construction to be in (� (E) GRADE I (PROJECTED) EL. 88.5't I I accordance with 1997 UBC and loco) Codes. B - 1 2. All dimensions, conditions and location of 9 facilities to be verified and determined — I 1 III - I I =1 I I- in field. / 3. Exact location of concrete seawall may be (' 0 / adjusted as field conditions require at Z time of construction. F 80 4. All cast -in -place concrete shall hove W W compressive strength of 4,000 psi at Z 28 days, U.N.O.. — O Z 5. All structural steel, if any, shall be A 36. W O / 6. Reinforcing steel to be Gr. 60 for #4 bars V 70 and above. Bars to be epoxy pointed. (E) SLOPE APPROX. 7. All exposed steel shall, if any, to be 1.5:1 TO 1:1 (H:V) galvanized or coated with corrosion � p $� FES �` Y / inhibiting paint. O Q 0� 1 Tieback heads to be completely coated with MA � / epoxy grout or concrete. ��� �O y 049- FZ 60 = 8. Special inspection is required for �' No. C. 16459 z _ reinforcing steel placement and tiebacks. w No. GE 554 rn 1 / Concrete test cylinder shall be taken and EXP.6 -30 -01 tested. (UBC SECTION 1701). 9. Section at construction joint make rough � GE �` G o 50 / or form key. OF CA1 10. Tieback notes: / a. Use Dywidog anchors and Dywidog standard hardware, or equal. b. Use 0.6" dio., Gr. 270 Ksi, (8) strand anchor 4 0 / c. Tiebacks installed at 1 1 ' C.C.t . / d. Tiebacks shall be epoxy pointed and /or covered in concrete. e. Use adequate centralizers ® 10' C.C. TERRACE DEPOSITS Use (2) min. centralizers per bar. w ANGLE OF REPOSE OF (UNCONSOLIDATED SANDS) For Multistrand Anchor centralizers are not required. 30 TERRACE DEPOSIT SANDS f. Tieback Loods T1 do T2: Q / Design load (DL) = 285.0 kips I Test load A 100% of DL = 285.0 kips F / Lock -off load O 60 x of DL = 170.0 k TOP 0 WALL 17' MSL.t g. All tiebacks shall be proof tested to W test load. 20 h. Grout to be cement grout w /water- cement LW Z 0 © ratio (w:c) of 0.4 to 0.5 = 5 gal. per O Z sock. 3 -INCH DIAMETER HYDROAUGER Allow up to 22.5 cf sand /yard. ` PLACED AT 40' -0" DEPTH. Allow cure time before testing. L_ CLAY SEAM ARDATH FORMATION Provide for two stages of grouting. First O rst stage of grouting shall be for 1 0 testing of tiebacks. Holes to be tremie Z pipe grouted from bottom of hole to LLJ APPROX. TOP OF -_ approx. elevation of clayey seam, to TORREY FORMATION provide for bonded zone. (n Q SANDSTONE ` ` Second stage of grouting shall be 1 ARDATH FORMATION accomplished after accepted testing, all way up remaining hole. U. 0 Factory assembled multistrand anchors contain \ ` provission for unbonded zone length (corrugated U. W pipe sleeve encasement). D W D APPROX. BOTTOM OF WALL \ TORREY FORMATION (SANDSTONE) D Z 0' MSLt FILL ALL VOIDS W CEMENT 2 ` T1 J Z SLURY AS NECESSARY �r �r Q Q N­ '� BOTTOM OF W BORING @ 97'± �/ Z Z W iR � WZ PROFILE SECTION A -A 0 Z 001 SCALE: 1"=10' J 0 C5 SPECIAL CONDITION NOTES ^ z 0. 1. The proposed seawall shall conform as closely to the natural O W V contour of the bluff as possible. Q 2. No local sand, cobbles or shoreline rocks shall be used Z W for bockfill or for any other purpose as construction material. W 0 Disturbance to sand and intertidal areas shall be minimized to the maximum extent possible. 3. Any existing permanent irrigation systems located within W the geologic setback area (40 feet from the bluff edge) W shall be removed or capped. X 4. All runoff from impervious surfaces on the site shall be Q. W F-- collected - and directed away from the bluff edge towards the street and shall avoid ponding in the pad area. Z 5. The seawall shall be colored and textured, to the extent W Z M U possible, the surrounding bluff areas. Coloring of the seawall :L — W will be performed using PERMEON coloration system. 6. No staging of equipment or materials shall occur on sandy FILE No. beach or public parking areas. During both construction and the removal stages of the project, the permitee and or DATE contractor shall not store any construction materials or waste 9 - 24 -99 where it will be or c uld potentioly be subject to wave erosion PrzaECT 99-047 ENO 99 -046 and dispersion. No machinery shall be placed, stored or MG. No otherwise located in the intertidal zone at any time. 796"096 -03 7. Construction corridors shall be located in a manner that has REV I SIO N S -BUILT W22A03 the least impact on public access to and along the shoreline. REVISION 8. No work, unless approved by the City of Encinitas and the California Coastal Commision staff, shall occur on the beach REVISION between Memorial Day weekend and Labor Day of any year. REVISION DESIGNED BY: RH CHECKED BY: ROM 3 OF 4 O 21 "± _. U 4 "± L 1" 4" Z FUTURE 2" UPPER WALL Z � IF REQUIRED # ® 12" C.C. EW EF (N.I.C.) 17' MSL±--- - — — 3 TIES O 24" C.C.± Z 4' WI "J" RAIN R •, . , HORIZ. do VERT. W/ 135' HOOKS 0 SIMILAR AT 11' C.C.± V FUTURE "WEAR' COURSE R UPPER WALL / I • .. MONOLITHIC CONCRETE C9 IF REQUIRED PLACEMENT • T` 4' WIDE "J" DRAIN OR ? • ' 4 • #5 O 12" C.C. EW EF SIMILAR AT 1 1' C.C.± s 1 / Z I I 15' MSL±- 4' WIDE "J" DRAIN OR L SIMILAR AT 1 1 ' C.C.± N 15" SEE DETAIL C/3 J / I TIEBACK HEAD _ TIEBACK VARIES O I °: ch 17' MSL± — PL 10 "x10 "x1" ' 12 "0± RO CKANCHORT1: S ECTION E/3 13' MSLt U BONDED ZONE =15' BONDED ZONE =40' — o TOTAL LENGTH =55'± 15 MSL± — --� J —n DESIGN LOAD (D.L.)=285 K SCALE: 3/4 "= 1' - 0" DESIGN TEST LOAD O 1009 D.L. =285K Z • ` — 1 1 I FACE OF WALL 30' t I r ' � LOCK -OFF LOAD ® 609 D.L. =170 K %% RETURNS TO BE DETERMINED J W U 13' MSL± — — ( "WEAR" COURSE BY ENGINEER IN THE FIELD 0 Z Ns I U MONOLITHIC CONCRETE OR T SEE SECTION D/3 ROCK ANCHOR PLACEMENT 5 O 12" C.C. EW EF I Z Z Of ` C 1 0 8 8's ON TENSION SIDE AND I W V / %% 0 HYDROAUGER DRAIN #8's ON OTHER FACE W/ a (3) EACH PROPERTY, TOTAL (6) DETAIL C/3 � 5) 5 TIES AT 3" C.C. 30" EACH SIDE L — _ -- 10' MSL± — � y — — o I OF SPAN AND AT 8" C.C. IN MIDDLE 1 j N SCALE: 3/4 1' - 0" (BOTTOM AND TOP BEAM TYPICAL) ° I 3 -INCH DIAMETER HYDROAUGER 6 .. 4 a: Q �LOFESS/ ON �% PLACED AT 40' -0" DEPTH. ,�; �� p. MAiyo I<, 8' MSL± No. C. 16459 Z a TIEBACK INCLINATION OF WALL ' „ No. GE 554 m UNBONDED ZON ° 4 WIDE „ RAIN R `EXP.6 -30 -01 �, ;v VARIES, WALL THICKNESS ' ° SIMILAR AT 1 1 ' C.C.± � E/3 E/3 DECREASES TOWARD TOP • . — — — — — — — ' CEG APPROXIMATE LOCATION OF• CFOR FORMATION MATERIALS VARIES . Of ROCK ANCHOR T2 "WEAR" COURSE OF AL� t 4 FT MSL ® BEACH .. # O 12" C.C. EW EF MONOLITHIC CONCRETE 4 "x4" KEY EXISTING SEAWALL Q_ PLACEMENT AT SOUTH END I — ... "WEAR" COURSE 10' MSL±_ _ — PLACEMENT CONCRETE — ( 4 DETAIL PLACEMENT t � F / 3 2' MSL± — — N TIEBACK HEAD • I • TIEBACK SCALE: 314 "= 1' -O" Q PL 10 'x10 "x1" ° 0' MSL± — — — — — I 12"0± RO K ANCHOR T • z • UNBONDEO ZONE- i5 8' MSL± — 80NDED ZONE =40' 5' (MIN.) TOTAL LENGTH= ` BOTTOM OF WALL DESIGN LOAD (16 =D.L. =285285 K AT tL. EP M L FACE OF WALL I I 30' TEST LOAD O 100. K FINAL DEPTH TO BE ` DETERMINED BY ENGINEER LOCK -OFF LOAD O 609 D.L. =170 K Z cn ° . •'' . • ;. AT TIME OF CONSTRUCTION O "WEAR" COURSE DETAIL B/3 MONOLITHIC CONCRETE �..� PLACEMENT 1 10 "± 11" 4" g 8's ON TENSION SIDE AND SCALE: 3/8"= l'-U' 2" � 5) #8's ON OTHER FACE W/ 12 "± 15" 5 TIES AT 3" C.C. 30" EACH Q OF SPAN AND AT 8" C.C. IN MIDDLE (BOTTOM AND - TOP BEAM TYPICAL) 27"± Q LL. w DETAIL D/3 ADJUST SLOPE TO * NOTE: 15 INCH WALL THICKNESS ASSUMED D =) Z NATURAL ANGLE IF NORTHERN SCALE: 3/4" = 1 ' -0" REQUIRED, VARIES. FOR STRUCTURAL CALCULATIONS " Z �! SOUTHERN / REIFORCEMENT STEEL SHALL BE m Q PROPERTY LINE PROPERTY LINE AT 798 NEPTUNE AVE. AT 796 NEPTUNE AVE. / EPDXY PAINTED. W FUTURE I I Z � Z APPROX. 106' TOTAL LENGTH FOR BOTH PROPERTIES UPPER WALL p IF REQUIRED' a SEE DETAIL F 3 3' - "t 11' - t 11' - t A/3 11' -0" f 11' -0" t 3' -0 "t SEE D ETAIL F/ 3 (N•I•C•) W W Z SIM. 20' MSL — — — — I — — — — — — — —' 20' MSL — — _ _ _ O Z 00 PROPOSED J �p i % tl I I I TIEBACK I I� � �.- SEE DETAIL 8/3 0) a 17' MSL 1 / w t ` � — — — O W � 15' MSL ` � ��/ ��_ �� BREAK O WALL FACE % V Z 0 (LOCATION APPROX. I t I- r 13' MSL C.J. AT CONTACTOR'S OPTION) j `Z 0 — I Ot/)( HYDROAUGER DRAIN 10' MSL 6 TOTAL, LOCATION 10' MSL — -+- ' -L -{- ♦ _ uj w TO BE DETERMINED 8' MSL J. 0 IN FIELD BY ENGINEER LOCATION OF � t l I � TI 7 MSL FORMATION � Y Q Z MATERIAL VARIES 1 \ I Q� - - - -- 1 ` W Z �Z 4' MSL EACH SLOPE -19 I T2 Y W t FlLE NO. c° ' MSL 2' MSL FILL VOID IF ANY, DATE — �� WITH CONCRETE 9 -24 -99 0' MSL — — — _ _ _ i / AS NECESSARY PROJECT 99 -047 AND 99 - 046 RETURNS TO BE DETERMINED 0' MSL — — _ _ owc No RETURNS TO BE DETERMINED 4' WIDE "J" DRAIN OR SIMILAR Mane79e -04 BEDROCK q/3 BY ENGINEER IN THE FIELD STIMATEO EXISTING RE "' BY ENGINEER IN THE FIELD EL. 7' MSL AT WALL W/ OUTLET ABOVE FORMATION, (THERE IS EXISTING SEAWALL BLUFF FACE, VARIES As -BU t9/22jg3 j (ELEVATION VARIES) ® 11' C.C.± TO SOUTH). THROUGHOUT BEACH REVISION BLUFF �� . BEDROCK APPROX. LOCATION OF FORMATION EL. a' - MSL AT BEACH MATERIALS VARIES REVISION (ELEVATION VARIES) SECTION A/3 DESIGNED BOTTOM OF WALL R " CHECKED BY: A T EL. 0't MSL PARTIAL ELEVATION 1 SCALE: 3/16" = 1' -Y' RDA FI NAL DEPTH TO BE FI NAL DETERMINED BY N IN E G EER AT TIME OF CONSTRUCTION SCALE: 3/16"= V-0" 4 OF 4 _ � t_. U Z Z 0� U � (n C Z 0 Z I l a REPAIRS TO UPPER BLUFF W Ld Z � � � C W O Ln I C7 Z Z O PREPARED FOR: - Cr W =) L) in U Z w0 U DR. TOM FUNKE 796 NEPTUNE AVENUE �� MAy �qC 0 O. C. 16459 z w NO. GE 554 m ENCINITAS cr- EXP.6 -30 -01 *L � ' �TF OF CAI -`� AND MS. PAULA KIMBALL N AV w ENCINITAS CALIFORNIA 92024 ABBREVIATIONS: w A. 3, ANCr10R BOLT INS. INSULATION > A/C AIR CONDITIONING INT. INTERIOR O AGG. AGGREGATE JST. JOIST ALT. ALTERNATE KPL. KICK PLATE APX. APPROXIMATE KIT. KITCHEN v A. D. AREA DRAIN K.O. KNOCKOUT ASPH. ASPHALT L. B. LAG BOLT A.S. ALUMINUM SLIDING WINDOW LAM. LAMINATE (D) BM. BEAM L. H. LEFT HAND BIT. BITUMINOUS L. LENGTH BLK'G. BLOCKING LW. LIGHTWEIGHT Q BLDG. BUILDING LW.C. LIGHTWEIGHT CONCRETE Z B.U.R. BUILT UP ROOFING L. L. LIVE LOAD U. U. Q W C.O. CLEAN OUT LVR. LOUVER w � C. J. CEILING JOISTS LPT. LOW POINT = Z CJT_ CONTROL JOINT MAX. - MAXIMUM CORR. CORRUGATED MIN. MINIMUM CFL. COUNTER FLASHING MTL. METAL Z W w CFT CUBIC FOOT MMB. MEMBRANE CYD CUBIC YARD MWK. MILLWORK CLG. CEILING MISC. MISCELLANEOUS Q Q CLR. CLEAR (N) NEW SHEET INDEX: w C.M.U. CONCRETE MASONRY UNIT N.I.C. NOT IN CONTRACT ���CPO�P W Z CONC. CONCRETE N.T.S_ NOT TO SCALE 8��o DBL. DOUBLE OVER Z w DIET. DETAIL O.C. ON CENTER 1 • COVER SHEET DIA. DIAMETER O.D. OUTSIDE DIAMETER � D DIAGONAL O.H. OVERHANG W Z D.F. .F. DOUGLAS FIR OPT. OPTIONAL w D.H. DOUBLE HUNG WINDOW PKT. POCKET DOOR D DOOR P/L PROPERTY LINE 2 • SITE PLAN z D.S.S . DOWN SPOUT P.T. PRESSURE TREATED p P y� 00 EA. E R° .2- ING P.T.D.F. PRESSURE TREATED DOUGLAS FIR SITE o � 00 PWD. PLYWOOD E ELECTRICAL R.W.L. RAIN WATER LEADER 3 • PROFILE S A— A S Q EQ. Q. EQUAL REF. REFER " Z EXT. EXTERIOR REQ. REQUIRED L F.F. FINISH FLOOR R RAFTER 4. SECTIONS, DETAILS AND N 0 TE S �� 0 w FL FLASHING REG. EG. REGISTER 'o� N� V Z FLR. R. J STS. FLOOR JDiSTS RE. REINFORCE (D), (ING) OP Z W .J 0 FO. FLUORESCENT RET. RETURN A S� F..O.S. FACE OF STUD R.A. RETURN AIR 0 — Q FAS. FASTEN, FASTENER REV. REVISION (S), REVISED W D — U F FENCE R.D. ROOF DRAIN � V) W F.A. A FIRE ALARM RS_ ROOFING W L/ w F.E. FIRE EXTINGUISHER R ROOM O MVS L (A F.E.C. FIDE EXTINGUISHER CABINET R.O.O M. y . ROUGH OPENING CPO J Q F.H. FIRE HOSE STATION S.C. SOLID CORE FPL. FIREPLACE S. CL. SELF CLOSING yZ Q J < FP FIRE PROOF SHT'G. SHEATHING 5� W Y Q Z FLX FLEXIBLE S SCHEDULE ' w Z M U FLR FLOOR (ING) SINT. NT. SEALANT FD FLOOR DRAIN SEC. SECTION C ' �� r �►.� t T�4S ��T S Y FIND. FOUNDATION SIM. SIMILAR g p D LL — Z W FTG. FOOTING SKL SKYLIGHT FR. FRAME (D), (ING) S. P. SOUND PROOF FBO FURNISHED BY OTHERS SPEC. SPECIFICATION (S) SZ FUR FURRING S SQUARE TNENA ST DATE T&G 2_ 2-11-00 PROJECT FAT FUTURE ST FILE NO. D. STANDARD GAUGE l �IT M O Rg- T4At^! T 04 ) 5 SNAL - 8 VICINITY MAP STRUCTURAL GALV. GALVANIZED d[G TONGUE AND GROOVE AN - a6 G.F.I. GROUND FAULT INTERRUPTED CIRCUIT T.P. TOP PLATE THESE PLANS HAVE BEEN REVIEWED AND APPROVED BY THE CITY OF A. ���p O't� �, V� � JQ#,p /�T J4�f l�tvt� 99 -047 D 99 0 G.L.B. GLUE LAMINATED BEAM NP• TYPICAL (IN OTHER LOCATIONS) G.S.M. GALVANIZED SHEET METAL TEL. TELEPHONE ENCINITAS ENGINEERING DE RTMENT NET ❑ Scar❑ DWG. NO. GRADE TOR. THRESHOLD FunkeKimball - 01 +. REVISION ( GVL. GRAVEL TOL. TOLERANCE � T r \� HBD. HARDBOARD T TOP OF SLAB "O . HDW. HARDWARE T. . TREAD REVISION HWD. HARDWOOD U.N.O. UNLESS NOTED OTHERWISE 2 , t4 ,o Ca -j T %6 V o si HTG. HEATING VERT. VERTICAL AUTHORIZED SIGNATURE REVISION HT. AIR CONDITIONING VNR. VENEER HEATING/VE V.B. VAPOR BARRIER HT. 3 C4S 1�6 D� G�o �j l„ ` REVISION HEIGHT V.G. VERTICAL GRAIN DESIGNED BY: HB. HOSE BIB VIN. VINYL V H.D. HOLD DOWN W/ WITH TITLE _DV Q�t -�-� RH H.C. HOLLOW CORE W. P. WEATHER PROOF CHECKED BY: RDM ` HT. DP. HOT DIPPED WSCT. WAINSCOT t O ,l HDR. HEADER BEAM WTW WALL TO WALL Z �' v I.C.B.O. INTERNATIONAL CONFERENCE OF W.C. WAT ER CLOSET DATE BUILDING OFFICIALS WIN. I. D. INSIDE DIAMETER WD. WOOD 1 OF A DWG 623- G -2�q ` Z _ Co ncr ete f Z "t x ! 0 - s I k � 2.55 _ _ I 9 1.8 9 x 1,25 ZO k ' 92 .3 ice/ U s 3 55 89 Z WESTERLY OL ❑NGATI ❑N x RETURN WALL TO NORTH W OF NORTHER Y LINE Z s (`� APPROXIMATE - 0 n C. PROPERTY LINE Z Br 9 88 1 71 ( NORTH OF 798 .74 - W h I L+ NEPTUNE AVEN E J V) 1 . #1 d es 9 1. T # #16 91 66 rees o C, r _ x - - - ?_27 Z O z — � w ? 3, 7 x - D Z Z w O 1 8 8.67 4A co —�- x z BUILDING FOOTPRINT KIMBALL 9 - Cl- ` RESJI ENC_E 798 NEPTUNE AVENUE 1 .88 1 QR °F E S S/O APP XIMAT A J- TIEB K k `=' No C. 16459 Z >( 1 L ❑C� ❑N w No. GE 554 m _ 91 W n EXP.6 -30 -01 __ 4 •?7 i ' — — — _ _ 1 92.17 62 88 49 �- — L_ — — — — ��v ' GEOTEO �"z" e e / 9 1 - OF CA`V\F 92.71 1 SPAC BETWEEN P RS SHALQ BE CHEMICA LY GR LITE # TO D APPROX. 20; PROPOS D SEAWALL _ z APPROX. 106' LONG 8, 6' - 0" WI SLAB ER Tre AT 796 AND 798 W 3 CANTI VE N es - NEPTUNF AVENUE — — — — Z # (UNDER SEPARATE Q PERMIT - Sh _ W _ _ _ Tr (- o = 8,:56_ k W PROPOS D- BU •6? ETAI WALL 9 2. • ?3 P 1 4' LONG • AP R 0 U - 9 4 - - 6 F—� . _ , � _ - # - r k ! BUILDING FOOTPRINT - rfl 1 1 FUNKE RESIDENCE NEPTUNE 2 � AVENUE I - LL. z ► , 8 9. 4 Q 1 2 - Q � _ I �, LL W I k I 1 W:3 f _ :3 Z 1 nn - k 9 k - - - - 3 6 Z W 9 W � 34 � _ •37 m > Q Q I 1 W . � 91.91 Z W w z 90 .76 1 1 LL z 00 WESTERLY PROLONGF I E PE BURIED 1 �, D to 0) ❑F SO THERLY LINE / RETAINING IWALL — O) APPROXIMATE 1 Q PROPERTY LINE SOUTH OF 796 — _ W F. NEPTUNE AVENUE 11 O W U 0 - O 1 91 Z L ?� k 1 LLJ ,8 1 1 - V) �WU W - 11 Q CX J Y J Z Z�U 1 91 L�iYW 9 5 - - - - - 1 FILE NO. 1 - DATE Pipe 1 2-11 -00 \ 1 PROJECT 99 -047 AND 99 -046 3,52 4.3 l DWG. NO. - 1 1 �- t3 - REVISION REVISION (E) SEAWALL (E) UPPER SEE PROJECT No. 99 -017 BLUFF WALL REVISION TOPOGRAPHIC MAP OF NOTE: LAND s LLITS 14, 15 & S'LY 7 FT. of LOT 1CD REVISION C- : ) THIS MAP WAS PREPARED USING PHOT❑GRAMMETRIC COMPUTER- I STATE THAT THIS DATA HAS BEEN PRODUCED AIDED DRAFTING TECHNIQUES. DESIGNED BY: BY ME OR UNDER MY DIRECTION IN FORR €ST L. CONFORMANCE WITH THE REQUIREMENTS OF BENCHMARK E N C I N I T A S BLUFFS RH � IN OPEN, UNOBSTRUCTED AREAS THIS MAP COMPLIES WITH �' YOUNGS FOR CHECKED BY: THE CALIFORNIA LAND SURVEYOR RDM NATIONAL STANDARDS FOR MAP ACCURACY. IN AREAS OF 'S ACT _ �, DENSE VEGETATION WHERE THE GROUND IS OBSCURED FROM VIEW, (CALIFORNIA BUSINESS AND PROFESSIONS LiC No. 5363 The b_. chrnar. used for this plat is San Diego P LAN CONTOURS MAY DEVIATE FROM CORRECT ELEVATION. SOI ENGINEERING C❑NST,, INC. CODE SECTION 8700 ET SEQ.). County Vertical Control Monument No, O.C. 141, located on the east side of H 101, 150 ■ SCALE V = 20' CONTOUR INTERV -AL 1 FT. , Exp. 6 -30 -00 � Y• SCALE: 1 " =10' cr south of the centerline of El Portal Street in NORTH 2 OF 4 F OF L the city of Encinitas, CA. l C3 uu i I I . I R C■ DATE OF PHOTOGRAPHY JOB NO. SHEET OF FIELD SURVEY CONTROL BY WALTERS LAND SURVEYING. C A El. 60.913 M.S.L. AUGUST 24, 1999 99 -7299 1 1 5933 SEA �IDN PLACE, S.:7E 1% CARLSBAD, CA 92008 DWG 6223 -G -ZA U Z 0 U � Z O U s � � Z_ W } W Z �C Z 798 NEPTUNE AVENUE W (PROJECTED) 100 0 796 NEPTUNE AVENUE V) (E) GRADE (PROJECTED) EL. 88.5 B -1 � 90 Z Z O U W W 80 V) ? � +, Z Z v W U n ' (N) TIEBACK 70 E SLOPE APPROX. - 1.5:1 TO 1:1 (H:V) <) MA / 11" gy p. No. C. 16459 j 60 +I w No. GE 554 r , 1 !�► ►_ r-, DROPODSEPIERO" pIA. * �`�GEOTEG��`'\* 1- / BURIED RETAINING WALL F l OF CA1 -\F� 50 � / EL. 4 8 . EL. 4.5'f 40 / TERRACE DEPOSITS W ANGLE OF REPOSE OF (UNCONSOLIDATED SANDS) Q 30 TERRACE DEPOSIT SANDS Q TOP OF WALL 17' MSL.t / W Z 20 0 NEW SEAWALL TO BE BUILT UNDER SEPARATE FORMATION 0 !� PERMIT CLAY SEAM ARDATH U 10 0- (n APPROX. TOP OF TORREY FORMATION SANDSTONE ` ARDATH F I Z LL. Q W 0 W:3 Z W APPROX. BOTTOM OF WALL `� ` TORREY FORMATION (SANDSTONE) 0' MSL± T2 T1 Q Q W B❑TT ❑M ❑F n/ W Z B ❑RING @ 97'± LL Z n W p� W Z Z PROFILE SECTION A -A co cn SCALE: I"=10' r Q W Z O L; C) 0 I Q w wI c/) a. YQ W zMu �Ncw FILE NO. DATE 2 -11 -00 PROJECT 99 -047 AND 99 -046 DWG. NO. FunkeKimboll -03 REVISION - m —OO REVISION REVISION REVISION DESIGNED BY: RH CHECKED BY: ROM 3 OF 4 0/4/6 6223 -6-211 U CANTILEVER DECK Z_ SLAB ON GRADE C.J. 6' -0" (MAX.) ROUGH CLEAN SURFACE OR Z # © 12" #4 @ 12" # @ 12" (4) #11 (EACH FACE) TIEBACK #5 @ 12" O.C. (E) GRADE IMBED, PROVIDE 6"x2" KEY (OPTIONAL) �' C F VARIES AS REQ D 3 2 -6 6 T.O.P.W. GENERAL NOTES: j 5 1/2" ,. EL. 88.5'± 3'- 6 12" c.c. #4 @ Ix 1. Design and construction to be in accordance with 1997 UBC and local Codes. Z 7(4" 2. All dimensions, conditions and location of U 4 Ln ac es e ver an filiti to bified d determined #5 @ 12" C.C. • in field. O N Z I #5 @ 12 C.C. ) #11 EACH FACE 3. Exact location of drilled piers for buried ° `r - ,. C. 38" EMBEDMENT • • retaining wall at upper bluff can be W #4 TIES @ 12 .. 1\ A o I LENGTH (MIN.) adjusted as field conditions require. Z_ C� _I 45" EXTENSION • • 4. All cast - in -place concrete shall have Z WITH 15 HOOK I C.J. compressive strength of 4,000 psi at W ROUGH CLEAN SURFACE OR 28 days, U.�t.O.. .1 4' - "± � -0 " +_ LQ EQ, r �' • PROVIDE 8 "x8%2" KEY (OPTIONAL) O (END SPAN) (TYP.) CTYP,) 59" EMBEDMENT LENGTH 5. All structural steel, if any, shall be A 36. V) SEE NOTE 11. FOR #11 BAR (TYP.) - 6. Reinforcing steel to be Cr. 60 for #4 bars # 4 TIES @ 12 (45" EXTENSION WITH 15" HOOK) C° and above. EMBEDMENT LENGTH ID ° FOR #9 BAR (TYP.) I o 7. All exposed steel shall, if any, to be Z i� w alvanized or coated with corrosion 30 CONCRETE �= g Z (TYP.) inhibiting point. H +I I -H PIER TYP. Tieback heads to be completely coated with J W U epoxy D D D I D y grout or concrete. 0 Z o L0 L �- 8. Special inspection is required for Z installation of drilled piers and tiebacks. Z SEE SECTIONS FOR (UBC 1701.5.12). W U - STEEL DETAILS 30" DIAMETER @ 9. Section at construction joint make rough DRILLED PIER Cl) w or form key. #4 TIES (TYP.) I a) `4_ 10. Minimum 3 concrete cover required for all Q �OFESS�o 4, reinforced concrete exposed to soil. �Q) MA/yo 11. Tieback notes. . 0 No. C. 16459- Z a. Use Dywidog bars and Dywidog standard , No. GE 554 M hardware, or equal. n EXP.6 -30 -01 b. Bar to be 1 1/4" dia., Gr.150. # L w c. As alternative Multistrand anchor with 3 8 -0 (MAX.) 8 -0 (MAX.) 8 -0 (MAX.) + I r 4 0.6 dia., 270 ksi strands could be -9r CEOTEG ��' OF CA0 o I @ utilized. 104'-O"± I d. Tiebacks installed at mids - pan o w between Piers. 1 e. Tiebacks shall be epoxy coated and covered in concrete. f. Use adequate GRADE BEAM D ETA L A -A 1 1 ( )# I 4 9 Use (2) min. centralizers le @ -O" C.C. perba SCALE 1/2"= 1' ( g. Tieback Loads: Tiebacks at midspan: Design load (DL) = 72.0 k Test load @ 150 % of DL = 108.0 k _ Lock -off load @ 60 % of DL = 40.0 k C @ Tiebacks at each end span (at contractor's option): w_ Option 1: Place (1) tieback at each end: " CURB ~ Design load (DL) = 72.0 k (1500 = 108.0 k " UJ # @ 12" 6 Test load @ 150 % of DL = 162.0 k V (TOP & BOT.) Lock-off 2: load ( ) @0 t tiebacks at each O end: O Option O J Z 44 5 / ,. Design load (DL) = 54.0 k - 44 @ 12" (BOT.) Q LD Test load @ 150 % of DL = 81.0 k -H #5 @ 12 "� d d _ @ Lock -off load @ 60 % of DL = 32.5 k o Q d o h. All tiebacks shall be proof tested to r 1 Q I d 4 i w test load. v X i. Grout to be cement grout w /water- cement W Z d FOR PIER v' ratio (w:c) of 0.4 to 0.5 = 5 gal. per // ^� SEE DETAIL D -D "' sack_ V! 0 Allow up to 22.5 cf sand /yard. ° 7 d 4 d I Allow cure time before testing. 0 4 ` +l LL. Provide for two stages of grouting. Z _QD - d o N ABBREVIATIONS First stage of grouting shall be for LL . Q W Tr - - I testing of tiebacks. Holes to be tremie W N ` \ D ` / �o @ (E), (N) - Existing, New pipe grouted from bottom of hole to T.O.W. -Top of wall approx. 24' up from bottom of hole, to 0 LZ LJ B. 0. P. W. - Botto of pier wall provide for bonded zone. � T - Bottom of - of pier wall W � +I P P Second stage of grouting shall be M > Q 5 @ 12 � ( ) C.C. - Center to center accomplished after accepted testing, all Q TOP & B T. W U.N.O. - Unless noted otherwise way up remaining hole. Z j - - - -- - -- B.O.P.W. I UJ Z) CL FOR PIER I I I EL. 48.5'± F- SEE DETAIL D -D W Z 3' -O "± 8' -0 "(MAX.) 8' -O "(MAX.) ' -0 "(MAX) CANTILEVER DECK Z 00 SLAB ON GRADE Ito 0) 6' -0" (MAX.) Q SLAB DETAIL_ B -B SECTION C -C O W IMBED, Z AS REQ'D 3' -O"± 2' -6" 6 "± W U D SCALE 112"= 1 SCALE 1 1' 5 1 ' UZW 3' -6" 6X 2 KEY ZW- :i W #5 @ 12' C.C. (n 0 N 0 U Q X ) W UPSLOPE (4) #9 EQ. SPACED � X 1 j . # TIES AT 12" C.C. AS ON UPSLOPE SIDE L #4 @ 12" C.C. # J < b =30 #5 @ 12" C.C. 4 TIES @ 12 O.C. SHOWN ON SECTION C -C I W Q Z_ (4) #11 EACH FACE �[ TIES 16 "x16" (TYP.) W/ UPSLOPE 30" DIAMETER (5) #11 SPACE W_/ 1 1/2" GAPS # @ 12" C.C. OR (6) #9 EACH FACE (TYP.) W Z m U 135' HOOKS (MIN.) ON DOWNSLOPE SIDE - I 0 Z f c =4000 psi ° 8" DIA. HOLE W/ BAR 8 "x8 "x1 " N L� Y W (4) #9 ON CONC. PIER + STEEL PLATE - DYWIDAG (OR EQUAL): UPSLOPE SIDE ti W/ BEVELED ' 1 1 /4 "DIA. 150 KSI OR FILE NO. MiN. DEVELOPMEN LENG LAP LENGTH WASHER 30 STRAND: 4 -0.6 "DIA. 270 KSI DATE �� " ��1 IN INCHES (Id): IN INCHES (1.31d): G �� USE #4 HOOPS AT 12 C.C. ` z ->> -oo PROJECT Q OJEC (5) #11 ON GP FULL LENGTH. 99-047 AND 99-0 f'c = 3.0 ksi f'c = 4.0 ksi f'c = 3.0 ksi f'c = 4.0 ksi DOWNSLOPE SIDE PLACE #4 HOOPS AT 6 C.C. DWG. N O. FunkeKimboll -04 3 MIN CLEAR 3' SECTIONS (AS SHOWN „ >� �, 1 6 �� ) REVISION 4 12 1 2 4 1 6 ON SECTION C -C . PROVIDE COVER PL. BAR & NUT 7 .1'S - o # #5 15" 15" # 20" 20" b =30 HOOPS W/ 135' HOOKS OR USE W/ CONCRETE REVISION � # SPIRAL AT 3 PITCH CONTINUOUS. # 9 44" 38" #9 58 50" 2 1 /2 "DIA. PVC SLEEVE TIEBACK: REVISION #11 68" 59" #11 89" 77" C DESIGN LOAD =72.0 KIPS REVISION SECTION I - F TEST LOAD =1 - 08.0 KIPS SECTION D - D ALT. SECTION D - D SCALE 1 / "= 1 ' UNBONDED ZONE =16'± 2 DESIGNED Y : FOR LAP SPLICES USE CLASS "B" SPLICES. LOCK -OFF LOAD =40 KIPS RH CHECKED BY: (LAP OF 1.31d) SCALE 1 /2 "= 1 ' SCALE 1 /2 "= 1 ' BONDED ZONE -24'± RDM AT CONTRACTOR'S OPTION ROUND TOTAL ANCHOR LENGTH= 40'(MAX.) n HOOPS OR SPIRAL COULD BE UTILIZED: 4 O F 4 D hIG 6_221-6