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2004-7401 TE (Plans)PREPARED FOR: MS. ANITA BLANCHARD, 1066 NEPTUNE AVENUE AND MR. JAMES MCINNIS, 1070 NEPTUNE AVENUE 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 LB. LAG BOLT A.S. ALUMINUM SLIDING WINDOW LAM. LAMINATE (D) BM. BEAM LH. LEFT HAND BIT. BITUMINOUS L LENGTH BLK'G. BLOCKING LW. LIGHTWEIGHT BLDG. BUILDING LW.C. LIGHTWEIGHT CONCRETE B.U.R. BUILT UP ROOFING LL. 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 MME). MEMBRANE CYD 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 O/ OVER DET. DETAIL O.C. ON CENTER DIA. DIAMETER O.D. OUTSIDE DIAMETER DIAG. DIAGONAL 0. H. OVERHANG 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 PWD. PLYWOOD ELEC. ELECTRICAL R.W.L. RAIN WATER LEADER EQ. EQUAL REF. REFER EXT. EXTERIOR REQ. REQUIRED F.F. FINISH FLOOR RFTR. RAFTER FLSH'G. FLASHING REG. REGISTER FUR. JSTS. FLOOR JOISTS RE. REINFORCE (D), (ING) FLO. FLUORESCENT RET. RETURN F.O.S. FACE OF STUD R.A. RETURN AIR FAS. FASTEN, FASTENER REV. REVISION (S), REVISED FN. FENCE R.D. ROOF DRAIN F.A. FIRE ALARM RFG. ROOFING F.E. FIRE EXTINGUISHER RM. ROOM F.E.C. FIRE EXTINGUISHER CABINET R.O. ROUGH OPENING F.H.S. FIRE HOSE STATION S.C. SOLID CORE FPL FIREPLACE S. CL. SELF CLOSING FP FIRE PROOF SHT'G. SHEATHING FLX FLEXIBLE SCHD. SCHEDULE FUR FLOOR (ING) SNT. SEALANT FD FLOOR DRAIN SEC. SECTION FND. FOUNDATION SIM. SIMILAR FTG. FOOTING SKL. SKYLIGHT FR. FRAME (D), (ING) S.P. SOUND PROOF FBO FURNISHED BY OTHERS SPEC. SPECIFICATION (S) FUR FURRING M. SQUARE FLIT FUTURE STD. STANDARD GA. GAUGE STIR. STRUCTURAL GALV. GALVANIZED T &G TONGUE AND GROOVE G.F.I. GROUND FAULT INTERRUPTED CIRCUIT T.P. TOP PLATE G.L.B. GLUE LAMINATED BEAM TYP. TYPICAL (IN OTHER LOCATIONS) G.S.M. GALVANIZED SHEET METAL TEL TELEPHONE GD. GRADE THR. THRESHOLD GVL. GRAVEL TOL. TOLERANCE HBD. HARDBOARD TSL TOP OF SLAB HOW. HARDWARE T. TREAD HWD. HARDWOOD U.N.O. UNLESS NOTED OTHERWISE HTG. HEATING VERT. VERTICAL HVAC. HEATING/VENTILATING/ V.B. VAPOR BARRIER AIR CONDITIONING VNR. VENEER HT. HEIGHT V.G. VERTICAL GRAIN HB. HOSE BIB VIN. VINYL H.D. HOLD DOWN W/ WITH H.C. HOLLOW CORE W.P. WEATHER PROOF HT. DP. HOT DIPPED WSCT. WAINSCOT HDR. HEADER BEAM wrW WALL TO WALL I.C.B.O. INTERNATIONAL CONFERENCE OF W.C. WATER CLOSET U BUILDING OFFICIALS WIN. WINDOW I.D. INSIDE DIAMETER WD. WOOD THESE PLANS HAVE BEEN REV EWED AND APPROVED BY THE CITY OF ENCINITAS EN INEERING DEPARTMENT AA, AUTH❑ IZ D SIGNATURE z .svalowlSioN r-�G TITLE N o 4/2/02 DATE N (T ENCINITAS, CALIFORNIA 92024 SPECIAL CONDITION NOTES 1. The proposed seawall shall conform as closely to the natural contour of the bluff as possible. 2. No local, sand, cobbles or shoreline rocks shall be used for backfill or for any other purpose as construction material. Disturbance to sand and intertidal areas shall be minimized to the maximum extent possible. 3. Any existing permanent irrigation systems located within the geologic setback area (40 feet from the bluff edge) shall be removed or capped. 4. All runoff from impervious surfaces on the site shall be collected and directed away from the bluff edge towards the street and shall avoid ponding in the pad area. 5. The seawall shall be colored and textured, to the extent possible, the surrounding bluff areas. Coloring of the seawall will be performed using PERMEON coloration system. 6. No staging of equipment or materials shall occur on sandy beach or public parking areas. During both construction and the removal stages of the project, the permitee and or contractor shall not store any construction materials or waste where it will be or could potentialy be subject to wave erosion and dispersion. No machinery shall be placed, stored or otherwise located in the intertidal zone at any time. 7. Construction corridors shall be located in a manner that has the least impact on public access to and along the shoreline. S. No work, unless approved by the City of Encinitas and the California Coastal Commision staff, shall occur on the beach between Memorial Day weekend and Labor Day of any year. REVIEWED FOR CONFORMANCE RESOLUTION PC MUP BY CITY OF ENCINITAS ENGINEERING SERVICES COMMUNITY DEVELOPMENI DATE1 DATE: AS -BUILT SIGNATURE RICE DATE i SI TE VICINI- NOT TO SCA SHEET INDEX: 1. COVER SHEET 2. SITE PLAN 3. PROFILE SECTION A -A 4. SECTIONS AND DETAILS - LOWER WALL 5. SECTIONS AND DETAILS, NOTES - UPPER WALL ma d 19* cv z N o _ z N (T O U ¢ Cl) " Of Z Z w v O OD N Q I H Q.. Z ti m Ld LLJ r J Q D z S L7 � n r^ Z = v Z Ld z o J_ o N d O Uz 0 Z J — E LLJ U o Uzi W � z w O U Q�OFESgICN 9� o � Mq y �O O,y� F� Ld No. C. No. GE 16459 554 Z y EXP.6 -30 -05 pry CE *P �� OF CA0- LL I W LL \W 0 U W z w LLJ o Qw z LLJ Q Q z � LJ cIJ-J H- W z LLI z CO Q0 O, O O -J LL O — LL_ Q 0 QU) Z Z z oLL- m M U Q I�I Q z LLJ :2 U) Q Q Q —D z W FILE NO. DATE 10 -29 -01 PROJECT 01 -011 DWG. NO. McInnis -01 REVISION REVISION REVISION REVISION DESIGNED BY: RH CHECKED BY: RDM 1 OF 5 ma d 19* Q IU U U U U Q n 42.19 1 — X NOTE, THIS MAP WAS PREPARED USING PHOTOGRAMMETRIC COMPUTER AIDED DRAFTING TECHNIQUES. IN OPEN, UNOBSTRUCTED. AREAS THIS MAP COMPLIES WITH NATIONAL STANDARDS FOR MAP ACCURACY. IN AREAS OF DENSE VEGETATION WHERE THE GROUND IS OBSCURED FROM VIEW, CONTOURS MAY DEVIATE FROM CORRECT ELEVATION. I STATE THAT THIS DATA HAS BEEN PRODUCED BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE CALIFORNIA LAND SURVEYOR'S ACT (CALIFORNIA BUSINESS AND PROFESSIONS CODE SECTION 8700 ET SEQ.). TOWS L 5933 SEA LION PLACE, SUITE 100 CARLSBAD, CA 92008 LEGEND, Of BEACH SAND REPLENISHMENT SAND W/ COBBLE QIS SLOPE FAILURE /LANDSLIDE Qt PLEISTOCENE TERRACE DEPOSIT Ebr EOCENE BEDROCK -- — — UPPER EDGE OF LANDSLIDE INDICATES DIRECTION OF SLIDE MOVEMENT — GEOLOGIC CONTACT PLAN SCALE: 1"=10' (:I ) NORTH 7 l IN I 0 0 0 � O x 90.31 74 0kT U Z v N 0 z N a+ O u� l V y Q M I (7 � z cn U W � v z O co W Q V N W I H rn Q H Z ti � Z O M (h Ld Ld W U J Q Z S L7 N r rn z = v z Llj Z O o d O cn ti c O Z 0 Z_ J LLJ U O (n Ld Z U � Z Z LLI O U Qy,OF E SS70N O MA ! GNP No. C. 16459 Z w NO. GE 554 EXP.6 -30 -05 *L q GE OF CAL�FO z Q w cU� Ld z . LIJ W� o QW z Li Q Q z �w � z 00� Lv Ld w z LLw j c0 z O 00 w �- o Li o Q o D- <�� F- u z z O LL- m a- Q un m�0 0:_ W —w�:�EQ Q (n a QQz Li U)�W FILE NO. DATE 10 -29 -01 PROJECT 01 -011 DWG. NO. McInnis -02 REVISION -Z -0: REVISION REVISION REVISION DESIGNED BY: RH CHECKED BY: RDM 2 OF 5 74 0kT Q Z N m m U ¢ � .O z M N W v Z m O W N Q N F t� Q Z y W W J Q .. u v C� _ Z z W z o o d O (n �z Z_ � J W U W � � Z � CD � wZ o U Q�OF E Sg��N AH � �-�� M OtiI- No. C. 16459 w No. GE 554 Z m � EX 6-30-05 � �c'�P OF CALSFO z U LL] L� Q Q W Z W W � Q W z WQ Q z � W I— z W F— W z w co z � 0 0 � � o Uzo z z W m � O U CCI � Q W (n W ~ � Q (2 � Q � Z � � W FILE NO. DATE 10 -29 -01 PROJECT D1 -o11 DWG. NO. McInnis -03 REVISION REVISION -� REVISION REVISION DESIGNED BY: RH CHECKED B!: RDM 3 OF 5 d cn / \ ELEV. (M.S.L 80 80 70 70 60 60 50 50 40 40 30 30 20 20 10 10 0 0 I I LEGEND: of BEACH SAND REPLENISHMENT SAND W/ COBBLE QIS SLOPE FAILURE /LANDSLIDE Qt PLEISTOCENE TERRACE DEPOSIT PROFILE SECTION A -A Ebr EOCENE BEDROCK — GEOLOGIC CONTACT SCALE: 1' " =1 D' LLJ LL- 7 47 01 -T E APPROX. GRADE LEVEL 25'± (E) RESIDENCE, IICE) RESIDENCE, � \ EL. 81.5't 1070 NEPTUNE AVE 1066 NEPTUNE AVE (PROJECTED) (N) THICK S OTCRETE (E) CAISSON WALXATER KS q 10' DEEP C ?) CAR LORED ��t{. \ � TO ENT U BLU S j� I � LPROPOSED z N o Q TIEBACKS \ T2 PROPOSE INISH SLOPE, FILL APPROX. 1. 6Eoc,�i Fi�;�c+� s "Qls TERRACE DEPOSITS Q t is �'tiS SLIDE PLANE PROPOSED SEAWALL TOP OF WALL EL 26.0't Se.n Dr£r � Got�� f.Z CaT�/ c� � ,� �NGa►T+�S �r�aS — Q FRIABLE SAND W/ COBBLE W � \ of (u o I � � n PROPOSED TIEBACKS EOCENE FORMATION Ebr d cn / \ ELEV. (M.S.L 80 80 70 70 60 60 50 50 40 40 30 30 20 20 10 10 0 0 I I LEGEND: of BEACH SAND REPLENISHMENT SAND W/ COBBLE QIS SLOPE FAILURE /LANDSLIDE Qt PLEISTOCENE TERRACE DEPOSIT PROFILE SECTION A -A Ebr EOCENE BEDROCK — GEOLOGIC CONTACT SCALE: 1' " =1 D' LLJ LL- 7 47 01 -T E APPROX. GRADE LEVEL 25'± (E) RESIDENCE, IICE) RESIDENCE, � \ EL. 81.5't 1070 NEPTUNE AVE 1066 NEPTUNE AVE (PROJECTED) (N) THICK S OTCRETE (E) CAISSON WALXATER KS q 10' DEEP C ?) CAR LORED ��t{. \ � TO ENT U BLU S j� I � LPROPOSED TIEBACKS \ T2 PROPOSE INISH SLOPE, FILL APPROX. 1. 6Eoc,�i Fi�;�c+� s "Qls TERRACE DEPOSITS Q t is �'tiS SLIDE PLANE PROPOSED SEAWALL TOP OF WALL EL 26.0't Se.n Dr£r � Got�� f.Z CaT�/ c� � ,� �NGa►T+�S �r�aS — Q FRIABLE SAND W/ COBBLE W � \ of (u o I � � n PROPOSED TIEBACKS EOCENE FORMATION Ebr FOR DRILL 10 FEET MIN. INTO FORMATIONAL MATERIALS OR AS DIRECTED BY ENGINEER IN THE FIELD. CONSERVATIVELY TIP OF DRILLED PIER SHOWN AT EL. 0 MSL± — — 26 MSL± p � II SEE SECTION E/4 u II — — — 21 MSL± "WEAR" COURSE MONOLITHIC CONCRETE PLACEMENT Lu N SEE SECTION F/4 Of j 3" PVC BACKDRAIN = OUTLET ABOVE -H FORMATIONAL MATERIA 25 i� 14 MSL± TOE OF II II WALL O BE EMBEDDED AT LEAST 3 II ASEDIR COTEDEBY ENGINEER II I II IN THE FIELD. SEE SECTION H/4 II If II al - -0 MSL ± DETAIL B/4 SCALE: 3/8 "= 1' -0" 4 "x3" KEY 4' WIDE "J" DRAIN OR BOTH MATS, INSTALL CONTINUOUS THRU PRE - DRILLED HOLES/ 1 UNBONDED 6" DIA. MIN. HOLE W DCP DYWIDAG ANCHOR OR EQUAL, USE MULTISTRAND ANCHOR SEE DETAIL D/4 W/ (2) 0.6" DIA. 270 KSI STRANDS \ OR USE 1" DIA., GR. 150 DYWIDAG BAR AND HARDWARE DOUBLE \ \\ COROSION PROTECTED 30'± (MAX \ \� T 1 (1 o) TOTAL SEE NOTE 13 (SHEET 5 OF 5) 2' DIA. DRIL W1 0x39 FULL DEPTH NORTHERN 1070 NEPTUNE AVENUE PROPERTY LINE AND LIMITS OF WORK 26' MSL - - SEE DETAIL G/4 Mill 21' MSL — — — T —\I� 1 , 17' MSL - - -- I I I I 14' MSL - - -- I I D' MSL - - -- I I I I I I I I I I �I I I I I s' B/4 •i�ii/ ♦iii/ ♦11111 111 ♦1/ Aii ♦1/ 111111 MOMS ♦��1 ♦��1 ♦11111 ♦iiii/ ♦iiii/ ♦iiii/ ASSUMED BOTTOM OF WALL ® 8' C.C.± AT EL. 14'± MSL FINAL DEPTH TO BE DETERMINED BY ENGINEER AT TIME OF CONSTRUCTION I "WEAR" COURSE MONOLITHIC CONCRETE PLACEMENT 16" ( IN.) VARIES 3 TIES ®24" C.C.± HORIZ. & VERT. W 135' HOOKS 4' WIDE "J" DRAIN OR SIMILAR AT 8 C.C. #5 ® 12" C.C.± EW BOTH MATS SECTION E/4 SCALE: 318 "= 1' -0" MONOLITHIC CONCRETE PLACEMENT VARIES 3 TIES 0 24" C.C.± HORIZ. & VERT. W 135' HOOKS 4' WIDE "J" DRAIN OR SIMILAR AT 8 C.C. #5 ® 12" C.C.± EW BOTH MATS SECTION F/4 SCALE: 3/8 "= 1' -0" *NOTE: 13 INCH WALL THICKNESS ASSUMED FOR STRUCTURAL CALCULATIONS REIFORCEMENT STEEL SHALL BE EPDXY PAINTED. B/j4V:::— IV LOWER WALL ELEVATION SCALE: 3/16 " = 1' -0" 1066 NEPTUNE AVENUE SOUTHERN LIMITS OF WORK 6" I• %Ii, RETURNS TO BE DETERMINED BY ENGINEER IN FIELD n N j "WEAR" COURSE MONOLITHIC CONCRETE PLACEMENT �r DRILL 10 FEET MIN. INTO FORMATIONAL MATERIALS OR t 3 _D•± AS DIRECTED BY ENGINEER IN THE FIELD. CONSERVATIVELY TIP OF DRILLED PIER SHOWN AT EL. 0 MSL± DETAIL G/4 SCALE: 3/8 "= 1' -0" EITHER SIDE (TYP.) TOP & BOTTOM STIFFENER > 3/16" STITCH 1" 04' C.C. 3/16" PLAN I W10x39 FULL DEPTH - UPSLOPE DETAIL H/4 SCALE: 3/8 "= 1' -0" - — CL BAR - — CL BEAM 2 3/4"x3/4 "x2' -6" PLATES (CENTER ON SLOTS) SIDE DETAIL D/4 SCALE: 3/4 "= 1' -D" FRONT SEE DETAIL G/4 I d i I �. T I I IN SHED WT BEACH (VARIES) I I I I 3" PVC DRAIN OUTLET ABOVE O N N N sF U PROTECTO W/ CAP AGAINST I I I U WAVE ACTION n N j "WEAR" COURSE MONOLITHIC CONCRETE PLACEMENT �r DRILL 10 FEET MIN. INTO FORMATIONAL MATERIALS OR t 3 _D•± AS DIRECTED BY ENGINEER IN THE FIELD. CONSERVATIVELY TIP OF DRILLED PIER SHOWN AT EL. 0 MSL± DETAIL G/4 SCALE: 3/8 "= 1' -0" EITHER SIDE (TYP.) TOP & BOTTOM STIFFENER > 3/16" STITCH 1" 04' C.C. 3/16" PLAN I W10x39 FULL DEPTH - UPSLOPE DETAIL H/4 SCALE: 3/8 "= 1' -0" - — CL BAR - — CL BEAM 2 3/4"x3/4 "x2' -6" PLATES (CENTER ON SLOTS) SIDE DETAIL D/4 SCALE: 3/4 "= 1' -D" FRONT r i� d z O N N N sF U M U M U F z o `D 0 o w IN x U N t() z_ I w z 0 O 0 7 w Li Z J = n Z = z w z o o x a J_ v`Oi O In 13 O Z Z 0 J_ U w O U) w Z C7 � zz w O O QROF ESS /O� �O MA A/ - 0 Fy w No. C. No. GE 16459 554 m EXP.6 -30 -05 * i OF CA11F0� 0 z � Q W z ' 0 m W U W W Cj� 0 D w Z w w D 0 Q w z w Q Q z � w � z m w � W z LLJ co Z co U oO W LL_ f O LL 0 < � � I— —I = z z z o w m a -� / ( J m U . W Q w (n Q a_ 0- Q Q z Li cn w FILE NO. DATE 10 -29 -01 PROJECT 01 -On DWG. N0. McInnis -04 REVISION -2 - REVISION ' REVISION REVISION DESIGNED BY: RH CHECKED BY: RDM 4 OF 5 r i� DRAIN HORIZONTALLY AT GEOCOMPOSITE DRAIN LAYOUT 4 BorroM OF SHOTCRETE WALL SCALE: 1/4 " =1' -0" 5 #4's AT 8" C.C. E.W. OR #3's AT 4" C.C. 11.11 N j� 1 O I. DYWIDAG HARDWARE OR EQUAL J= _ PL 7x7x3/4" W/ CONC. ANCHOR a IIIII - 4 a _ 4 d 0 a ° a d _ e E 4 5's HOE I ONTALLY 6 AND VERTICALLY AT EACH d TIEBACK HEAD LOCATION E FILLED CAP EMBED PVC PIPE IN SHOTCRETE TO ALLOW FOR SECOND STAGE GROUTING TIEBACK BAR 4< a d4 2" DIA. PVC SLEEVE PE OR STEEL TRUMPET PI WELDED TO PL AS STAND DYWIDAG HARDWARE TIEBACK HEAD ASSEMBLY (TYP. ) (3 SCALE: 1"=1'-O" 5 (MIN. r ( 1 I2" DIA. PVC PIPE WEEPHOLES AT 4' -0" C.C.t HORIZONTALLY ON OUTLET INSTALL GALVANIZED MESH AGAINST RODENTS d O a v 1' -0 "t WEEPHOLE DRAIN DETAIL SCALE: 1 " =1' -0" 5 CONTINUOUS AT BOTTOM 1' -0 "t OF WALL ON ROCK SIDE ONLY PLACE PIPE THRU RIGID MEMBER BUT DO NOT DAM) FABRIC ON ROCK SIDE OF HORIZONTAL DRAIN iIMNEY DRAIN AT TOP F WALL TO PREVENT OW OF WATER ANY POTENTIALLY UNSTABLE OVE)kHANGS WILL BE CUT BACK a 5 APPROX. BATTER 1:2 \ TO 1:3 (H:V), V.I.F. 1 (N) 8" THICK SHOTCRETE WALL FACING, PLACE "1 (4) #5's AT EA. TIEBACK p HEAD LOCATION AND #4's AT 8" C.C. E.W. `1 BETWEEN (OR ETWEEN) A B ENTER REB R ° IN SHOTCRETE WALL /FACING CARVED AND COLORED TO MATCH ADJACENT BLUFF MATERIALS APPROX. AREA: (20)x(50) =1,000 SFt E; EL. 61'.51 5 CONSTRUCT KEY APPROX. 3' DEEP SCALE: 1 /2 " =1 ' -0" USE ADXQUATE CE NTRALI ERS -0 AT 10 .t GEOCOMPO DRAIN MIRADRA (OR EQUAL), e / 5 2000 APPROX. 81 ,5't ° ad ° T3 (7) TOTAL (SEE NOTE 13) OTHER DIA. OF DRILLED HOLE COULD BE UTILIZED AT CONTRACTOR'S OPTION Ila A d T2 (7) TOTAL (SEE NOTE 13) MIN. DEVELOPMENT LENGTH IN INCHES (Id): - Center to center Vc = 3.0 ksi Vc = 4.0 ksi 4 12" 12" #5 15" 15" #6 19" 18" #7 26" 23" #8 35" 30" LAP LENGTH IN INCHES (1.31d): - Center to center f'c = 3.0 ksi f'c = 4.0 ksi 4 16" 16" #5 20" 20" #6 - Pressure treated douglas fir 24" L25" #7 34" 30" #8 46" 39" FOR LAP SPLICES USE CLASS "B" SPLICES (LAP OF 1.31d) ABBREVIATIONS: FOR OTHER ABBREVIATIONS SEE COVER SHEET. C.C. - Center to center C.Q. -Clean out E.W. -Each way (E), (N) - Existing, New N.I.C. -Not in contract P.T.D.F. - Pressure treated douglas fir T.O.G.B. -Top of grade beam T.O.W. -Top of wall T. & B. -Top and bottom U.N.O. - Unless noted otherwise V.I.F. - Verify in field TABLE "B" - TIEBACKS SCHEDULE MARK DESIGN LOAD KIPS TEST LOAD KIPS LOCK -OFF LOAD KIPS UNBONDED ZONE FEET BONDED ZONE FEET TOTAL LENGTH FEET TYPE 3 -3/4" T1 40.0 60.0 24 20 20 40 9 -1/2" #10 T2 40.0 60.0 24 20 20 40 ( n ~ o z m T3 40.0 60.0 24 20 20 40 � Q Z_� I a o ° N M L_L W W M * MULTISTRAND ANCHORS, OR BARS, TO BE DCI DYWIDAG, OR EQUAL, DCP - DOUBLE CORROSION PROTECTED MULTISTRANDS: USE (2) 0.6" DIA. 270 KSI ANCHOR BAR: USE 1" DIA, GR. 150 DYWIDAG BAR AND HARDWARE, DCP. 80t R a w 70t zo W W H 60f I.T�F4 X D_ d Q v D D "i, 3" MIN. GENERAL NOTES: 1. Design and construction to be in accordance with 1997 UBC and local Codes. 2. All dimensions, conditions and location of facilities to be verified and determined in field. 3. Exact location of drilled piers for proposed retaining walls can be adjusted as field conditions require. 4. Cast -in -place reinforced concrete shall have compressive strength at 28 days: 4000 psi shotcrete concrete at sea wall 3000 psi all cast -in -place concrete elsewhere 5. All structural steel shall be A572, GR. 50, Fy =50 ksi. 6. Reinforcing steel to be Gr. 60 for #4 bars and above. 7. All exposed steel shall be galvanized or coated with corrosion inhibiting paint. 8. Special inspection is required for installation of drilled piers and tiebacks, and taking of concrete test specimens for concrete having Vc of 3,000psi. (UBC 1997 section 1701) 9. Section at construction joint make rough or form key. 10. Minimum 3" concrete cover required for all reinforced concrete exposed to soil or cast against soil. 11. On -site soils may be used to reconstruct slope at existing scarp. Import of additional soil may be necessary. Backfill slope with up to 750 tons of crushed rock /gravel at slope of 1.5:1f(H:V). Construction process and placement of fill shall be periodically observed by Project Soils Engineer of record. 12. Splices of rebor to be class (B) splice. If shotcrete method is going to be utilized, lap splices of reinforcing bars in shotcrete shall be by non - contact lap splice method with of least 2 "\ clearance between bars (UBC Sec. 1924.4). 13. Tieback notes: See Table "B "- Tieback Schedule and relevant notes on tieback sections. Tieback anchors to be DCI Dywidog, or equal. Tiebacks to be installed at 8' -0" C.C.f. Tiebacks shall be double corrosion protected - DCP. Use adequate centralizers 0 10' -0 C.C.t (if bar is used). Hole diameter at contractor's option. Grout to be cement grout w /water- cement ratio (w:c) of 0.4 to 0.5 = 5 gal. per sack. Allow up to 22.5 cf sand /yard. Allow cure time before testing. Provide for two stages of grouting. First stage of grouting shall be for testing of tiebacks. Holes to be tremie pipe grouted from bottom of hole for bonded zone. Second stage of grouting shall be accomplished after accepted testing, all way up remaining hole. Fraction grouting may be utilized, at contractor's option, to achieve considerably higher soil -grout bond capacity. Multistrand anchors are factory equiped with grouted PVC sleeves. 0 10d 90' LR d 4d, 2 -1/2 MIN. %J R = 2d FOR #3, #4 & #5 STANDARD REINS HOOKS AND BENDS NOTES: 1. HOOK LENGTHS ARE MINIMUMS. LONGER HOOKS SHALL BE PROVIDED WHERE DETAILED ON DRAWINGS. 2. BAR STIRRUP AND TIE CONFIGURATION SHALL BE AS SHOWN ON DRAWINGS. n STANDARD BEND DIAMETER BAR SIZE DIAM. (D) #3 2 -1/4" #4 3" #5 3 -3/4" #6 4 -1/2" #7 5 -1/4" #8 6" #9 9 -1/2" #10 10 -3/4" #11 12" #14 18 -1/4" #18 24" i d -o O cv z z _Q N N N d 1 O M V M ( n ~ o z m Z Q z co W UN � Q Z_� I a o ° N M L_L W W M Ld Z J 3° Z =Z W z o x o a J vo O (n CD Z_ O O ~ W U Z O W Of Z U � zz w O U Q�OF E SS)0N MA H0 c, D LU Na. C. No. GE 16459 rn 554 7- 01-y EXP.6 -30 -05 sq GE y� OF CA`_1F0 (O OW z � � O z O rQ V / OCn O _I O W O LLJ L_LJ O COO � W z w W D O Q LL_I O w Q Q Z D w F- Z w H- LLJ Z a_ (0 Z O O O f -J O _ O LL ° lY g O Q �� zo Z - Q M U Q W (n Q LLI z�Q a- O a z I� � ::�i :5 W FILE NO. DATE 10 -29 -01 PROJECT D1 -011 DWG. NO. McInnis -05 REVISION -2 -02. REVISION REVISION REVISION DESIGNED BY: RH CHECKED BY: RDM 5 OF 5 i d -o O