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Bay Meadows Development (3)
Or Brian Kangas Foulk CI 3 E N 0 4/1 3 0 4, a >- a 3 0 a 0 3 V a 0 0 0 0 0) U) a zrn LLIN --)r3 � o •0 w Q ›- Z LLI < Z 1 — <00 0aa 0 C) z 0 0 BAY MEADOWS DEVELOPMENT WALL CONSTRUCTION - 182 & 185 McLELLAN AVENUE CITY OF SAN MATEO, SAN MATEO COUNTY, CALIFORNIA SAN MATEO COUNTY EXPO CENTER KEY MAP NOT TO SCALE FEBRUARY 1999 CONTRACT 4B-1 U.S. 101 EL CAMINO REAL NORFOLK ST. SARATOGA DRIVE PROJECT SITE aA19 TWOS -111k '1 CURTISS ST PACIFIC BLVD. DRAWING INDEX DRAWING TITLE TITLE SHEET CIVIL ABBREVIATIONS, SYMBOLS, AND NOTES WALL PLAN DRAINAGE LAYOUT WALL ELEVATION & DETAILS SIDEYARD CONSTRUCTION WORK EROSION CONTROL PLAN AND DETAILS WALL ARCH. DETAILS WALL STRUCTURAL DETAILS AND SPECIFICATIONS DRAWING No. ENGINEER'S STATEMENT THESE IMPROVEMENT PLANS HAVE BEEN PREPARED BY ME OR UNDER MY DIRECTION IN ACCORDANCE WITH STANDARD ENGINEERING PRACTICE. AN NY JOHN 14WENI, PRINCIPAL R.C.E. #21552 BRIAN KANGAS FOULK THESE IMPROVEMENT PLANS HAVE BEEN PREPARED BY ME OR UNDER MY DIRECTION IN ACCORDANCE WITH STANDARD ENGINEERING PRACTICE. 1.44 STAN DWORNIK, PROJECT ENGINEER R.C.E. #C47242 BRIAN KANGAS FOULK DATE MT -01 MT -02 MSW-01 MDR -01 MEL-01 MCY-01 MER-01 D-1 S-8. 9 GEOTECHNICAL ENGINEER APPROVAL THESE IMPROVEMENT PLANS HAVE BEEN REVIEWED AND FOUND TO BE IN SUBSTANTIAL CONFORMANCE WITH THE GEOTECHNICAL REPORT REQUIREMENTS. CHRISTOPHER D. TRU&BULL DATE R.C.E. #53710 LICENSE EXPIRES 6-30-99 HARZA ENGINEERING COMPANY THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. BRIAN KANGAS FOULK BY: L4I%M&/'4(!4')I4.4f4( DATE: 6.21• 1:10 RECORD DRAWING eiVe to co 0 m w. >}orn Vmcp w I I U 0 N (NI 0 0000 <1-Wif) U) us x L a) C C CL • 0 • J UI L a, a) C 0) C LJ CALIFORNIA O M) >- ao w i_ z • w WO W O aocn0 W JQ ~ OO�"z 0 V v)Q _ W M APPROVED 1Terrs enpta >�I�ts ›— to taAnI u rSast < ES wnsarn s�olvl oIT CO THE BUILDING ' .^ , • crteso APPROVED PLANS AND SPECIFICATIONS SHALL BE ON PREMISES AT ALL TIMES RESUBMITTAL OJECT 13l Da L7 Planning I7 Building ❑ Public Wb4s D Fire ❑ P.M.E. n sclt ut C Other CJf THESE PLANS AND DErras ARE APPROVED THE APPROVAL OF THESE PLANS SHALL NOT eE CONS1P.UED TO BE i% FOR ANY VIOLATION OF ANY COi . OR ORDINANCE. Cy Date THESE PLANS su :AL a ON € ttL WALL CONSTRL CITY OF SAN MATEO 0 0 z U N U Q N 3 d a Approved AJG Number. nr -01 1 LF10 AS BUILT 3-2-64 Or Brian Kangas Foulk E N O U C 0 a) J cSU a >- 0 c w 0 0 0 O o+ o: 0 0 0 0 0 o) m N m c CO) j I •• o I ••O W z .. m w ca a o zow <00 rY JJ 0 0- a SYMBOL AC BEG. BC B.O.P. B.O.W. CB C&G Q, CL CLF CO CONC DIA DWG DWY E (E), Ex EASE EC ELEV EP EUC (F) FH FL FM F.O.S. F.O.W. FT G HP INV JP JT L LF LT, L MAX MH MIN (N) N.I.C. NO., # DESCRIPTION ASPHALT BEGINNING BEGINNING OF CURVE BOTTOM OF PILE BEGINNING OF WALL CATCH BASIN CURB & GUTTER CENTERLINE CHAIN LINK FENCE CLEANOUT CONCRETE DIAMETER DRAWING DRIVEWAY ELECTRICAL EXISTING EASEMENT END OF CURVE ELEVATION EDGE OF PAVEMENT EUCALYPTUS FUTURE FIRE HYDRANT FLOW LINE FORCE MAIN FACE OF SOUNDWALL FACE OF WALL FEET GAS HIGH POINT INVERT JOINT UTILITY POLE JOINT TRENCH LENGTH LINEAR FEET LEFT MAXIMUM MANHOLE MINIMUM NORTH NOT IN CONTRACT NUMBER ABBREVIATIONS SYMBOL NTS OHW PI PG&E F� PL PLTR PROP, PT&T P.U.E. PVC PPVC RCP RDY RIM RT, R R/W (S) SD SDWK SHT. SS SSFL ST. STA SWF SWK TC MW WV T TEMP T.O.P.C. T.O.W. TYP. (P) DESCRIPTION NOT TO SCALE OVERHEAD WIRES POINT OF INTERSECTION PACIFIC GAS AND ELECTRIC PROPERTY LINE PLANTER PROPOSED PACIFIC TELEPHONE PUBLIC UTILITY EASEMENT POLYVINYL CHLORIDE PERFORATED POLYVINYL CHLORIDE REINFORCED CONCRETE PIPE ROADWAY RIM ELEVATION RIGHT RIGHT OF WAY SOUTH OR SARATOGA DRIVE STORM DRAIN SIDEWALK SHEET SANITARY SEWER SANITARY SEWER FLOWLINE STREET STATION SOUNDWALL FIESTA SOUNDWALL KENT TOP OF CURB McLELLAN WALL WATER VALVE TREE TEMPORARY TOP OF PILE CAP TOP OF WALL TYPICAL UTILITY SYMBOLS T ci • • CAP TELEPHONE PULLBOX PULLBOX SIZE # ELECTROLIER MANHOLE COVER STORM DRAIN INLET WATER VALVE PADMOUNTED TRANSFORMER CAPACITOR ROADWAY SYMBOLS I I ITN I,' ,, 777 CURB RAMP TYPE C CURB RAMP TYPE B LIP OF GUTTER, FACE OF CURB, AND BACK OF CURB CENTERLINE OF ROADWAY RIGHT OF WAY LINE WALL MISCELLANEOUS SYMBOLS 2 14 DETAIL SECTION NO. 2 ON SHEET 14 PI OF CONTROL LINE REMOVE EX FENCE TREE REMOVED, UNDERSURFACE STUMP & ROOTS GROUND TO WITHIN 36" OF GROUND SURFACE. NOTES 1. PROJECT BENCHMARK CITY OF SAN MATEO BENCHMARK #64-1. RAMSET NAIL AT BACK OF CONCRETE SIDEWALK ON EASTERLY SIDE OF DELAWARE STREET AT 19TH AVENUE CHANNEL. ELEVATION = 102.00 (CITY OF SAN MATEO DATUM + 100.00). 2. BASIS OF BEARING THE BEARING BETWEEN FOUND CONCRETE STREET MONUMENTS ON FIESTA DRIVE AS SHOWN ON THE MAP OF "SAN MATEO VILLAGE UNIT NO. 6A", RECORDED ON VOLUME 37 OF MAPS AT PAGES 39 AND 40, SAN MATEO COUNTY RECORDS, TAKEN AS SOUTH 89'53'45" EAST. 3. TOPOGRAPHY SHOWN HEREIN WAS COMPILED FROM AERIAL PHOTOGRAMMETRY BY AREO-GEODETIC INC. ON 6/97, AND AS -BUILT INFORMATION 4. THE EXISTENCE, LOCATION AND ELEVATION OF UNDERGROUND UTILITIES AND STRUCTURES SHOWN ON THESE PLANS ARE BASED UPON BEST AVAILABLE PUBLIC RECORDS. IT IS CONTRACTOR'S RESPONSIBILITY TO VERIFY THIS INFORMATION AND TO PROVIDE PROTECTION FOR UTILITIES OR STRUCTURES AS MAY BE ENCOUNTERED. 5. CONTRACTOR SHALL REPLACE OR REPAIR AT HIS/HER OWN EXPENSE ALL DAMAGED, REMOVED OR OTHERWISE DISTURBED WALLS, CURB, GUTTER, SIDEWALKS, PAVEMENT, UTILITIES, IMPROVEMENTS OR FEATURES OF WHATEVER NATURE TO THEIR ORIGINAL CONDITIONS, WHETHER SHOWN ON THE PLAN OR NOT. 6. UPON SATISFACTORY COMPLETION OF THE WORK, THE ENTIRE WORK SITE SHALL BE CLEANED UP AND LEFT WITH A SMOOTH AND NEATLY GRADED SURFACE FREE OF CONSTRUCTION WASTE, RUBBISH AND DEBRIS OF ANY NATURE. 7. STRUCTURAL CALCULATIONS FOR SOUNDWALLS #1, #2 AND #3 REFER TO THE SOUNDWALLS FIESTA, KENT, AND MCLELLAN RESPECTIVELY. THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. BRIAN KAAIGAS FOULK BY DATE: 6. V .00 RECORD DRAWING CSG THESE PLANS AND DETAILS ARE APPROVED HE APPROVAL OF THESE PLANS EtIALl NOT BE CONSTRUZD TO GE 3' ERM t FOR ANV VIOLATION OF ANY LODE OR ORDINANCE. r7 co 0 m wQ D > O CD Q~�rn') 0 co co w II U O N N EOM CO CL 0 1- 0 0 0 0 *twiner) upCco(0 X a Lt_ • v, L. a) w c 0) C U CALIFORNIA W D Z W Q w ZJoZ W o J Z u Q o vi>- 0 co O L1J ca 0 vow in uj CO (C Q I Z� o �Q Q _ Q cn D W cc ct >.. I —c0 moQ J J J Q CITY OF SAN MATEO C C 0 TA e 0 z w z 0 z a 0 N C Ifs as C 3 6 i [a Approved AJG N O S z 9 0 Number -02 2 OF 10 AS BUILT 3-2-64 FUTURE AuRFlNT N a 0 J 0 N a_ JI z Z T 0 D 0 0 rn 0' )- O O) O 0 cf) rn C) rn c Wui ••n o N 3 I a CO w 0 ••>- Z M craw zow <00 a -J J Dan_ EE NOTE i 'N MATEO BUILDING DIVISION SUBJECT NOTES AND ALL APPLICABLE .:ODES. '': a NS AND SPECIFICATIONS SHALL BE ON PREML ES ":` ALL TIMES. ALL CHANGES MUST BE APPROVED by BUILDING OFFICIAL. U LDING PERMIT # , [ THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. BRIAN KANGAS FOULK RECORD DRAWING CONTRACTOR TO REMOVE UNDERSURFACE STUMPS &:ROOTS IN CONFLICT WITH PROPOSED IMPROVEMENTS (TYP). 17.5'4 CONSTRUCTION '4EEESS 0 CONTRACT TO MODIFY'CE) CLF L- TO PROVIDECLQS E OF THE OPENING. GRAPHIC SCALE 10 0 5 10 20 (IN FEET) 1. EXPANSION JOINT LOCATIONS SHOWN ARE APPROXIMATE. EXACT LOCATION OF EXPANSION JOINTS, IN COMPLIANCE WITH DETAILS ON DWGS MEL-01, D-1, S-8, 9, WILL BE DETERMINED DURING CONSTRUCTION ON SITE. 2. SECOND PHASE OF WALL CONSTRUCTION WILL NOT START UNTIL NEGOTIATIONS WITH ADJOINING SHELL STATION SITE ARE CONCLUDED. 3. FOR THE MCLELLAN TERMINUS LAYOUT AND LANDSCAPING REFER TO CONTRACT #4C. 4. FOR PILE LOCATION DATA AND PILE DEPTH REFER TO DRAWING MEL-01 AND S-8,9. CSG THESE PLANS AND DETAILS ARE APPROVED TIE APPROVAL OF THESE PLANS SHALL NOT RE CONSTRUED TO BE A PERMS FOR ANY VIOLATION OF ANY CODE OR ORDINANCE. Date 94 TICE PIN'S SHALL LE c: THE JOB Fen AU.REFJ:SUDM PECTIONS. VERIFY SCALES: BAR SHOWN IS ONE INCH ON ORIGINAL DRAWING. 0 1" IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY. U Brian Kangas Foulk H Z 0 0 J w 0 0 >- w Q m 0 0 ce CD 0 a X Zw QLd U >»00) Q ~ M to U co co WI I U oO N N co O 0 O O Wcn in co Le co CD • (n a) a) C CD C w N D co Z w + > 44. < O Z a0 J p w v < cn 1h - to co E - Do co 0 v (V <0 J> Z Q/ 0 < U w OC Z W Z Q 0 U J McLELLAN Approved AJG 0 Lil Q CITY OF SA\ ng Number• Job No 95009024 SW 01 3 0E10 AS BUILT 3-2-64 Or Brian Kangas Foulk 0 a a. C 0 J a J Q z w cC 3 0 0 i 3 I- 0 0 01 0 0 0) )n c C O) — I N c• •Jo w zwm cp 2 Q tu Zow Qoo d J J 0 0 d I THIS (P) SD LINE IS SHOWN FOR REFERENCE ONLY. IT WILL BE CONSTRUCTED UNDER CONTRACT #4C FINAL CONN. a. 6" DROP PI • MW STA 4:+6 RIM 10±d00 IN.V1.0.:9, 4" IN V,-1 90 , 4" (E) SD LINE TO. BE RELOCATED BY OTHERS 6"T DR µ t>,CONNECTION (NOTE 3) >- C0 #110A 'MW ,$:. ;2+75.2 3.3'L 1 RIM - H BO; _ INV": 7,6' 4"9 053 IN1✓ 18hT0 18 R,CP x" t.�111`., UNDRAIN D POLE ._...__....... IN • TEMPORARY 6" DROP PIP MW STA 2+7 RIM 101.70 yINV 1.01).03 4"® NV 1{0;77 4"® NY 98 .8 18" MW'#STA . 1011 .56 3+80.4 1.2'L R 0240 INIM V SECOND PHASE OF UNDERDRAIN CONSTRUCTION GRAPHIC SCALE 10 0 5 10 20 40 R/W (E) FENCE (TO BE REMOVED) 13" V 6" DROP PIPE & CLEANOUT (E) GROUND RESIDENCE SIDE 12" C.O. 2 14"MI\ 2.5"MIN ROOT BARRIER (E) FENCE FOUNDATION (TO BE REMOVED) WALL UNDERDRAIN WATER TIGHT CONNECTION TO (P) SD (P) SOUNDWALL • • a • 4 4. 4 d n4 12 MAX GRAVEL DRAIN ROCK MIRAFI 140N FILTER FABRIC 4" PPVC UNDERDRAIN CONC. PILE CAP (P) STORM DRAIN CONC. PILE TYPICAL DRAINAGE 0 McLELLAN AVENUE NTS (E) GROUND C.O. DRAIN ROCK 4" PPVC © 0.5%±� CONC. PILE CAP a 4 4 .a (E) SUB —GRADE ELEVATION TERMINAL CLEAN —OUT NTS NOTE: (E) GROUND —\ HIGH POINT C.O. \+1 PPVC 4 (PPVC HP INV C.O. DRAIN ROCK 4"" PPVC >. " PPVC © O. 5%+__„, a. \ \d4 • a .".t e: n . �` \1 CONC. PILE CAP 4 (E) SUB —GRADE[ ELEVATION 6" PVC ELEVATION INTERMEDIATE CLEAN —OUT NTS (IN FEET) THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. BY RECORD DRAWING BRIAN KANSAS FOULK ATE: 6.21. oo CASE 1 CASE 2 C.0. PLAN 1. FOR McLELLAN WALL LAYOUT SEE DRAWING MSW-01. 2. (E) CB AT McLELLAN AVE. TO REMAIN DURING WALL CONSTRUCTION. REFER TO CONTRACT #40 FOR (E) CB FUTURE STATUS. 3. IF PROPOSED SD LINES ON RESTAURANT SITE UNDER CONTRACT #4C IS NOT IN PLACE DURING WALL CONSTRUCTION, INSTALL TEMPORARY DRAINAGE STRUCTURES AND LINES FOR CONNECTION TO (E) SD FACILITIES, IGNORE THE FINAL. UPON COMPLETION OF SD LINES UNDER CONTRACT #4C, INSTALL FINAL CONNECTIONS REMOVE TEMPORARY. IF PROPOSED SD LINE UNDER CONTRACT #4C IS IN PLACE DURING WALL CONSTRUCTION, INSTALL FINAL DRAINAGE STRUCTURES AND LINES FOR CONNECTIONS TO (P) SD FACILITIES, IGNORE THE TEMPORARY. CSG THESE PLANS AND DETAP.. ARE APPROVED TI APPP.OVAL OF THESE FLAPS * ;HALL y,nn • _, EftiMT FOR ANY Vf0LATlON OF ANY CODE Oa ORDiNANCE. Dy Date e 67 THESE PLANS SHALL Dt ON THE JG3 FOR ALL REQULSTED !N5?ECTIONS. ' C VERIFY SCALES: BAR SHOWN IS ONE INCH ON ORIGINAL DRAWING. 0 1" IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY. I0 (0 rn w< D >:00 Q ~ 0M M U CO CO w II O 0 N O CO CO 0- 3 tt 0 0 0 0 twin)n ui Q'c00 a CI ism to L CM O a) .0 x w In L a1 C C a • • fn L a) a) C C Lii BAY MEADOWS DEVELOPMENT w Z w > 1- Q 0 Z >- J J W J 0 0 Q • Z >- co c r 0 O coo O J N JO CO 3Q 5 Z ]/ O Z < H w • > D Q IX Z J O J J J Z Q Drawing Number MDR 01 4 OF 10 AS BUILT 3-2-64 U Brion Kangas Foulk 0 J w 0. a J a C w >- 0 rn V K 0 O 01 O 0 0) o� 0) rn rn c0) wrn •Ln o I0 CO •o w zwm 0 < 0 zow <00 d J J o d d J V a 115 110 105 100 115 110 105 100 a_ C C) m co to 0 0 N Future Wall R/W 2.83' T.O.W. EL 112.75' Anc le Point in Wall CrN o Q Expansion Joint LLI J CD (n 0 w 0 0 J U 0 J w N X -00 \\v I I Existing Ground at Base of Wall (McLellan Side) T.O.P.C. EL 100.75' 1 COURSE (8") STEP McLELLAN AVENUE T.O.P.C. EL 101.42' 1+00 1 0 CD 11) U) w Z = — F- O 0 w IF - U, J a 'MW' STA 2+81.6 PILE (TYP) ansion Joint 12' a- 12' 12' ►I 1+50 12' C 0 C 0 CO C O Q X w 3.7± 12' a -I 12' PROFILE SCALF = —: 1" V. 1" First phase of 12' 2+00 wall construction Top of Wall w V U) U) w C (n c-� o -- J w UJryTh o ej 1 COURSE (8„) STEP 11' v .5' Top of pile cap. 12' sSecond phase of Expansion Joint wall construction 11' 3'±J \_ 6' (E) conc. panel wall C w 'MW' STA 4+18.25 2 2+50 6' w-1-. 12' (E) conc. panel wall to remain. 11 ' to be removed T.O.W. EL 112.75' see note 4 & 5 For connection of (E) conc. panel wall see structural detail G on dwg S-9. (E) ground on Sheli Station side T.O.P.C. EL 100.75' a) 0 a) O a tA5— 7.. I (1) ) 2 5. '+ 4 2+00 12' 3+00 12' EXPANSION JOINT (TYP) 12' .I. 5' H 4' I TYPICAL WALL ELEVATION SCALE: H, V: 1" 12' 3+50 12' -I 12' —r THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. BY BRIAN KANGAS FOULK ATE- 4'£1.00 RECORD DRAWING C I 5'+ 4' •-I— O ..c l - s 6' CSG THESE PLANS AND DETAILS ARE APPROVED THE APPROVAL OF THESE PLANS SHALL NOT BE CONSTRUED TO BE A PERMS FOR ANY VIOLATION OF ANY CODE OR ORDINANCE. BY Data '/ TICSZ PLANS SHALL LE ON ' HE JOB FOII Au. REF 2:3 LD NISKCTiONS. a- 5- 115 110 105 100 4+00 10.5' -c -4. 5'-•-1--4-4.5'-04-e-4. 2.5' I� NOTES: o 4 (E) ground Ti 115 110 105 100 on residence side 1. FOR WALL DIMENSIONS AND DETAILS, REFER TO DWGS D-1 AND S-8, 9. 2. FOR WALL HORIZONTAL LAYOUT, REFER TO DWGS MSW-01. 3. FOR PILE DEPTH REFER TO DWG S-8,9. W J U a 4. BRACE (E) CONC. PANEL WALL AND SAW CUT TO DIMENSION. 5. (E) CONCRETE PANEL WALL TO BE PAINTED WITH 1 PRIME & 2 FINISH COATS OF CONCRETE PAINT ON BOTH SIDES IN COMPLEMENTARY COLOR TO MATCH TONE ON THE NEW WALL. CONTRACTOR TO SUBMIT COLOR SAMPLE FOR APPROVAL. N _J _J Q wa z cn W 5- 46,5' a 36' • 9' (E) CONCRETE PANEL WALL TO REMAIN N.T.S. VERIFY SCALES: BAR SHOWN IS ONE INCH ON ORIGINAL DRAWING. 0 1" IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY. 70 0 0 0" X w Q C Z 0 >corn a000 W II 20(-4N EOWM d 3\\ 0 0 0 0 *WOO LC) LOCC(0cc) .s L ii • es N L 151 vT b■ . V) CII CD w CALIFORNIA Z� Q w J Z J c W Z WI Q O O J In ~ >- W OO a > T�z QWjw° w co a< O 1 3� 0 QZ cW D O W �- D a m H <z fM J O 111 U J J Q o Q CITY OF SA\ 0 0 w a Oz zezn wa o <g JF a< (nH7Z�5 5 K 'S ZN O -J J no W\ O F O -J a w 0 ay cr) ‘arcfr; coop <F ui Jz JZ a' (fl d'v 0 z a Date 02/17/99 ScaleAS NOTED V) a N U g • a L Approved AJG Drawing Number. MEL—01 5 Dr 10 AS BUILT 3-2-64 0 >- CIN 0 U 0 0 u J A a et n: H 0 0 rn / rn rn frn wI I Q ••no I D .. Q Q.. zwm Z a ow 400 0aa FUTURE RESTAURANT SITE LORRAINE CASTALDI 650-345-8158 ADDITIONAL WORK ON 185 McLELLAN AVE SITE: AO REMOVE (E) PLANTS BETWEEN CHAIN LINK FENCE AND CONCRETE WALK. © CONSTRUCT NEW 6' HIGH FENCE WITH SALVAGED BOARDS FROM SIDEYARD FENCE (INCL. 3'-3" WIDE GATE) SEE ©. © REMOVE& SALVAGE (E) WOOD FENCE, DISPOSE OF STRUCTURAL MEMBERS, SALVAGE LATTICE WORK & STOCKPILE AS DIRECTED ON ADJACENT SLAB. QD FILL IN (E) SUMP AFTER NEW STORM DRAIN IS IN PLACE. EO REMOVE (E) PLANTS. GENERAL CONSTRUCTION WORK ON RESIDENTIAL SITE: SEE NOTIFICATION PROCEDURES FOR OWNER OR TENANT IN SPECIFICATIONS PRIOR TO COMMENCEMENT OF WORK. EXTEND SIDEYARD FENCE TO SOUNDWALL. MATCH EXISTING FENCE MATERIALS. ADD FILL MATERIAL BETWEEN FENCE & SOUNDWALL, AS REQUIRED, TO LEVEL THE TRANSITION WITH THE ADJACENT ELEVATION IN THE YARD. DRAIN TO SOUNDWALL. REMOVE AND DISPOSE (E) WOOD FENCE BUT SALVAGE LATTICE WORK FOR USE WITH NEW FENCE. REMOVE AND DISPOSE CHAINLINK FENCE AND IVY OR OTHER MATERIAL ATTACHED TO THE FENCE. REMOVE TREES AND VEGETATION AS INDICATED WITH YELLOW FLAGGING TAPE. GRIND STUMPS TO 2 FT. BELOW GRADE AS REQUIRED. (E) 6' P.U. 10" DEAD SAVE SHRUB 8" LEANING SAVE BOTTLE BRUSH SHRUB JEAN DOGEY 650-345-6721 ADDITIONAL WORK ON 102 McLELLAN AVE SITE: A� FEMOVE (E) SOUNDWALL & CHAINLINK FENCE TO BELOW GRADE. REMOVE (E) TREE ROUND STEPPING STONES. REMOVE (E) CLOTHESLINE WOOD SUPPORT STRUCTURES. REPLACE WITH NEW 2" O.D. METAL SUPPORT. INSTALL NEW WIRE CLOTHESLINE MATERIAL TO MATCH EXISTING OR' APPROVED EQUAL. IN THE EVENT PW ACQUISITIONS IV, LLC USES ACCESS TO 181 E. HILLSDALE THROUGH 182 McLELLAN PROPERTY REAR YARD FENCE WILL BE REPLACED WITH A NEW 6' HIGH WOOD GOOD NEIGHBOR FENCE. REMOVE (E) FENCE & GATE. CONSTRUCT NEW 6' HIGH WOOD FENCE WITH GATE (1 x 8 BOARDS). REMOVE AND DISPOSE OF (E) FENCE. CONSTRUCT NEW 21 LF SEGMENT OF 6' HIGH WOOD GOOD NEIGHBOR FENCE. LEGEND (E) P.U.E. C.O. JP X X R TO BE REMOVED EXISTING PUBLIC UTILITIES EASEMENT STORM DRAIN CLEANOUT (E) UTILITIES POLE EXISTING FENCE PROPERTY LINE STORM DRAIN SYSTEM SOUNDWALL AND FOUNDATION THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. BRIAN KANGAS FOULK 6.21.00 RECORD DRAWING (E) MASONARY SOUNDWALL- 6' P.U.E. (TYP) (E) 6' HIGH BOARD FENCE WITH 1x 8 BOARDS ALT. REDWOOD STAINED BOARDS. GRAPHIC SCALE ® Brian Kangas Faulk CSG ESE PLANS AND DETAILS ARE APP rROVED THE APPROVAL OF THESE PLANS CI! NOT 6E CONSTRUED TO DE. kw FL - FOR ANY tiID ATON OF ANY ., ORDLNANCE. Date /J 10 0 5 10 20 THESE:'r`LF:t z (IN FEET) tit Ito THE . M t0 O O . � X. W Q Z V QOM PO w I I 2 0 N N Sc_ W gIt(0(0 alg N L a) C C v 0 • rn L_ 0 a) z U, • a) a) C C w I- Z 0 0 w w C 0 >- m CALIFORNIA w Z w Z Q Y J ij CC w0 Z >_ in 0 1 - co lz U� DO cp CO N I II Z 1 0> Z Uz O 0cc (Q F - • Q w I— 0 ( Z 0 U J J 0 H- (n Li 0 >— U U) N) M w Y Q U Approved AJG Job No 95009024 Drawing Number! MCY-01 6 Or 10 AS BUILT 3-2-64 IT O U w rn a 0 J d a C w >- 0 0 0 Ir o+ v IY 0 0 0 L7 0) O) 0) rn c c rn wrn I 0 ••`O3 I o M ••o w zwm ZOW <00 CC J J oCL0_ SILT FE E OR STRAW WATTLE BARRI -I - rirrl n / 7 i ".HIE L- , - //////// G INSTALL TEMPORARY CATCH BASINSAND INLET TO DRAIN INTO EXISTING 12 -INCH STORM DRAIN LINE. SET TOP OF GRATE AT ELEV 100.0. OIL oMf ANr ICE STATION An WASH INSPECT EXISTING 12 -INCH STORM DRAIN LINE AND CLEAN AS NECESSARY EXISTING INLET PRO C BY OTHERS ra tat I I . A S - err 71V- - nor 1� 40 Fr // WAR 40 \ YG aac. 80 EROSION & SEDIMENT CONTROL NOTES GENERAL NOTES 1. SHEET MER-01 IS INTENDED TO BE USED FOR EROSION CONTROL ONLY IN THE PROJECT AREA FOR THE McLELLAN WALL INSTALLATION. 2. THIS PLAN MAY NOT COVER ALL THE SITUATIONS THAT ARISE DURING CONSTRUCTION DUE TO UNANTICIPATED FIELD CONDITIONS. IN GENERAL, THE CONTRACTOR IS RESPONSIBLE FOR KEEPING SEDIMENT -LADEN STORM RUN-OFF FROM LEAVING THE SITE. STRAW BALES, SAND BAGS, AND SILT FENCES SHALL BE USED BY THE CONTRACTOR ON AN AS -NEEDED BASIS TO INHIBIT SILT FROM LEAVING THE SITE AND ENTERING THE STORM DRAIN SYSTEM. ALL EXISTING, TEMPORARY, OR PERMANENT CATCH BASINS SHALL USE ONE OF THE SEDIMENT BARRIERS SHOWN. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL DAMAGES TO PUBLIC AND/OR PRIVATELY -OWNED AND MAINTAINED ROADS CAUSED BY THE CONTRACTOR'S GRADING ACTIVITIES, AND SHALL BE RESPONSIBLE FOR THE CLEANUP OF ANY MATERIAL SPILLED ON ANY PUBLIC ROAD ON THE HAUL ROUTE. ADJACENT PUBLIC ROADS SHALL BE CLEANED AT THE END OF EACH WORKING DAY. 4. SEDIMENT CONTROL MEASURES SHALL BE OPERABLE UNTIL APRIL 15, 1999. CHANGES TO THIS EROSION CONTROL PLAN SHALL BE MADE TO MEET FIELD CONDITONS ONLY WITH THE APPROVAL OF OR AT THE DIRECTION OF THE CITY ENGINEER. 5. ALL TRUCK TIRES SHALL BE CLEANED PRIOR TO EXITING PROPERTY. 6. CONTRACTOR SHALL INSTALL STRAW WATTLE BARRIER OR EQUIVALENT AROUND STOCKPILE. CONTRACTOR SHALL INDICATE LOCATION OF STOCKPILE ON EROSION CONTROL PLAN. 7. THE CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES LISTED IN THE SWPPP. 8. RESIDENT ENGINEER TO FILL IN INFORMATION ABOUT THE PERSON RESPONSIBLE FOR IMPLEMENTATION OF THE EROSION AND SEDIMENTATION CONTROL PLAN: NAME: ADDRESS: PHONE: PAGER: 9. CONTRACTOR SHALL MONITOR THE SITE AND REPAIR EROSION AND SEDIMENT CONTROL FACILITIES DURING THE WINTER MONTHS AS REQUIRED IN THE SWPPP AND THE STATE'S GENERAL PERMIT FOR CONSTRUCTION ACTIVITIES. COMPLETED COPIES OF THE MONITORING FORMS SHALL BE PROVIDED TO THE OWNER ON A MONTHLY BASIS. CONTRACTOR SHALL PROVIDE A CERTIFICATION TO THE OWNER BY JULY 1 FOR SUBMITTAL TO THE REGIONAL WATER QUALITY CONTROL BOARD THAT MONITORING CONDITIONS HAVE BEEN MET. 10. CONTRACTOR SHALL DEWATER TRENCH FOR PILE CAP AS NECESSARY. OUTFLOW FROM THE PUMP SHALL PASS THROUGH A "DIRT BAG" BEFORE BEING ALLOWED TO ENTER THE TEMPORARY INLET. DIRTBAGS ARE AVAILABLE FROM REED 8c GRAHAM AT (408)287-1400. THE PUMP INTAKE SHALL REST ON FILTER FABRIC TO AVOID DESTABILIZING THE TRENCH. 11. INLET SHALL BE SANTA ROSA CAST PRODUCT TYPE EK, (707)546-5016. TO CATCH BASIN ROCK OR STRAW BASE LEGEND R a ! 00 ••••• O 0 PLAN VIEW OF DIRT BAG CONNECTION TO PUMP DISCHARGE HOSE CONNECTION TO PUMP DISCHARGE HOSE NOTES: 1. DIRT BAG SHOULD BE LOCATED SO THAT INCOMING WATER FLOWS THROUGH BAG AND THEN INTO CATCH BASIN WITHOUT CREATING MORE EROSION. DIRT BAG FOR FILTERING OF DEWATERING FLOW GRATE SILT FENCE DR STRAW WATTLE BARRIER STRAW BALE / FILTER FABRIC DIKE STRAW BALE STORM DRAIN INLET PROTECTION DIRECTION OF RUNOFF AREA OF PROJECT SITE PLAN VIEW THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORP • • TED HEREIN AS A RESULT. BRIA K • AS FOULK 6•tl•oo RECORD DPAWINCI FABRIC -WRAPPED CINDER BLOCK GRAVEL BACKFILL 3/4" (20mm) MIN GRAVEL BACKFILL -G WATER EROSION CONTROL DETAILS SILT FENCE 1. MIRAFI PREFABRICATED SILT FENCE AS APPROVED BY THE CITY OF SAN MATEO MAY BE USED. EXTRA STRENGTH FILTER FABRIC NEEDED WITHOUT WIRE MESH SUPPORT WOOD POST WOOD POST 36" HIGH MAX 18" MIN. FLOW FLOW FLOW 10 FT MAX SPACING WITH WIRE SUPPORT FENCE FT MAX SPACING WITHOUT WIRE SUPPORT FENCE PONDING HT. I♦ PONDING HT. FILTER FABRIC ATTACH SECURELY TO UPSTREAM SIDE OF POST. RUNOFF 4'x6" TRENCH WITH COMPACTED BACKFILL STANDARD DETAIL TRENCH WITH NATIVE BACKFILL 9" MAX. (RECOMMENDED) STORAGE HT. GRAVEL ALTERNATE DETAIL TRENCH WITH GRAVEL NOTE: 1. INSPECT AND REPAIR FENCE AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. 2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF -SITE AND CAN BE PERMANENTLY STABILIZED. 3. SILT FENCE SHALL BE PLACED ON SLOPE CONTOURS TO MAXIMIZE PONDING EFFICIENCY, AS SHOWN ON PLAN. SILT FENCE NOT TO SCALE 1" X 1" STAKE OR REBAR so PLACE STRAW WATTLES ALONG BASE OF STOCKPIL ALONG SLOPE CONTOURS. NOTE: 1. INSPECT AND REPAIR STRAW WATTLE BARRIER AFTER EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. 2. REMOVED SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT CONTRIBUTE SEDIMENT OFF -SITE AND CAN BE PERMANENTLY STABILIZED. 3. STRAW WATTLE INSTALLATION PROCEDURE: EXCAVATE A TRENCH 3" TO 5" DEEP AROUND THE STOCKPILE, FOLLOWING THE CONTOUR. PLACE THE WATTLES IN THE TRENCH, WITH ENDS PRESSED TOGETHER. ANCHOR THE WATTLES BY DRIVING A 1" BY 1" STAKE OR REBAR THROUGH THE WATTLE AT A MAXIMUM INTERVAL OF 5'. WATER MUST NOT BE ALLOWED TO RUN UNDER OR AROUND WATTLE. WHERE MULTIPLE ROWS OF WATTLES ARE USED, ROWS SHOULD BE SET FROM 5' TO 12' APART. STOCKPILE STRAW WATTLE BARRIER NOT TO SCALE VARIES (E) SWALE SECTION A - A ...pFILTER FABRIC, ATTACH SECURELY TO UPSTREAM SIDE OF STRAW BALE AND COVER GAP BETWEEN BALES. FLOW MBED STRAW BALE 4" MIN. INTO SOIL. ANGLE STAKE TOWARD PREVIOUS BALE TO PROVIDE TIGHT FT • c its; SECTION B - B FILTER FABRIC * PLAN '--WOODEN STAKE OR REBAR DRIVEN THROUGH BALE. NOTES: 1. THE STRAW BALES SHALL BE PLACED ON SLOPE CONTOUR. 2. BALES TO BE PLACED IN A ROW WITH THE ENDS TIGHTLY ABUTTING. INSTALL FILTER FABRIC ON THE UPSTREAM SIDE OF THE STRAW BALE TO PREVENT SEDIMENT FROM PASSING BETWEEN THE GAPS OF THE STRAW BALES. TAMP THE BACKFILL MATERIAL TO PREVENT EROSION OR FLOW AROUND BALES. STRAW BALE/ FILTER FABRIC DIKE NOT TO SCALE NOTES: 1. GEOTEXTILE-WRAPPED CINDER BLOCKS AREA TO BE USED AT INLET. 2. PLACE BLOCKS WITH ENDS TIGHTLY ABUTTING. 3. THE SURROUNDING GROUND ELEVATION MUST BE GRADED TO PREVENT RUNOFF FROM BYPASSING THE INLET. 4. THE HEIGHT OF THE CINDER BLOCK SPILLWAY SHALL BE NO MORE THAN 6 INCHES ABOVE THE TOP OF THE GRATE. CONCRETE BLOCK 7 FILTER FABRIC SECTION A - A PONDING HT, FABRIC -WRAPPED CINDER BLOCK INLET PROTECTION REMOVE WHEN DISTURBED UPSTREAM SOILS ARE STABILIZED Or Brian Kangas Foulk STRAW WATTLES TIGHTLY ABUT r cv('1 C,'.) T THESE :CLANS AND DETAILS ARE APPROVED THE APPROVAL OF THESE PLANS SHALL NOT BE CONSTRUED TO BE A PaMIT FOR ANY VIOLATIGN OF ANY CODE OR GR 1tL.NCE. Date THESE PLANS iSF1'A £,C3 ALL REQUESTED rE:J 0 0 0 0 NI- win in O_co to CALIFORNIA W 4 Z Q Z -IQ 11.1 uW O a� W z DCO ELI 0 Ld CO i JQ Z; OOI-z Q�o� W U � CC (no Z E5 CO LL J W J Q CITY OF SAN VERIFY SCALES: BAR SHOWN IS ONE INCH ON ORIGINAL DRAWING. 0 1" IF NOT ONE INCH ON THIS SHEET, ADJUST SCALES ACCORDINGLY. GRA HIC SCALE (FEET) z 0 0 Drawing Number. MER-01 7 OF1O AS BUILT 3-2-64 �% �% I I i T K E E P I T " B h 4 S I O H 4 A = ' �� 1 3 = 0 1 A a r t C 3 " S E E C I P L A N S T R E E P L A N T I N G P L A N 1 1 1 4 1 5 1 2 % A G B : O A K - T O S T A K E S L O D 6 E P O L B S T A K E S : M I I J e D I A + R C S - T P . E A T w / c o p p e r + , S I A P T H A I J A T B N A T F U S S E F . T I E S : r 1 G U P 4 E 8 A J - I n W A I L T O 4 7 A % M I I J ( + 4 " ) P E R T P + E E . A O D I T I O 1 - J A L A S P . P n U t R E P . I T I A L ��M A U J 1 t t J O A . 1 J C . P E l o " $ O 1 1 . - b a C W I L L : 5 E 8 w e F O O T - L A M P M O U I J o . 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" o F R A C T U R E D F I N I S H r C O L O R : C A R N E L I A N P R O V I D E D B Y O W N E R C O N C R E T E P A V I N G L P E D E S T R I A N T R A F F I C S O % C O M P A C T E D S U B G R A D E C O N C R E T E C U R B S E E C I V I L P L A N S E X P A N S I O N J O I N T 1 / 4 " M A X . M O R T A R J O I N T S E C T I O N C O N D I T I O N ' A ' M E D I U M 3 ' - 5 ' W I D E 1 1 / 4 " T H I C K A V G . G R A N I T E F R A C T U R E D F I N I S H C A R N E L I A N P R O V I D E D B Y O W N E R O W N E R A S P H A L T P A V I N G S E E C I V I L P L A N S C O N C R E T E W / 0 4 R E B A R , 1 8 " O . C . , E . W . 2 4 " L O N G " 4 D O W E L S Q E . J . ' s S O ' s C O M P A C T E D S U B G R A D E G R A N I T E P A V I N G * M E D I A N N O S E S C A L E : 3 4 4 " = 1 ' - O " C O N C R E T E C U R B - S E E C I V I L P L A N S E X P A N S I O N J O I N T 1 / 4 " M A X . S E C T I O N C O N D I T I O N ' B ' M E D I U M 5 ' - 8 1 / 2 ' W I M O R T A R J O I N T 1 1 / 4 " T H I C K A V G . G R A N I T E F R A C T U R E D F I N I S H C O L O R : C A R N E L I A N P R O V I D E D B Y O U N E I N T E G R A L C O L O R C O N C R E T E W / " 4 R E B A R , 1 8 " O . G . , E . W . 2 4 " L O N G 0 4 D O W E L S S E . J . ' s L . M . S C H O F I E L D ( 2 1 3 ) 1 2 3 - 5 2 8 5 1 / 2 D O S E F R E N C H G R E Y 5 0 % C O M P A C T E D S U B G R A D E G R A E P A V I N G " M E D I A N N O S E S C A L - C O N C R E T E C U R B - S E E C I V I L P L A N S E X P A N S I O N J O I N T 4 " M A X . M O R T A R J O I N T S E C T I O N C O N D I T I O N ' C ' M E D U I G R E A T E R T H A N 0 1 1 ' W I D E 1 1 / 4 " T H I C K A V G . G R A N I T E F R A C T U R E D F I N I S H C A R N E L I A N P R O V I D E D B Y O W N E R V A R I E S R O O T B A R R I E R S E E C H A R T O N D E T A I L 2 ' - 0 " 1 2 " C O N C R E T E W / * 4 R E B A R , 1 8 " O ; C . , E . W . 2 4 " L O N G " 4 D O W E L S e E . J . ' S C O L O R : I L a L A M P B L A C K P E R C U B I C Y A R D 5 0 % C O M P A C T E D S U B G R A D E G R A N I T E P A V I N G " M E D I A N N O S E S C A L E : 3 / 4 " = I ' - O " H A N D I C A P P E D A C C E S S A T C R O S S W A L K 3 E E C I V I L P L A N S P L A N T I N G F R A C T U R E D G R A N I T E P A V I C O N C R E T E B A N D M E ' , , N N O S E H A N D I C A P C R O S S I N G l a s s o , " 4 R E B A R , 2 4 " L O N G + 4 C O N C R E T E C O L O R : I L B L A 1 ': 1 m a x S E C T I O N C O N D I T I O N ' D ' r a f t T H + W # W O E - e E E L A Y O U T P L A N " O . G . . E . W . O W E L S " E . J . ' a S E E C H A R T O N D L A C K P E R C U B I C Y A R D r R O O T B A 2 D - 1 9 0 9 6 C O M P A C T E D S U B G R A D E M E D I A N P L A N T E R S T R I P ( T . Y . P . ) S C A L E : 3 4 " " 1 1 - O " �% A N T I G I R A F F I T I C O V E R A G E 0 4 A L L S U R F A C E S O F W A L L S P E R T H E C I T Y ] O F S A N M A T E O ' S D I R E C T I O N ( 1 0 ��i A G / 6 8 5 / A . G . S . O R A I L 2 1 6 . �� 3 R O U G H A P P R O V E D E Q U A L P R E C A S T C O L U M N C A P C O L U M N W / C A P T O , M A T C H W A L L C O L O R : L I G H T B R O W N , " I I I L C 1 5 D - I N O T E : S E E S T R U C T U R A L D E T A I L S F O R F O O T I N G / P I E R I N F O R M A T I O N . 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( S 1 0 ) 1 6 6 - 9 6 6 3 M O D E L : 2 2 S I M I L A R C O L O R : D A V I S O M A H A T A N S U B M I T T S A M P L E F O R A P P R O V A L F I N I S H : F I N E S A N D F L O A T M E S H P L U S B . F F I N I S H C O A T 8 " C . M . U . W A L L S E E E L E V A T I O N S F O R 4 C O L O R S + F I N I S H E S i c r l u J . S E E S T R U C T U R A L P L A N S , S H E E T S S - 8 A N D S - 9 F O R A L L S T R U C T U R A L I N F O R M A T I O N F I N I S H G R A D E N O T E S : S E E S T R U C T U R A L E N G I N E E R D E T A I L S F O R F O O T I N G I N F O R M A T I O N S U B G R A D E - 9 5 % C O M P A C T I O N S O U N D W A L L S C A L E : 1 / 2 " = I ' - O " F O A M F O R M C A P , O R E Q U A L B A Y A R F A F O A M ( 5 1 0 ) 1 8 6 - 9 6 6 3 C O L O R : D A V I S O M A H A T A N P A I N T W / C O L O R T O M A T C H F I N I S H : M E S H P L U S B + F 3 0 F I N E S A N D F L O A T 3 ' - 4 " 3 2 " / C O L U M N C A P S C A L E : 3 / 4 " = 1 1 - 0 " F O R C M U L A Y O U T I N P I L A S T E R S R E F E R T O S E C T I O N h S E E W A L L C A P F O R D I M E N S I O N S O N C A P A P P L Y W I T H C O N S T R U C T I O N A D H E S I V E C O L U M N C A P I S 3 2 " X 2 4 " x 1 0 " C O L U M N C A P R I S E R 1 5 3 2 " X 2 4 " x 1 4 " S E E P L A N V I E W O N D E T A I L 1 1 6 S I M I L A R T H I S R E C O R D D O C U M E N T H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D B Y O T H E R S . B R I A N K A N G A S F O U L K H A S N O T V E R I F I E D T H E A C C U R A C Y A N D / O R C O M P L E T E N E S S O F T H I S I N F O R M A T I O N A N D S H A L L N O T B E R E S P O N S I B L E F O R A N Y E R R O R S O R O M I S S I O N S T H A T M A Y B E I N C O R P O R A T E D H E R E I N A S A R E S U L T . B R I A N K A N G A S F O U L K 6 " Z / " o n R E C O R D D R A W I N G 8 " C . M . U . W A L L S E E E L E V A T I O N S F O R C O L O R S + F I N I S H E S C S G T H E S E P L A N S A N D D E T A I L S A P P R O V E D T H E A P P R O V A L O F T H E S E P L A N S N O T B E C O N S T R U E ? T O U E A P F O R A N Y V I O L / 1 . 1 1 0 N O F A N Y C O D N O T E : S E E S T R U C T U R A L P L A N S , t ) P R F I N C E . S H T S 5 - 8 A N D 5 - 3 , F O R S T R U C T U R A L I N F O R M A T I O N C O L U M N " P R I V A C Y W A L L C V S C A L E : 1 i 3 " = I ' - 0 " �% �% �% " e . " �% �% �% �% G A T E S S c A S S O C I A T E S L A N D S C A P E A R C H I T E C T U R E L A N D P L A N N I N G " U R B A N D E S I G N 2 4 4 0 T A S S A J A R A L A N E D A N V I L L E , C A L I F O R N I A 9 4 5 2 6 T E L 5 1 0 . 7 3 6 . 8 1 7 6 F A X 5 1 0 . 7 3 8 . 8 1 8 4 B A Y M E A D O W S D E V E L O P M E N T P L A N C I T Y O F S A N M A T E O M C L E L L A N S O U N D W A L L D e t e c P r o j e c t N e w B A Y M E A D O W S P r o j e c t N u m b e r s P r o j e c t F i l e : S F I E E T . P W G D r a w n : C h e a t ' D E C E M B E R 2 2 , 1 9 9 8 D a t e : D E C E M B E R 1 9 9 8 S e t 1 2 0 0 1 0 2 0 4 0 D I E T A I L S N o r t h D e l 8 o f 1 0 S h e e t s A S B U I L T 3 - 2 - 6 4 Arch pilaster at approx 150'-0" OC see Civil Plans for locations • 1 1 • 1-.• • / ' • • 'N / PLAN 1/2" = 1'-0" Expansion joints at 80'-0" maximum centers, min 12' from pilasters, see Civil Plans for locations Arch pilaster at approx 150'-0" OC see Civil plans for locations S9 C pilaster Wall Layout Line see Civil Plans 4' 7.--- 0" minimum bond beam reinforcing extension at step, see civil plans for location t I t I I tt- 4- get ( Z 4.. -4 i I. f T 5'-0' max 1'-6" min NOTE: Arch. treatment not shown, see Arch. Plans DESIGN NOTES: PLANS AND CALCULATIONS FOR THE STRUCTURAL DESIGN WERE BASED UPON THE 1994 UNIFORM BUILDING CODE, CALIFORNIA DEPARTMENT OF TRANSPORTATION BRIDGE DESIGN SPECIFICATIONS AND THE SOILS REPORT BY HARZA ENGINEERING COMPANY DATED JANUARY 11, 1999. REINFORCED CONCRETE fc = 3500 psi fy = 60,000 psi CONCRETE MASONRY fin = 1500 psi fs = 24,000 psi n = 28 CONSTRUCTION NOTES: 1. ALL VERTICAL STEEL IN WALLS AND COLUMNS SHALL BE LAPPED WITH DOWELS OF THE SAME SIZE AND SPACING INTO THE FOOTING UNLESS NOTED OTHERWISE. DOWELS SHALL BE DETAILED SIMILAR TO TYPICAL WALL DOWELS. 2. ALL REINFORCING STEEL IN CONCRETE BLOCK CONSTRUCTION SHALL HAVE 2" MINIMUM COVER INCLUDING THE CONCRETE BLOCK FACE SHELL. 3. TYPICAL VERTICAL WALL REINFORCEMENT SHALL BE INSTALLED EACH SIDE OF ALL WALL OPENINGS AND SHALL EXTEND THE FULL HEIGHT OF THE WALL UNLESS NOTED OTHERWISE ON THE DRAWINGS. 4. TYPICAL HORIZONTAL WALL REINFORCEMENT SHALL BE INSTALLED ABOVE AND BELOW ALL OPENINGS. REINFORCEMENT SHALL EXTEND PAST OPENINGS 30" MINIMUM. IF REINFORCEMENT CANNOT EXTEND A FULL 30" PAST THE OPENING, THEN THE REINFORCING IS TO EXTEND AS FAR AS POSSIBLE AND THE REST OF THE BAR IS TO BE BENT 90 DEGREES, EITHER UP OR DOWN. 5. SPLICES OF REINFORCING STEEL IN CONCRETE BLOCK CONSTRUCTION SHALL BE CONTACT LAP SPLICES AS SHOWN ON THE DRAWINGS. ALL PROPOSED SPLICE LOCATIONS NOT SHOWN ON THE DRAWINGS SHALL BE REVIEWED BY THE ENGINEER. LAP SPLICE LENGTHS SHALL BE AS FOLLOWS UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS: BAR SIZE STANDARD LAP LENGTH* I13 18" * BARS WITH 3" AND CLOSER SPACING AND I14 24" SPLICES STAGGERED LESS THAN TWO FEET 30" SHALL INCREASE THE STANDARD LAP 36" GIVEN BY 30% 42" I15 6. MECHANICAL COUPLERS WHICH DEVELOP 125% OF THE BARS' YIELD STRENGTH MAY BE SUBSTITUTED FOR LAP SPLICES UPON SUBMITTAL AND REVIEW BY THE ENGINEER. WHEN A LAP SPLICE CANNOT BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE UNIFORM BUILDING CODE, THE ENGINEER MAY SPECIFY A MECHANICAL SPLICE AT NO ADDITIONAL COST TO THE OWNER. 7. VERTICAL CONTROL JOINTS SHALL BE CONSTRUCTED AS SHOWN ON THE CONTRACT DRAWINGS. 8. CLEANOUTS SHALL BE PROVIDED AT THE BOTTOM COURSE OF EVERY GROUT POUR AT EACH VERTICAL BAR. 9. THE STANDARD WIDTH OF BOTH HORIZONTAL AND VERTICAL MORTAR JOINTS JOINTS SHALL BE 3/8. 10. CONCRETE BLOCK CONSTRUCTION SHALL BE STACK BOND WITH OPEN ENDED BOND BEAM BLOCK UNITS UNLESS NOTED OTHERWISE ON THE DRAWINGS. 11. DO NOT BACKFILL WALL UNTIL GROUT REACHES 75% OF SPECIFIED 28 DAY COMPRESSIVE STRENGTH (7 DAY MIN). 12'-0" max typ pile spacing STRUCTURAL SPECIFICATIONS GENERAL ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT GOVERNING EDITION OF THE UNIFORM BUILDING CODE. CONCRFTF ALL CONCRETE SHALL HAVE PROPERTIES AS LISTED BELOW. MAXIMUM WATER -CEMENT RATIO, BY WEIGHT SHALL BE AS FOLLOWS: NON -AIR AIR ENTRAINED ENTRAINED 3500 PSI CONCRETE AT 28 DAYS .55 .55 APPROXIMATELY 3 OUNCES PER SACK OF CEMENT OF POZZOLITH 300R OR APPROVED EQUAL SHALL BE USED AS A WATER DISPERSING ADDITIVE. AT CONTRACTOR'S OPTION, AN AIR ENTRAINING AGENT CONFORMING TO THE LATEST REVISION OF ASTM SPECIFICATION C 260 MAY BE ADDED TO THE CONCRETE TO PROVIDE SPECIFIED AMOUNTS OF ENTRAINED AIR. CEMENT SHALL BE ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR PORTLAND CEMENT PER ASTM DESIGNATION C150, TYPE II. CONCRETE MIN. 28 DAY MAX. SIZE SLUMP ELEMENT STRENGTHCOMPRESSIVE AGGRES)TE (INCHES) CAST -IN -DRILLED -HOLE 3500 11/2 PILES AND CAP TREMIE CONCRETE 3500 REINFORCING STEEL BARS FOR REINFORCING SHALL BE GRADE 60 DEFORMED BARS CONFORMING TO ASTM A706 INCLUDING SUPPLEMENT S1. LAP SPLICES SHALL BE IN ACCORDANCE WITH ACI 318-95 UNLESS NOTED OTHERWISE ON THE PLANS. MASONRY MASONRY UNITS SHALL BE OPEN ENDED LIGHT WEIGHT GRADE N-1 UNITS CONFORMING TO ASTM DESIGNATION C90. F,;,=1500 PSI. MORTAR MORTAR SHALL CONFORM TO ASTM C-270 TYPE M AND SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. MASONRY CEMENT MAY NOT BE USED IN MORTAR. GROUT GROUT SHALL BE COARSE GROUT CONFORMING TO ASTM C-476. THE GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. SLUMP SHALL BE 8" TO 10". CAST -IN -DRILLED -HOLE PILES: THE AXIS OF THE HOLE SHALL NOT DEVIATE FROM PLUMB MORE THAN 111" INCHES PER 10 FEET OF LENGTH. CARE SHALL BE TAKEN DURING EXCAVATION TO PREVENT DISTURBING THE FOUNDATION MATERIAL SURROUNDING THE PILE. EQUIPMENT OR METHODS USED FOR EXCAVATING HOLES SHALL NOT CAUSE QUICK SOIL CONDITIONS OR CAUSE SCOURING OR CAVING OF THE HOLE. AFTER EXCAVATION IS BEGUN, THE PILE SHALL BE CONSTRUCTED EXPEDITIOUSLY IN ORDER TO PREVENT DETERIORATION OF THE SURROUNDING FOUNDATION MATERIAL FROM AIR SLAKING OR FROM THE PRESENCE OF WATER. DETERIORATED FOUNDATION MATERIAL, INCLUDING MATERIAL THAT HAS SOFTENED, SWOLLEN OR DEGRADED, SHALL BE REMOVED FROM THE SIDES AND THE BOTTOM OF THE HOLE AND SHALL BE DISPOSED OF. THE BOTTOM OF THE DRILLED HOLE SHALL BE CLEANED JUST BEFORE PLACING REINFORCEMENT OR CONCRETE TO REMOVE ANY LOOSE SAND, GRAVEL, DIRT, AND DRILL CUTTINGS. TEMPORARY STEEL CASINGS SHALL BE FURNISHED AND PLACED TIGHT IN THE HOLE WHERE NECESSARY TO CONTROL WATER OR TO PREVENT QUICK SOIL CONDITIONS OR CAVING OF THE HOLE. TEMPORARY CASING SHALL BE WATERTIGHT AND OF SUFFICIENT STRENGTH TO WITHSTAND THE LOADS FROM INSTALLATION, REMOVAL, LATERAL CONCRETE PRESSURES AND EARTH PRESSURES. THE CASING SHALL BE NON -CORRUGATED AND THE SURFACES SHALL BE SMOOTH, CLEAN AND FREE FROM HARDENED CONCRETE. THE CASING SHALL BE REMOVED WHILE THE CONCRETE IS BEING PLACED. IN A DEWATERED HOLE, THE CONCRETE IN THE CASING SHALL BE MAINTAINED AT A LEVEL AT LEAST 5 FEET ABOVE THE BOTTOM OF THE CASING OR AT A LEVEL ABOVE THE BOTTOM OF THE CASING ADEQUATE TO PREVENT DISPLACEMENT OF THE CONCRETE BY MATERIAL FROM OUTSIDE THE CASING, WHICHEVER GREATER. WHEN CONCRETE IS PLACED UNDER SLURRY, THE CONCRETE IN THE CASING SHALL BE MAINTAINED AT A LEVEL AT LEAST 5 FEET ABOVE THE BOTTOM OF THE CASING. SEPARATION OF THE CONCRETE DURING CASING WITHDRAWAL OPERATIONS SHALL BE AVOIDED BY HAMMERING ON OR OTHERWISE VIBRATING THE CASING. THE WITHDRAWAL OF CASINGS SHALL NOT LEAVE VOIDS OR CAUSE CONTAMINATION OF THE CONCRETER WITH SOIL, WATER, SLURRY OR OTHER MATERIALS. PORTIONS OF THE HOLES MAY BE ENLARGED, BACKFILLED WITH SLURRY CEMENT BACKFILL, CONCRETE, OR OTHER MATERIAL, AND REDRILLED TO THE SPECIFIED DIAMETER TO CONTROL CAVING. BACKFILL MATERIAL AT ENLARGED PILES SHALL BE CHEMICALLY COMPATIBLE WITH CONCRETE AND STEEL, SHALL BE DRILLABLE, AND SHALL HAVE THE NECESSARY STRENGTH REQUIRED FOR THE CONDITIONS. 3 MAX 11/2 8 MIN TOTAL AIR CONTENT (%) 6 - 6t-0" ----Install additional pile at pilaster locations DEWATERED DRILLED HOLES SHALL BE CLEAN AND FREE OF WATER BEFORE REINFORCEMENT AND CONCRETE ARE PLACED. THE CONTRACTOR SHALL HAVE AVAILABLE AT ALL TIMES A SUITABLE LIGHT FOR INSPECTING THE ENTIRE LENGTH OF THE SHELLS OR DEWATERED HOLES BEFORE PLACING THE REINFORCEMENT AND CONCRETE. CONCRETE PLACED UNDER SLURRY SHALL NOT BE VIBRATED UNTIL ANY TEMPORARY CASING IS REMOVED AND UNTIL CONCRETE CONTAMINATED WITH SOIL, SLURRY, OR OTHER MATERIALS ARE REMOVED. THE UPPER 5 FEET OF THE PILE SHALL BE VIBRATED. IN A DEWATERED HOLE THE UPPER 15 FEET OF PILE SHALL BE VIBRATED. CONCRETE DEPOSITED UNDER SLURRY SHALL CONTAIN NOT LESS THAN 658 POUNDS OF CEMENT PER CUBIC YARD. CONCRETE SHALL BE PROPORTIONED TO PREVENT EXCESSIVE BLEED WATER. WHEN CONCRETE IS DEPOSITED UNDER SLURRY, THE CONTRACTOR SHALL SUBMIT A PLACING PLAN TO THE ENGINEER FOR REVIEW. THE PLAN SHALL INCLUDE COMPLETE DESCRIPTION, DETAILS, AND SUPPORTING CALCULATIONS FOR: 1. CONCRETE MIX DESIGN AND CERTIFIED TEST DATA. 2. DRILLING METHODS AND EQUIPMENT. 3. PROPOSED CASING INSTALLATION AND REMOVAL WHEN NECESSARY. 4. CONCRETE BATCHING, DELIVERY, AND PLACING SYSTEMS WITH TIME SCHEDULES AND CAPACITIES THEREFOR. 5. CONCRETE PLACING RATE CALCULATIONS. WHEN REQUESTED BY THE ENGINEER, CALCULATIONS SHALL BE BASED ON THE INITIAL PUMP PRESSURES OR STATIC HEAD ON THE CONCRETE AND LOSSES THROUGHOUT THE PLACING SYSTEM, INCLUDING ANTICIPATED HEAD OF SLURRY AND CONCRETE TO BE DISPLACED. 6. SUPPLIERS TEST REPORTS ON THE PHYSICAL AND CHEMICAL PROPERTIES OF THE SLURRY. 7. SLURRY TESTING EQUIPMENT AND PROCEDURES. 8. REMOVAL AND DISPOSAL OF EXCAVATION, SLURRY, AND CONTAMINATED CONCRETE, INCLUDING RATES OF REMOVAL. 9. PLACING, POSITIONING AND SUPPORTING REINFORCEMENT. 10. SLURRY AGITATING, RECIRCULATING, AND CLEANING METHODS AND EQUIPMENT. 11. METHODS AND EQUIPMENT FOR ACCURATELY DETERMINING THE DEPTH OF CONCRETE AND ACTUAL AND THEORETICAL VOLUME PLACED, INCLUDING EFFECTS ON VOLUME OF CONCRETE WHEN ANY CASINGS ARE WITHDRAWN. THE CONCRETE DEPOSITED UNDER SLURRY SHALL BE CAREFULLY PLACED IN A COMPACT, MONOLITHIC MASS AND BY A METHOD THAT WILL PREVENT WASHING OF THE CONCRETE. PLACING CONCRETE SHALL BE A CONTINUOUS OPERATION LASTING NOT MORE THAN 2 HOURS BETWEEN PLACING THE FIRST LOAD OF CONCRETE AND COMPLETION OF PLACING THE FINAL LOAD OF CONCRETE IN THE PILE. THE CONCRETE SHALL BE PLACED WITH CONCRETE PUMPS AND DELIVERY TUBE SYSTEM OF ADEQUATE NUMBER AND SIZE TO COMPLETE THE PLACING OF CONCRETE IN THE TIME SPECIFIED. THE DELIVERY TUBE SYSTEM SHALL CONSIST OF ONE OF THE FOLLOWING: 1. A TREMIE TUBE OR TUBES WHICH ARE EACH AT LEAST 10 INCHES IN DIAMETER FED BY ONE OR MORE CONCRETE PUMPS. 2. ONE OR MORE CONCRETE PUMP TUBES EACH FED BY A SINGLE CONCRETE PUMP. THE DELIVERY TUBE SYSTEM SHALL CONSIST OF WATERTIGHT TUBES WITH SUFFICIENT RIGIDITY TO KEEP THE ENDS ALWAYS IN THE MASS OF CONCRETE PLACED. IF ONLY ONE DELIVERY TUBE IS UTILIZED TO PLACE THE CONCRETE, THE TUBE SHALL BE PLACED NEAR THE CENTER OF THE DRILLED HOLE. MULTIPLE TUBES SHALL BE UNIFORMLY SPACED IN THE HOLE. INTERNAL BRACING FOR THE STEEL REINFORCING CAGE SHALL ACCOMODATE THE DELIVERY TUBE SYSTEM. TREMIES SHALL NOT BE USED FOR PILES WITHOUT SPACE FOR A 10 -INCH TUBE. AFTER CHARGING THE DELIVERY TUBE SYSTEM WITH CONCRETE, THE FLOW OF CONCRETE THROUGH A TUBE SHALL BE INDUCED BY SLIGHTLY RAISING THE DISCHARGE END. SPILLAGE OF CONCRETE INTO THE SLURRY DURING CONCRETE PLACING OPERATIONS SHALL NOT BE ALLOWED. DELIVERY TUBES SHALL BE CAPPED WITH A WATER TIGHT CAP, OR PLUGGED ABOVE THE SLURRY LEVEL WITH A GOOD QUALITY, TIGHT FITTING, MOVING PLUG THAT WILL EXPEL THE SLURRY FROM THE TUBE AS IT IS CHARGED WITH CONCRETE. THE CAP OR PLUG SHALL BE DESIGNED TO BE RELEASED AS THE TUBE IS CHARGED. THE PUMP DISCHARGE OR TREMIE TUBE SHALL EXTEND TO THE BOTTOM OF THE HOLE BEFORE CHARGING THE TUBE WITH CONCRETE. DURING CONCRETE PLACEMENT, THE TIP OF THE DELIVERY TUBE SHALL BE MAINTAINED TO PREVENT REENTRY OF THE SLURRY INTO THE TUBE. UNTIL AT LEAST 10 FEET OF CONCRETE HAS BEEN PLACED, THE TIP OF THE DELIVERY TUBE SHALL BE WITHIN 6 INCHES OF THE BOTTOM OF THE DRILLED HOLE, AND THEN THE EMBEDMENT OF THE TIP SHALL BE MAINTAINED AT LEAST TEN FEET BELOW THE TOP SURFACE OF THE CONCRETE. RAPID RAISING OR LOWERING OF THE DELIVERY TUBE SHALL NOT BE PERMITTED. IF THE SEAL IS LOST OR THE DELIVERY TUBE BECOMES PLUGGED AND MUST BE REMOVED, THE TUBE SHALL BE WITHDRAWN, THE TUBE CLEANED, THE TIP OF THE TUBE CAPPED TO PREVENT ENTRANCE OF THE SLURRY, AND THE OPERATION RESTARTED BY PUSHING THE CAPPED TUBE 10 FEET INTO THE CONCRETE AND THEN REINITIATING THE FLOW OF CONCRETE. RECORD DRAWING EARTHWORK SOILS OBTAINED FROM PIER DRILLING SHALL BE PROPERLY DISPOSED OF AT DESIGNATED AREAS EITHER ON OR OFF PROJECT SITE. SOIL OBTAINED FROM PIER DRILLING MAY NOT BE USED AS STRUCTURAL FILL MATERIAL UNLESS SPECIFICALLY APPROVED BY THE GEOTECHNICAL ENGINEER. SHOP DRAWINGS FOR THE ENGINEERS REVIEW WILL BE REQUIRED AS FOLLOWS: 1. MIX DESIGNS; 2. REINFORCING STEEL. CONTRACTOR SHALL SUBMIT TWO SETS OF PRINTS AND ONE SET OF SEPIAS FOR REVIEW. FABRICATION SHALL NOT PROCEED UNTIL SHOP DRAWINGS HAVE BEEN REVIEWED BY THE ENGINEER. CONSTRUCTION LIABILITY CONSTRUCTION CONTRACTOR AND HIS SUBCONTRACTORS AGREE THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR AND HIS SUBCONTRACTORS WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR AND HIS SUBCONTRACTORS FURTHER AGREE TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. CSG THESE PLANS AND DETAILS ARE APPROVED THE APPROVAL OF THESE PLANS SHALL NOT DE CONSTRUED TO BE A PERMIT FOR ANY VIOLATION OF ANY CODE OR ORDINANCE. ey Date TI SZ PLANS SHALL EE ; THE JOB FC,fl RU. REQ'U=STED INSPECTIONS. THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. BRIAN KALIGAS FOULK ATE: 6 •ZI.Oo 2'-8" r.1 24" in bond beam units, notch block sidewall as required CORNER PILASTER DETAIL 3/4" = 1'-0" Typ wall horiz reinf with vert reinf © hook SPECIAL INSPECTIONS THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR DURING CONSTRUCTION ON THE FOLLOWING TYPES OF WORK: CONCRFTF - PROVIDE CONTINUOUS INSPECTION DURING THE PLACEMENT OF ALL CONCRETE. - SAMPLING FRESH CONCRETE: ASTM C 172, EXCEPT MODIFIED FOR SLUMP TO COMPLY WITH ASTM C 94. - SLUMP: ASTM C 143, ONE TEST AT POINT OF DISCHARGE FOR 100 C.Y. OR FRACTION THEREOF FOR EACH TYPE OF CONCRETE; ADDITIONAL TESTS REQUIRED WHEN CONCRETE CONSISTENCY SEEMS TO HAVE CHANGED. - AIR CONTENT: ASTM C 173, VOLUMETRIC METHOD FOR LIGHT- WEIGHT OR NORMAL WEIGHT CONCRETE; ASTM C 231 PRESSURE FOR NORMAL WEIGHT CONCRETE, ONE FOR EACH 100 C.Y. PLACED OR FRACTION THEREOF FOR EACH TYPE OF AIR -ENTRAINED CONCRETE. - CONCRETE TEMPERATURE: TEST HOURLY WHEN AIR TEMPERATURE IS 50 DEGREES F. (4 DEGREES C.) AND BELOW, AND WHEN 85 DEGREES F. (27 DEGREES C.) AND ABOVE; AND EACH TIME A SET OF COMPRESSION TEST SPECIMENS ARE MADE. - COMPRESSION TEST SPECIMEN: ASTM C 31, TAKE ONE SET OF 3 STANDARD CYLINDERS FOR EACH 100 C.Y. OF CONCRETE OR FRACTION THEREOF FOR EACH TYPE OF CONCRETE TAKEN EACH DAY. MOLD AND STORE CYLINDERS FOR LABORATORY CURED TEST SPECIMENS EXCEPT WHEN FIELD -CURE TEST SPECIMENS ARE REQUIRED. - COMPRESSIVE STRENGTH TESTS: ASTM C 39; ONE SPECIMEN TESTED AT 7 DAYS, TWO SPECIMENS TESTED AT 28 DAYS. REINFORCING STEEL - VERIFY THAT MILL CERTIFICATES SHOW REINFORCING STEEL TO BE IN COMPLIANCE WITH PROJECT SPECIFICATIONS. - PROVIDE PERIODIC INSPECTION OF THE PLACEMENT OF ALL REINFORCING STEEL FOR SHOTCRETE, FOR STRUCTURAL MASONRY AND FOR CONCRETE WHICH IS REQUIRED TO HAVE CONTINUOUS INSPECTION. - PROVIDE CONTINUOUS INSPECTION DURING THE INSTALLATION OF ALL MECHANICAL COUPLING DEVICES. STRUCTURAL MASONRY (CONTINUOUS INSPECTION) - PROVIDE INSPECTION AT THE START OF PLACING CONCRETE MASONRY UNITS. - PROVIDE FULL TIME INSPECTION OF ALL GROUT PLACING. - GROUT TEMPERATURE: TEST HOURLY WHEN AIR TEMPERATURE IS 50 DEGREES F. (4 DEGREES C.) AND BELOW, AND WHEN 80 DEGREES F. (27 DEGREES C.) AND ABOVE. - BATCH PLANT INSPECTION: OWNER'S AGENT WILL PROVIDE CONTINUOUS BATCH PLANT INSPECTION OF READY MIXED GROUT TO ENSURE THAT GROUT AND WORKMANSHIP CONFORM TO CONTRACT DOCUMENTS. - PROVIDE INSPECTION DURING PREPARATION AND TAKING OF REQUIRED PRISMS. - TEST 5 PRISMS PRIOR TO CONSTRUCTION AND 3 PRISMS FOR EACH 5000 SQUARE FEET OF WALL. - INSPECT GROUT SPACE IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS. EARTHWORK - _ PERIODICALLY DURING EARTHWORK, THE INSPECTOR SHALL BE A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER (HARZA CONSULTING ENGINEERS & SCIENTISTS). CAST-IN-DRILLED-HOI E PILES: CONTINUOUSLY DURING THE DRILLING AND PLACING OF PILE CONCRETE AND PILE CONTROLLED DENSITY FILL, THE CONTRACTOR SHALL GIVE NOTICE AT LEAST 48 HOURS IN ADVANCE OF HIS PERFORMING SUCH WORK. THE CONTRACTOR SHALL DO NO SUCH WORK IN THE ABSENCE OF THE REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER. SPECIAL INSPECTOR - THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF A PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR - THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPLICABLE DESIGN DRAWINGS AND SPECIFICATIONS. - THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE OWNER OR OWNER'S DESIGNATED REPRESENTATIVE, THE ARCHITECT OR PROJECT MANAGER, THE STRUCTURAL ENGINEER OF RECORD, THE CONTRACTOR, AND OTHER PERSONS DESIGNATED BY THE OWNER OR OWNER'S REPRESENTATIVE. ALL DISDREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL. - THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE UBC. DEVELOPMENT BAY MEADOWS SAN MATEO (97245S8) 97245 AS BUILT 3-2-64 Future Restaurant Side McCLellan Ave Side min ,,-----Property Line Face of wall = — wall layout line; see civil plans N it I Foam cap, see arch. plans 8x8x16 light weight, split face, open end, o concrete block, bond I beam block at bond o beams only Split face, see arch. plans for pattern FS 1'-0" a x r E c E min ,.---Property line #5 cont. CA top bond beam & ® 24" maximum centers below Bond beam, 4" wide & 21/2" deep opening to be filled with grout #5 b©16" FS 0.00 o °0 0° .. 4 2" clr typ • 0 ro '-1' 1 11 21-2' RETAINING SECTION SECTION 3/4" = 1'-0" 10. 4" PVC underdrain to exist sewer, See civil plans Full mortar bed at bottom of wall, typ #5 tot 10 #4 P stirrups see 4j CIDH concrete pile (reinf not shown) and conc block 9" typ Face of wall = wall layout line see civil plans 0 E N a) 0 E N to a 0 0) 0 1 8x8x16 light weight split face, open end concrete block, bond beam block at bond beams only x 0 E r 1 i • I 1 1 @ 8" #4 Li stirrup spacing Note: Arch. treatment not shown, see arch. plans. Pile cap step 8 ®6" W3.5 spiral at 6" pitch 1'-4" 2'-6„ Pile reinf , --CIDH pile —41 7'— 2"± FS /R See s9 for details not noted 1,-1' 1' 2'-2' J Phase 1 construction #5 Li© ea pilaster total 10 2'-8" min typ Restaurant (Side Fr t -----Existing 6" sewer pipe (ref civil dwgs Pile cap step 5'-0' max 1'-6" min Cells with vertical reinf to be filled with grout Note A At expansion joints: continuous expansion joint filler placed in sash block recesses. Size as required for snug fit. ®#4 I ® 24" in bond beam units, notch block ed all as re•uire Note A: Blocks to be laid in stacked bond, an • lad•er type, A minimum of 2 — 9 gage wires continuous at 48" maximum to be used. Locate reinforcement in joints that are at the approximate midpoint between bond beams. Note B: Horizontal joints shall be tooled concave or may be weathered. Vertical joints shall be tooled concave or may be raked. #7 bars, 7 total, hook — inward, 2 hooks CO wall may be deleted if required for conc placement expansion joint Phase 2 construction. 51-0' max DETAIL McClellan Avenue Side 11 PLAN VIEW PILE CAP © McLELLAN AVENUE 135' hook W3.5 spiral © 6" pitch. Where splices are required, spiral reinforcement shall be lapped 80 diameters minimum. A 135' hook that is hooked around a longitudinal bar shall be used to terminate the ends of the spiral reinforcement at lapped splices and at top and bottom of the pile SECTION Second phase of wall construction (E) FG on shell station side (E) FG on residence side Pile cap t pile 2" thick X 121' wide expanded polystyrene to be placed for full width of pile cap Pile cap reinf SECTION t #5 bars = standard block cells 0 pilaster THIS RECORD DOCUMENT HAS BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. BRIAN KANGAS FOULK HAS NOT VERIFIED THE ACCURACY AND/OR COMPLETENESS OF THIS INFORMATION AND SHALL NOT BE RESPONSIBLE FOR ANY ERRORS OR OMISSIONS THAT MAY BE INCORPORATED HEREIN AS A RESULT. RECORD DRAWING Pile cap reinf • • Pile cap reinf \<r• See for details not noted Sound wall Pile cap -2 #5 total 4 center on utility 21-0" min PILE CAP DETAIL AT UTILITY OPENING End soundwallm (E) conc panel wall 2—#4 0 top PANEL WALL C194,NIN .CoTION ELEVATION Vert reinf 13" min • CSG THESE PLANS AND DETAILS ARE APPROVED THE APPROVAL OF THESE HANS SHALL NOT BE CONSTRUED TO DE A rrl.' FOR ANY VIOLATION OF ANY I ORDINANCE. By Date THESE PLANS SHALL EE G FOR ALL Etc .!E. sriTn PILE CAP STEP DETAIL atjl Stirrup ,W0x5" nelson stud 0 16" oc max. Locate vertically, 0 center of CMU blocks for details not noted Pilaster (TS 4x4x1/4 cut to 21/2" depth as shown, 0 bottom of channel w/ 1/4"fillet weld on 3 sides painted same color as wall 2W of soundwall gn it; gog sa CC III gwg Lai 0 DEVELOPMENT BAY MEADOWS CALIFORNIA SAN MATEO SHEET NUMBER -9 SHEETS WING NO. 97245S9 97245S9) 97245 AS BUILT 3-2-64