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HomeMy WebLinkAbout5716-5.. TOP SLAB -OUTSIDE m o E REINFORCEMENT, AS7 c-] z U p TOP DISTRIBUTION a. U u vui REINFORCEMENT, AS6 00 = w N SYMME�TRiCAL w REINFORCEMENT, 3. CONSTRUCTION OF ROADWAY STRUCTURAL SECTION SHALL NOT DISTURB THE 25 mm m/s: METERS PER SECOND SEE DETAILS 3 AND 4 FOR TYPICAL REINFORCING STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION I A E �� BOTTOM - - - 3 g o - 1 GREENBOOK COMMITEE 5,000 PSI (35 MPa) S2 E DISTRIBUTION 1 2.5 (63) N W > 40 (> 12) f(25 mm � w REINFORCEMENT, 3. CONSTRUCTION OF ROADWAY STRUCTURAL SECTION SHALL NOT DISTURB THE 25 mm m/s: METERS PER SECOND OG =ORIGINAL GROUND GP =GROUND PROFILEOG COVER r o I AS5 ( COVER THAN 24" (500 mm) _ U to O O 1 AS4 SPAN, S I AS1 � O H W E I WALL THICKNESS, Tw p h h l[) a w AS3 ( M p h to tf) Lq LONGITUDINAL REINFORCEMENT - P7 p __ FOR CLARITY, NOT ALL STEEL to `�- -- - --- --� SHOWN. SEE NOTE 11 ON SHEET 13. INVERT SLAB -OUTSIDE REINFORCEMENT, AS8 1" 25 mm INVERT SLAB THICKNESS, Tb Qi COVER � EARTH COVER LESS THAN 24"(600 mm) OUTSIDE r r LONGITUDINAL O MINIMUM LENGTH EQUAL TO SPACING OF ui TOP SLAB THICKNESS, Tt LONGITUDINAL WIRES PLUS 2" (50 mm) (TYP) WIRE SPADING_____________________________________________ 4.0 INCHES (100 mm) MAX M o U ,-.^ AND CORNERS OF SLABS______________________________________________ ----------, E A `. SEE DETAILS 1 AND 2 �n o ---� FOR TYPICAL REINFORCING w w r U 07 0o ao N M 5 00 DO 00 N N M O 00 El E>' AS2 \``- SEE DETAIL 5 r7 r� LO -- , SEE SECTION A -A FOR �` (_ ( M M I�_�__`_`� I , JOINT REINFORCEMENT THIS AREA � ___ _____ Lj ______ _a____________ -, SYMMETRICAL I 11" 25 mm COVER Lj 0 0 0 0 0 0 I I A I I SPIAN S I Si LONGITUDINAL REINFORCEMENT- Iuj cfl I E c� WALL THICKNESS, Tw FOR CLARITY, NOT ALL STEEL I I AS4 AS3 "' o zI 11" c� SHOWN. SEE NOTE 11 ON c� n co 25 mm COVER SHEET 13. d' r7 r7 M M M M I I. M _I 1" (25 mm) COVER INVERT SLAB THICKNESS, Tb �, A r7 NOTE: OUTSIDE LONGITUDINAL HAUNCH, H = EARTH COVER 24" (610 mm) AND GREATER WALL THICKNESS M � TYPICAL BOX SECTIONS M STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION 16"(150 m ) MINIMUM 28 -DAY STANDARD PLAN PROMULGATED BY THE PUBLIC WORKS STANDARDS INC. - � REINFORCED CONCRETE B O X 3 g o - 1 GREENBOOK COMMITEE 5,000 PSI (35 MPa) 5 TO 20 (1.5 TO 6) SOFFIT � SHEET 1 OF 42 USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION DlG^,mmLtllwlRT DIAL TWO WORKING BEFORE DAYS BEFORE YOU DIG YOU DIG TOLL FREE: 811 WWW.DIGALERT.ORG A PUBLIC SERVICE �A�LERT UNDERGROUND SERVICE BASIS OF BEARINGS: BENCHMARK: THE BASIS OF BEARINGS FOR THIS SURVEY IS THE CALIFORNIA COORDINATE SYSTEM, ZONE 5, THE BENCHMARK FOR THIS NAD 83 (EPOCH 2011.00) AS DETERMINED LOCALLY BY A LINE BETWEEN CONTINUOUS GLOBAL PROJECT IS BASED ON THE POSITIONING STATIONS (CGPS) AND/OR CONTINUOUS OPERATING REFERENCE STATIONS (CORS) NATIONAL GEODETIC SURVEY (NGS) EWPP AND RTHS BEING S 84° 19'29.60" E AS DERIVED FROM GEODETIC VALUES PUBLISHED BY VERTICAL CONTROL NETWORK. THE CALIFORNIA SPATIAL REFERENCE CENTER (CSRC) AND/OR NATIONAL GEODETIC SURVEY (NGS), BENCHMARK NUMBER PID EV9267 RESPECTIVELY. ALL DISTANCES ARE U.S. FEET (GRID). GROUND DISTANCES CAN BE OBTAINED DESIGNATION OF -628, ELEVATION BY MULTIPLYING A COMBINATION FACTOR OF 0.99995585. 1006.35' (NAVD88). 11-1 E E ELO �N 0 T 16"(150 m ) MINIMUM 28 -DAY MIN INCHES mm CONCRETE STRENGTH E 1.5 (38) 5,000 PSI (35 MPa) 5 TO 20 (1.5 TO 6) SOFFIT � FLOW a,- 2.5 (63) N W > 40 (> 12) O r U NOT ALLOWED INVERT - E 3. CONSTRUCTION OF ROADWAY STRUCTURAL SECTION SHALL NOT DISTURB THE N E m/s: METERS PER SECOND OG =ORIGINAL GROUND GP =GROUND PROFILEOG z_ r g AS1 OUTER CAGE TRANSVERSE REINFORCEMENT AT GROOVE END l 2" 13 mm MIN (TYP) 2 50 mm MAX �-LONGITUDINAL REINFORCEMENT INNER CAGE- AS2(TOP) AS3(INERT) NOTE: JOINT SHALL CONFORM WITH ASTM C990 OR ,- AASHTO M-198 T 6" 150 mm MIN LONGITUDINAL '-, REINFORCEMENT 1/2" 13 mm MIN (TYP) E 2 50 mm MAX LO (if OUTER CAGE TRANSVERSE IN> REINFORCEMENT AT GROOVE END O U SECTION A -A TOP AND INVERT SLAB JOINT REINFORCEMENT T- 1-'--4 BAR DIAMETER TOP AS2 MIN RADIUS INVERT AS3 AS4 I 1-1/2" 38 mm) MAX FOR 4" 100 mm I 4" (100 mm) & MIN FOR 6" (150 mm) 5" (125 mm) WALLS `. & ABOVE WALLS DETAIL 1 INNER REINFORCEMENT AS1 4 BAR DIAMETER MIN RADIUS DETAIL 2 OPTION STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 390-1 MINIMUM 28 -DAY -.. REINFORCED CONCRETE BOX INCHES mm CONCRETE STRENGTH SHEET 2 OF 42 N OTES: 1. STEEL COVER SHALL BE FROM THE FACE OF THE BAR OR WIRE TO THE FACE OF THE CONCRETE. 2. STEEL COVER FROM THE TOP OF INVERT SLAB SHALL BE IN ACCORDANCE WITH THE FOLLOWING: VELOCITY STEEL COVER MINIMUM 28 -DAY FPS m s INCHES mm CONCRETE STRENGTH < 5 (< 1.5) 1.5 (38) 5,000 PSI (35 MPa) 5 TO 20 (1.5 TO 6) 2.0 (50) 5,000 PSI (35 MPa) > 20 TO 40 (> 6 TO 12) 2.5 (63) 5,000 PSI (35 MPa) > 40 (> 12) NOT ALLOWED NOT ALLOWED FPS: FEET PER SECOND 3. CONSTRUCTION OF ROADWAY STRUCTURAL SECTION SHALL NOT DISTURB THE SEALING BAND INSTALLATION. m/s: METERS PER SECOND OG =ORIGINAL GROUND GP =GROUND PROFILEOG o 3. STEEL COVER FROM HE TOP OF INERT SLAB MAY BE INCREASED FOR PRCB SUBJECT TO THE ACTION OF SEAWATER, HARMFUL GROUNDWATER, OR APPRECIABLE DEBRIS FLOWS. 4. STEEL COVER GREATER THAN 2.5" (63 mm) MAY RESULT IN DELAMINATION OF CONCRETE. SEE THE PLANS FOR SACRIFICIAL STEEL TO PREVENT SLABBING WHEN THE STEEL COVER EXCEEDS 2.5" (63 mm). 5. PRCB SHALL NOT BE PERMITTED WHEN THE MAXIMUM GROUND WATER TABLE IS LOCATED 1' (300 mm) BELOW THE BOTTOM OF INVERT OR HIGHER, OR THE HYDRAULIC GRADE LINE IS MORE THAN 4' (1200 mm) ABOVE THE SOFFIT. 6. PRCB WITH RISE LARGER THAN 12' (3600 mm) AND SPAN GREATER THAN 12' (3600 mm) SPAN TO 24' (7200 mm), MUST HAVE A SPECIAL DESIGN SUBMITTED FOR REVIEW AND ARE SUBJECT TO APPROVAL BY THE ENGINEER. 7. HE DESIGN TABLES IN THIS STANDARD PLAN DO NOT ACCOUNT FOR TEMPERATURE VARIATIONS, UNBALANCED LATERAL LOADS, RAILROAD LOADING OR LOADING DUE TO OTHER TEMPORARY OR PERMANENT STRUCTURES. SPECIAL DESIGN FOR THESE LOADS, IF APPLICABLE, MUST BE SUBMITTED FOR REVIEW AND ARE SUBJECT TO APPROVAL BY THE ENGINEER. 8. DESIGN CRITERIA: AASHTO SPECIFICATIONS FOR HIGHWAY BRIDGES, CURRENT LFD EDITION, EXCEPT THE LOAD FACTOR FOR DEAD LOAD (#D) AND EARTH PRESSURE (90 = 1.4 9. IF STEEL BARS GRADE 60 (GRADE 420) ARE USED IN LIEU OF WELDED WIRE REINFORCEMENT, THE STEEL AREAS PRESENTED SHALL BE INCREASED TO ACCOUNT FOR THE DIFFERENCES IN STEEL YIELD STRENGTH, STEEL SPACING, CONCRETE COVER, AND CRACK CONTROL. 10. THE JOINTS OF THE SECTIONS SHALL BE OF SUCH DESIGN THAT THEY WILL WITHSTAND THE FORCES CAUSED BY THE COMPRESSION OF THE SEALANT WHEN JOINED, WITHOUT CRACKING OR FRACTURING WHEN TESTED. 11. LONGITUDINAL STEEL SHALL HAVE AN AREA OF AT LEAST 40 PERCENT OF THE TRANSVERSE STEEL AND 8" (200 mm) MAXIMUM SPACING. 12. THE INSIDE TRANSVERSE REINFORCEMENT SHALL EXTEND INTO THE TONGUE PORTION OF THE JOINT AND THE OUTSIDE TRANSVERSE REINFORCEMENT SHALL EXTEND INTO THE GROOVE PORTION OF THE JOINT. 13. THE CLEAR DISTANCE OF THE END TRANERSE WIRES SHALL BE NOT LESS THAN 1/2- (12 mm) NOR MORE THAN 2 INCHES (50 mm) FROM THE ENDS OF THE PRCB SECTION. 14. REINFORCEMENT MAY BE ASSEMBLED USING ANY COMBINATION OF SINGLE OR MULTIPLE LAYERS OF WELDED -WIRE REINFORCEMENT. 15. A COMMON RENFORCEMENT UNIT MAY BE USED FOR BOTH AS22 (OR AS AND AS4, AND ALSO FOR BOTH AS7 (OR AS AND AS1, WITH THE LARGEST AREA REQUIRMENT OVERNING, BENDING THE REINFORCEMENT 9TAT THE CORNERS AND WAIVING THE EXTENSION REQUIREMENTS SHOWN IN DETAILS 1 THROUGH 4. 16 REINFORCEMENT, THEWHEN A SINGLE OF R (WALL REQUPLE IRING THE LARGER EL IS SSTEEL AREFOR k SHALL SHA ENDTH THIS ADDITIONAL TRANSVERSE STEEL EXTENDNG THE FULL LENGTH OF HE SLAB OR WALL. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN 390-1 STANDARD PLAN -fzF�E- REINFORCED CONCRETE BOX ® STRUCTURE BACKFILL 390-1 SHEET 13 OF 42 m REVISION DESCRIPTION OUTSIDE CAGE* WIRES THAT ARE WELDED SHALL 1/4 -SPAN BE AT 18" (450 mm) MIN SPACING ------------------ - - ---' `-------------- -------------------- II `---------------------14-' Ili I ( ill I I I I I ( INSIDE CAGE* MID 1/3 SPAN I I WELDING OR LAP I I NOT ALLOWED I I I I ( f,1 ill I ( Ili Ill I I 111 IllI ,-------------------- ---- I- 111 `----------------------' l� �Il CRITICAL ZONES OF HIGH STRESS WHERE WELDING IS RESTRICTED *INDICATES NO -SPLICE ZONES MINIMUM LENGTH EQUAL TO SPACING OF LONGITUDINAL WIRES PLUS 2" (50 mm) (TYP) /M M 1 1 I v v II 1 I ll � II ll � II DETAIL 5 OPTION STANDARD PLANS FOR PUBLIC 17. WELDED WIRE REINFORCEMENT SHALL BE COMPOSED OF TRANSVERSE AND, LONGITUDINAL WIRES WITH SUFFICIENT LONGITUDINAL WIRES EXTENDING THROUGH THE PRCB SECTION TO MAINTAIN THE SHAPE AND POSITION OF REINFORCEMENT. 18. THE ENDS OF THE LONGITUDINAL DISTRIBUTION REINFORCEMENT SHALL NOT BE MORE THAN 2" (50 mm) FROM THE ENDS OF HE PRCB SECTION. 19. THE ENDS OF THE LONGITUDINALS, STIRRUPS, AND SPACERS USED TO POSITION THE REINFORCEMENT MAY BE EXPOSED TO CONTACT WITH FORMS. 20. THE OVERLAP MEASURED BETWEEN THE OUTERMOST LONGITUINDAL WIRES OF EACH WELDED WIRE REINFORCEMENT SHEET SHALL NOT BE LESS THAN THE SPACING OF THE LONGITUDINAL WIRES PLUS 2" (50 mm) NOR LESS THAN 10" (250 mm). 21. IF AS IS EXTENDED TO THE MIDDLE OF EITHER SLAB AND CONNECTED, WELDED SPLICES ARE ALLOWED IN HE CONNECTION. 22. WHEN USED, AS7 AND AS8 SHALL BE LAPPED WITH AS1 AS SHOWN ON DETAILS 3 AND 4. 23. SPLICES IN THE TRANSVERSE REINFORCEMENT SHALL BE MADE BY LAPPING. IF WELDS ARE MADE TO TRANSVERSE REINFORCEMENT, THEY SHALL BE MADE ONLY TO SELECTED TRANSVERSE WIRES THAT ARE NOT LESS THAN 18" (460 mm) APART ALONG THE LONGITUDINAL AXIS OF THE PRCB SECTION. ALSO, WHEN SPACERS ARE WELDED TO TRANSVERSE WIRES, THEY SHALL BE WELDED ONLY TO THE SELECTED TRANSVERSE WIRES. 24. THERE SHALL BE NO WELDING TO OTHER TRANSVERSE WIRES, EXCEPT AS4 MAY BE LAPPED AND WELDED AT ANY LOCATION OR CONNECTED BY WELDING AT THE CORNERS TO AS2 AND AS3. 25. NO WELDS R LAPS SHALL BE MADE TO AS2 OR AS3 TRANSVERSE WIRES IN THE MIDDLE THIRD OF THE SPAN. 26. WHEN DISTRIBUTION REINFORCEMENT IS TO BE FASTENED TO A CAGE BY WELDING, IT SHALL BE WELDED ONLY TO LONGITUDINAL WIRES AND ONLY NEAR THE ENDS OF HE PRCB SECTION. 27. THE SPACING CENTER TO CENTER OF HE TRANSVERSE WIRES SHALL BE NOT LESS THAN 2" (50 mm) NOR MORE THAN 4" (100 mm). 28. THE SPACING CENTER TO CENTER OF THE LONGITUDINAL WIRES SHALL BE NOT MORE THAN 8" (200 mm). 29. OUTER CAGE TRANSVERSE REINFORCEMENT AS SHOWN SHALL BE PLACED IN THE TOP AND BOTTOM SLABS AT THE GROOVE PORTION OF HE JOINT WHEN AS1 IS NOT CONTINUOUS OVER THE SPAN. 30. IF STEEL BARS (GRADE 60) ARE USED IN LIEU OF WELDED WIRE REINFORCEMENT, THE STEEL AREAS SHALL BE INCREASED TO ACCOUNT FOR THE DIFFERENCE IN STEEL YIELD STRENGTH, STEEL SPACING, CONCRETE COVER, AND CRACK CONTROL BETWEEN THE WELDED WIRE REINFORCEMENT AND STEEL BARS. 31. IN LIEU OF PERFORMING A SPECIAL DESIGN FOR HE SPECIFIC CASE WHERE THE ACTUAL HAUNCH DIMENSIONS ARE LARGER THAN THE STANDARD DIMENSIONS AND VERTICAL AND HORIZONTAL HAUNCH DIMENSIONS ARE EQUAL, THE ASS STEEL AREA SHALL BE INCREASED 1 PERCENT FOR EVERY 5 PERCENT INCREASE IN THE HAUNCH DIMEN�ION OVER THAT SPECIFIED, AND AS2 AND AS3 SHALL WORKS CONSTRUCTION STANDARD PLAN 390-1 ® STRUCTURE BACKFILL 390-1 95% RELATIVE COMPACTION REINFORCED CONCRETE BOX ORIGINAL GROUND ':•�•.': SLURRY CEMENT BACKFILL PLOWABLE FILL GROUT SHEET 4 OF 42 BE REDUCED BY AN EQUAL PERCENTAGE. NOTE: SHEETS 16 TO 24 HAVE 1.5" (3$ mm) OF STEEL COVER AT THE TOP OF INVERT SLAB. SHEETS 25 TO 33 HAVE 2.0" (50 mm) OF STEEL COVER AT HE TOP OF INERT SLAB. SHEETS 34 TO 42 HAVE 2.5" (63 mm) OF STEEL COVER AT THE TOP OF INVERT SLAB. STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION D27 CAST IN STANDARD PLAN ® STRUCTURE EXCAVATION 390-1 ® STRUCTURE BACKFILL 4� REINFORCED CONCRETE BOX 95% RELATIVE COMPACTION SHEET 140E 42 DATE I ENGR. I CITY I DATE "W" WIDTH VARIES -SEE TABLE MASTIC ELEMENT RUBBER ELEMENT PROTECTIVE FILM ELEMENT LOCATION OF JOIN PLACE 6'X2' RCB NOT TO SCALE SHOULD CONSTRUCTION OF THE REQUIRED IMPROVEMENTS NOT COMMENCE WITHIN TWO YEARS OF THE DATE OF APPROVAL_ SHOWN HEREON AND CARRIED FORTH IN A DILIGENT MANNER, THE CITY ENGINEER MAY REQUIRE REVISIONS TO THE PLANS TO BRING THEM INTO CONFORMANCE WITH STANDARDS IN EFFECT. T EXTERIOR SURFACE EXTERNAL SEALING BAND SCHEMATIC TABLE SPAN, S "W" EXTERNAL SEALING BAND WIDTH FT mm INCHES mm 4-6 120 0-1800 9 225 7-8 2100-2400 11 275 10-12 3000-3600 14 350 NOTES: 1. THE INSIDE SURFACE OF THE PRCB SOFFIT SHALL BE MARKED "TOP". 2. "W" MINIMUM SHALL EQUAL THE WALL THICKNESS. "W" MAXIMUM SHALL BE 8" (200 mm) FOR SPANS THROUGH 8' (2400 mm) AND 14" (350 mm) FOR SPANS OVER 8' (2500 mm). 3. FOR EXTERNAL SEALING BAND APPLICATIONS SEE BELOW. EXTERNAL SEALING BAND ON TOP R AROUND BOX o p cpvo � d - N N SINGLE BOX MULTIPLE BOXES STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN -FzE SPECIFIC CRITERIA USED FOR TABLES MATERIAL PROPERTIES: WELDED WIRE REINFORCEMENT --------------- _---- _------ _..-------- _----- 65,000 PSI (450 MPa) MINIMUM SPECIFIED YIELD STRESS DEFORMED BARS, -------------- ---- _-------- _----- _------ _------------- ._.----- _ 60,000 PSI (420 MPa) MINIMUM SPECIFIED YIELD STRESS CONCRETE ------- _---- _---------------------- _------ _---- _------- _----------- 5,000 PSI (35 MPa) MINIMUM SPECIFIED COMPRESSIVE STRENGTH SOIL DATA: UNIT WEIGHT ---- ------- _----- _----- _------ __--------------- ._._--------------------------- 120 Ibf/ft3 (20 kN/m3) RATIO OF LATERAL TO VERTICAL PRESSURE__ __________ 0.50 MAX TCS 0.25 MIN FROM WEIGHT TO EARTH ADDITIONAL LATERAL PRESSURE FROM ------------------------------ 700/He, Ibf/ft2 (10/He kN/m2) OR APPROACHING TRUCK WHEELS ------- _------------ _------ __----- _----- 800 Ibf/ft2 (39 kN/m�) WHEN H < 1 FEET (300 mm), WHERE He =EARTH COVER, FEET (mm) EXTERNAL WATER TABLE __.___.___________.____..________.______ ____________BELOW BOX SECTION INERT SOIL STRUCTURE INTERACTION FACTOR 1.15 ---------------- ------------ CAPACITY REDUCTION FACTORS (FROM AASHTO BRIDGE SPECIFICATIONS): SHEAR------------- -------- ----------------------- -___------------------------------------ 0.90 AXIAL COMPRESSION COMBINED WITH BENDING__..____....__ 0,95 LOADING DATA: LOAD FACTOR = S(#D + 9 L) ---------- _------------- _-------------- __ S = 1.3 fl D = 1.40 FOR DEAD LOADS � = 1.67 FOR LIVE LOADS L TRUCK AXLE LOAD: HS20(MS18)----------- ----------------- _____._n_____.._. ............. _... ____32,000 Ibf (142 kN) IMPACT (VARIABLE WITH DEPTH) ---- ------ .__------ ___________.__.____..___.._-_ 0 TO 307a (FROM AASHTO BRIDGE SPECIFICATIONS): UNIFORM INTERNAL PRESSURE --- _-------------- _.._-_-_----- ----- ----- 0.0 DEPTH OF WATER IN BOX SECTION __________A___ ------------- _____ EQUAL TO INSIDE HEIGHT EXTERNAL GROUND WATER PRESSURE _____w___A__------ -------- 0.0 STRUCTURAL ARRANGEMENT - CONCRETE COVER OVER STEEL ------- -v___________________._______.___ 1.0 INCH (25 mm) TOP SLAB_______________ ______ 1.0 INCH (25 mm) FOR FILL HEIGHT 2 FEET ----------------------- (600 mm) AND GREATER, 2.0 INCHES (50 mm) FOR FILL HEIGHTS UNDER 2 FEET (600 mm) SLAB THICKNESS ___-------------- __------ _---- _---------------------- ----------- FOR FILL HEIGHTS GREATER THAN 2 FEET (600 mm), 1/1,2 TIMES INSIDE SPAN PLUS 1.0 INCH (25 mm) UP TO 7 -FOOT (2100 mm) SPAN, 1/12 INSIDE SPAN ABOVE 7 -FOOT (2100 mm) SPAN }; SIDE WALL THICKNESS --- _------ ------- ._______e________ --------------- _--------- 1/12 TIMES INSIDE SPAN PLUS 1.0 INCH (25 mm) UP TO 7 -FOOT (2100 mm) SPAN, 1/12 INSIDE SPAN ABOVE 7 -FOOT SPAN (2100 mm) MINIMUM HAUNCH DIMENSIONS ---------------------- _------- _------- ---- VERTICAL AND HORIZONTAL DIMENSIONS BOTH EQUAL TO WALL THICKNESS TRANSVERSE STANDARD PLAN ® STRUCTURE EXCAVATION 390-1 ® STRUCTURE BACKFILL .: _..._-F REINFORCED CONCRETE BOX 95% RELATIVE COMPACTION SHEET 5 OF 42 STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN ® STRUCTURE EXCAVATION 390-1 ® STRUCTURE BACKFILL ...,..rte REINFORCED CONCRETE BOX 95% RELATIVE COMPACTION SHEET 15 OF 42 ORIGINAL GROUND ':•�•.': SLURRY CEMENT BACKFILL PLOWABLE FILL GROUT (SEE TYPICAL SECTION ON SHEET 6) TYPICAL NOTES: 1. SLOPE OR SHORE EXCAVATION SIDES AS DETERMINED BY THE ENGINEER 2. DIMENSIONS SHOWN ARE MINIMUM. 24" 600 mm 3. CONSTRUCTION OF ROADWAY STRUCTURAL SECTION SHALL NOT DISTURB THE SEALING BAND INSTALLATION. OG =ORIGINAL GROUND GP =GROUND PROFILEOG o EXCAVATION IN EMBANKMENT BACKFILL � FILL HEIGHT GREATER THAN 24" (500 mm) s EXCAVATION AND BACKFILL DETAILS 1 to O O O O p h � O O W r. p p h h l[) to M p h to tf) tf? M P7 p h to to E r r Qi ai � of r r r Qi O Qi WIRE SPADING_____________________________________________ 4.0 INCHES (100 mm) MAX MINIMUM REINFORCING INSIDE FACE SLABS AND SIDE WALLS, OUTSIDE FACE SIDE WALLS AND CORNERS OF SLABS______________________________________________ 0.002 x GROSS AREA STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN ® STRUCTURE EXCAVATION 390-1 ® STRUCTURE BACKFILL ...,..rte REINFORCED CONCRETE BOX 95% RELATIVE COMPACTION SHEET 15 OF 42 _.✓'Q�pFESS/ N0. 67512 o% EXPIRATION � .�` 6-30-2019 �. ..CIVIL LEGEND PLAN 390-1 ® STRUCTURE EXCAVATION ® LEVELING BED MATERIAL ® STRUCTURE BACKFILL ROADWAY STRUCTURAL SECTION 95% RELATIVE COMPACTION ® ROADWAY EMBANKMENT ORIGINAL GROUND ':•�•.': SLURRY CEMENT BACKFILL PLOWABLE FILL GROUT (SEE TYPICAL SECTION ON SHEET 6) TYPICAL NOTES: 1. SLOPE OR SHORE EXCAVATION SIDES AS DETERMINED BY THE ENGINEER 2. DIMENSIONS SHOWN ARE MINIMUM. 24" 600 mm 3. CONSTRUCTION OF ROADWAY STRUCTURAL SECTION SHALL NOT DISTURB THE SEALING BAND INSTALLATION. OG =ORIGINAL GROUND GP =GROUND PROFILEOG 24" 600 mm EXCAVATION IN TRENCH 24" 600 mm BACKFILL GP \ \ E E 0 o E 24" (600 mm) -1 -I- E J 1,.24" (600 mm) ^ 24" (600 mm) _ 0 STANDARD STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION PLAN 390-1 - REINFORCED CONCRETE BOX . .._ ...=� REINFORCED CONCRETE BOX SHEET 7 OF 42Lu SHEET28 OF 42 24" 600 mm � V) o EXCAVATION IN EMBANKMENT BACKFILL � FILL HEIGHT GREATER THAN 24" (500 mm) s EXCAVATION AND BACKFILL DETAILS 1 to of O � W J 0 0 _ z m � a wEd E � Ld o m Z Q W J a' � w M �O H x Ld w � w Z x Y U Z o_ � m w � z a � z O `� � Q z O = N U Z z w � � Q o x m e E O 00 00 04 E n_ O 004 E a E wOf O � 04 Of x Li Of o > O U U = J � W < F- Of PLAN 390-1 - REINFORCED CONCRETE BOX . .._ ...=� REINFORCED CONCRETE BOX SHEET 7 OF 42Lu 0-0 WORKS CONSTRUCTION STANDARD PLAN . .._ ...=� REINFORCED CONCRETE BOX .390-1 SHEET28 OF 42 V) h p � �f? 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M N M M �t cfl - M N N M d- c0 Q� h O O CO O O O ~ O O O O O O h O O O O O O � Q x x x �t cD O O c0 �} N in N O O N o0 c0 c0 O O O O cfl N co co c� c� r c� O co ca O O � O O O c� c� h r x d- i'7 � d" (D h x d' � M �F t1•) Cp x M M M t� � I.f) Q O N N N 9� O �N O N N � � � � � � � � � 0 0 0 ® ® o o ® o d o 0 0 0 ® o L,� ^ � o 0 0 0 ^ cr? 0 0 0 0 �..� � 0 0 0 0 ,,� N O O O O tt? N O O O O tt') N O O O O p /'� r tt� o tt7 O to r (n o tC) O tt7 r `(� O tf7 o tt� U E � P7 d- C� h � r r� � CD h � r M d- t� h � X = W O � O � O � O to I.t_ � th t[') � � N N M to r r N N N} tf') r a- N N V) O � � � N N O �f? � � h p �C? O O O LJ,--, N r N r o h h h r r o h h h p p h � � � = E r r rn ao 0o ao r r rn oo ao 0o r r a� rn rn rn � z � +ra � o � in �n ►n �n cs� � � � � o rn m m o0 � d' M M t+7 ►°7 � � M M � M M � th N'S co ca c� CD It � tet• ca co c® e� c� co O O O o 0 0 a� rn �n � o� o rn � rn rn c� ccs co cn cn to � ..e v v a✓ �.r ....s �.s `.. v ee a✓ v ..s �..s v u u v � d' � d' d' N N � � ch d' d- d- h h h h h h � � o 0 o c5 e o � o c� o ci o o o 0 0 o c5 0 z^ � � O O tet' Q•- r r 00 O M cp N h7 tf? O et- N •- M i� tf? W � Ltd ff') � to CO p tf} co to r O P7 CO U C14- r �•`� CD h r r r r h CO h r r r h (p � �, M N M � � M M � � x N N M � �� ® dam- O M tS�3 d0-- cep o® d o 0 0 0 0 0 0 0 a o o� a o o d o 0 � r-, X w � rn W\ x O N CO Cfl h l() x r tt7 CO CO h �(} x d- N f� h CA ^ N �N N O O O CO to d- p O tet' d' co t[) d' p O r O 00 h 00 r � Z Cfl 'd' � CO OQ s-- h � d- Cfl 00 r CO �• � CO 00 r Q � Q � M O O O � In r N r O O � O O M N N 1� zw v I.f) �../ M N N M d' Ln -/ N r N P7 � In <(� O C7 O O O O O O O O CO O � O O O O O � Q CO c0 f� r CO Cfl aQ M O O CQ C� C� O C� OO O N N N M � CO Q� O � N N � M O O O cS? c0 r7 O c0 O h c� N r M N N M d' to 1� N N N M � to M d' Ln h O Q d- � O � N N t© �- r r r r N N N � N r r 14- v~i O O O O O O O O O O O O O O O O O O O o 0 0 ^ ,� 0 0 0 0 ^ ,� 0 0 0 0 � N O O O O �.C� N O O O O U-) N O O O O In O to O tf7 r Lf) O i.n O to r � M � � � U E S O r M d- tD h O r t� to h O r 0-0 WORKS CONSTRUCTION STANDARD PLAN . .._ ...=� REINFORCED CONCRETE BOX .390-1 SHEET28 OF 42 V) h p � �f? O O p h to O O O O p h � O O W r. p p h h l[) to M p h to tf) tf? M P7 p h to to E r r Qi ai � of r r r Qi O Qi � Z E M O O 07 0o ao N M rn 00 DO 00 N N M O 00 00 r7 r� r7 M to d- M M r7 r7 t!? � tet• r7 r7 M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD cQ ca cfl c� cfl c� c� ca co m ca c� c� c� cfl co ca d' r7 r7 M M M M M � r7 M r7 ►'7 M M M � M M .,. h h h h h h .-. h a C r r r r r r C r r r r r r C r r r r r r � E O O O O O O E O O CO O O O E O O O O O O z^ � � � p j � O ^ ^ O to tet- ^ 00 P� d' h � tD N � Cfl � N r � '0- h � I^� O N co � W\ N _ � 0�0 d' ap U �''� x CO CO CO x h h p0 X Q O M r O � a) to O co to N O M O O O h M OO d' O Ll- � O r7 M N7 tf? CD Op O M M �f' tf•) h 00 O d' r7 d' Iti h 00 w� � �` x x x ^ .� ^ N N p O tp O h to N p N 00 t� I'7 � h p � O N .14- � O D' Z 0 O O O N h O N p c0 O 00 00 O N O O N h O O N N (n M N tf) N h 00 t0 d' h h O O Op to h 00 O r M N N M � tC) .. M N M M �t cfl - M N N M d- c0 Q� h O O CO O O O ~ O O O O O O h O O O O O O � Q x x x �t cD O O c0 �} N in N O O N o0 c0 c0 O O O O cfl N co co c� c� r c� O co ca O O � O O O c� c� h r x d- i'7 � d" (D h x d' � M �F t1•) Cp x M M M t� � I.f) Q O N N N 9� O �N O N N � � � � � � � � � 0 0 0 ® ® o o ® o d o 0 0 0 ® o L,� ^ � o 0 0 0 ^ cr? 0 0 0 0 �..� � 0 0 0 0 ,,� N O O O O tt? N O O O O tt') N O O O O p /'� r tt� o tt7 O to r (n o tC) O tt7 r `(� O tf7 o tt� U E � P7 d- C� h � r r� � CD h � r M d- t� h � X = W O � O � O � O to I.t_ � th t[') � � N N M to r r N N N} tf') r a- N N V) O � � � N N O �f? � � h p �C? O O O LJ,--, N r N r o h h h r r o h h h p p h � � � = E r r rn ao 0o ao r r rn oo ao 0o r r a� rn rn rn � z � +ra � o � in �n ►n �n cs� � � � � o rn m m o0 � d' M M t+7 ►°7 � � M M � M M � th N'S co ca c� CD It � tet• ca co c® e� c� co O O O o 0 0 a� rn �n � o� o rn � rn rn c� ccs co cn cn to � ..e v v a✓ �.r ....s �.s `.. v ee a✓ v ..s �..s v u u v � d' � d' d' N N � � ch d' d- d- h h h h h h � � o 0 o c5 e o � o c� o ci o o o 0 0 o c5 0 z^ � � O O tet' Q•- r r 00 O M cp N h7 tf? O et- N •- M i� tf? W � Ltd ff') � to CO p tf} co to r O P7 CO U C14- r �•`� CD h r r r r h CO h r r r h (p � �, M N M � � M M � � x N N M � �� ® dam- O M tS�3 d0-- cep o® d o 0 0 0 0 0 0 0 a o o� a o o d o 0 � r-, X w � rn W\ x O N CO Cfl h l() x r tt7 CO CO h �(} x d- N f� h CA ^ N �N N O O O CO to d- p O tet' d' co t[) d' p O r O 00 h 00 r � Z Cfl 'd' � CO OQ s-- h � d- Cfl 00 r CO �• � CO 00 r Q � Q � M O O O � In r N r O O � O O M N N 1� zw v I.f) �../ M N N M d' Ln -/ N r N P7 � In <(� O C7 O O O O O O O O CO O � O O O O O � Q CO c0 f� r CO Cfl aQ M O O CQ C� C� O C� OO O N N N M � CO Q� O � N N � M O O O cS? c0 r7 O c0 O h c� N r M N N M d' to 1� N N N M � to M d' Ln h O Q d- � O � N N t© �- r r r r N N N � N r r 14- O O O O O O O O O O O O O O O O O O O o 0 0 ^ ,� 0 0 0 0 ^ ,� 0 0 0 0 � N O O O O �.C� N O O O O U-) N O O O O In O to O tf7 r Lf) O i.n O to r � M � � � U E S O r M d- tD h O r t� to h O r x � pN 'rn pN pN � M � � � N M to � N Pr? � � � N a STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION STANDARD PLAN . .._ ...=� REINFORCED CONCRETE BOX .390-1 SHEET28 OF 42 ELPC17-00045 f TPM#17-001 /DRP#17-004 CITY OF FONTANI E3 3 7 00 Urn" N DFu0--"u)A0H UMP"' -'CO) W r N r H 7 L`f-`;)LAHN�B A, CALIFORNIAI -Z-ULARS I Hutt-Zoilars, Inc. Ontario DRAWN BY: PARCEL MAP 19834 SCALE: 3990 CONCOURS, #330 *ONTARIO, CALIFORNIA 91761 * (909) 941-7799 R. P. AS SHOWN DESIGNED BY:, STANDARD C�ETAILS DATE: PREPA D UNDER THE SUPERVISION OF: JOHNNY MURAD R. P. _ s 06/2018 ' a CHECKED BY: APP OVED DWG. NO.: � /000 67512.. 6-30-19 Cao-?-�•!8 - �A I 7. 3 " J. m.. 5716 R.C.E. � EXPIRES DATE C ENGINEER R.C.E. 51152 DATE: 5