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HomeMy WebLinkAbout1.4-6419 Ph 4 RevisionBENCHMARK ® TOP OF CONCRETE MONUMENT AT THE INTERSECTION OF SNOW ROAD AND QUAIL CREEK ROAD, ALSO THE NORTH 1/4 CORNER OF SECTION 8 29/27 ELEVATION = 401.06' U.S.G.S. DATUM PER K.C.S.FB. 1152, PG. 22 AND TR. 5909 STREET PLANS LEGAL DESCRIPTION ALL OF LOTS 21, 22, 23, AND 24 IN SECTION 5, TOWNSHIP 29 SOUTH, RANGE 27 EAST, MOUNT DIABLO BASE & MERIDIAN, UNINCORPORATED AREA OF THE COUNTY OF KERN, STATE OF CALIFORNIA, ACCORDING TO THE SALES MAP OF LANDS OF KERN COUNTY LAND COMPANY, FILED 2, 1894 IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY. BASIS OF BEARING THE BEARING OF NOO'52'25.7"E SHOWN FOR THE WEST LINE OF THE SOUTHWEST 1/4 OF SECTION 5, TOWNSHIP 29 SOUTH, RANGE 27 EAST, MOUNT DIABLO BASE & MERIDIAN, IN THE CITY OF BAKERSFIELD, COUNTY OF KERN, STATE OF CALIFORNIA AS SHOWN ON THE SURVEY INVESTIGATION MAP 7-1, BOOK 6, PAGE 50, WAS USED AS THE BASIS OF BEARINGS SHOWN ON THIS MAP. ENGINEER'S STATEMENT THESE PLANS AND SPECIFICATIONS WERE PREPARED BY ME OR UNDER MY DIRECTION AND, TO THE BEST OF MY KNOWLEDGE AND BELIEF, COMPLY WITH THE CITY OF BAKERSFIELD ORDINANCES, STANDARDS AND DESIGN CRITERIA AND THEY INCLUDE ALL IMPROVEMENT REQUIREMENTS OF THE ADVISORY AGENCY OR OTHER REVIEW BOARD. ANY ERRORS, OMISSIONS OR VIOLATIONS OF THOSE ORDINANCES, STANDARDS, AND DESIGN CRITERIA ENCOUNTERED DURING CONSTRUCTION SHALL BE CORRECTED AND SUCH CORRECTIONS REFLECTED ON CORRECTED PLANS SUBMITTED TO THE CITY ENGINEER. NOTE TO OWNER AND CONTRACTOR THIS PLAN HAS BEEN PREPARED WITH THE INTENT THAT QUAD KNOPF WILL BE PERFORMING THE CONSTRUCTION STAKING FOR THE COMPLETE PROJECT. IF, HOWEVER ANOTHER ENGINEERING AND/OR SURVEYING FIRM SHOULD BE EMPLOYED TO USE THESE PLANS FOR THE PURPOSE OF CONSTRUCTION STAKING, NOTICE IS HEREBY GIVEN THAT THE FIRM OF QUAD KNOPF, INC. WILL NOT ASSUME ANY RESPONSIBILITY FOR ERRORS OR OMISSIONS, IF ANY, WHICH MIGHT OCCUR AND WHICH COULD HAVE BEEN AVOIDED, CORRECTED OR MITIGATED IF QUAD KNOPF HAD PERFORMED THE STAKING WORK. PRIVATE ENGINEERS NOTICE TO CONTRACTORS THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITY PIPES OR STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF THE AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN AND ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE DRAWINGS. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF ANY SUCH INFORMATION OR DATA. UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO WORKING DAYS PRIOR TO CONSTRUCTION 1-800-227-2600 i CITY OF BAKERSFIELD TRACT 6419 PHASE 4 BLOCK WALL PLANS REVISION APPROVO) EM JIM S. WILLIAMS R.C.E. 75489 ENGINEER IflSS�" A REVISION TO WALL PROFILES B4SE0 ON CERTIFIED PAD GRADES. REVISION TO LENGTH OF WALLS ON LA CALA. SHEET INDEX 1 - COVER SHEET " 2 - GENERAL NOTES 3 - ETCHART ROAD 4 - ETCHART ROAD 5 - LA CALLA WAY 6 - QUAIL CREEK ROAD 7 - STRUCTURAL DETAILS KEY MAP SCALE1"=200' PUBLIC WALLS: 1,999 LF CHAIN LINK FENCE: 380 LF NOTE: ALL FOOTINGS ENCROACHING ONTO PRIVATE PROPERTY WILL BE INCLUDED IN A WALL FOOTING EASEMENT DEDICATED TO THE CITY OF BAKERSFIELD AS RECORDED ON THE FINAL MAP. BEFORE EXCAVATING CALL 8USA 11 CIN OF BAKERSFIELD A -L-- . - 7/31/19 TRAFFIC ENGINEER DATE ASSISTANT PUBLIC WORKS DIRECTOR DATE CITY OF BAKERSFIELD STUART PATTESON, R.C.E. 44898 APPROVED BY: 9y j p PUBLIC WORKS DIRECTOR - CITY OF BAKERSFIELD DATE NICOLAS FIDLER, R.C.E. 51069 VICINITY MAP NOT TO SCALE LEGEND CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH THE GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR. WILL BE REQUIRED TO ASSUME THE 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 BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES 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, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. UNAUTHORIZED CHANGES AND USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. WALL — — — — SHEET LAYOUT PHASE LINE — -- — - - — LANDSCAPE GRADE -------------- ACCESS ROAD GRADE ------ FLOWLINE - - PILASTER aa� CHAIN LINK FENCE ' CIL CENTERLINE N P/L PROPERTY LINE FG FINISH GRADE HP HINGE POINT TW TOP OF WALL BCR BEGIN CURB RETURN FOR END CURB RETURN PRC POINT OF REVERSE CURVE TC TOP OF CURB FL FLOWLINE BC BEGIN CURVE EC END CURVE LS LANDSCAPE INC FENCE R/W RIGHT OF WAY CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH THE GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR. WILL BE REQUIRED TO ASSUME THE 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 BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES 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, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. UNAUTHORIZED CHANGES AND USES: THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. CL v J o o � cl)Z CID aa� p w z LV = 0 d <2 c/) 0 0 m ?�� ~ W �z� O N p h V1 HIn0, 4-- Q k 010 �� 4 cu > N � z a o 3 >� W � U O O J - a m A 0 CL v J o o � cl)Z CID aa� p w � � o LV = 0 d <2 c/) m > ui 0 m ?�� ~ W �z� O N p go> V1 HIn0, 4-- Q 010 �� cu > a � z a o CL v J W y cl)Z CID aa� p w LV = J W <2 c/) m > ui 0 m ?�� ~ W �z� O N p go> V1 HIn0, PLOT DATE: Jul 31, 2019 JOB NO.: 140238 FILE NAME: 140238 -01 -COV -WALL SCALE: AS SHOWN HSEE NO.: 1 OF 7 I _ _ - GENERAL NOTES BLOCK TYPE: MORTARED 8'"X8"X16'" CONCRETE BLOCK WALL: HEIGHT VARIES (SEE PLANS) COLOR: TO BE DETERMINED PATTERN: RUNNING BOND CAP: GROUTED DESIGN WIND: 85 MPH 1. PRIOR TO THE START OF ANY PHASE OF CONSTRUCTION THE CITY CONSTRUCTION INSPECTION DEPARTMENT AND PARKS DEPARTMENT SHALL BE GIVEN 24 HOURS NOTICE. CITY CONSTRUCTION INSPECTION DEPARTMENT: 326-3049 PARKS DEPARTMENT: .326-3117 2. COMPACTION TESTING SHALL BE THE RESPONSIBILITY OF THE DEVELOPER/SUBDIVIDER/CONTRACTOR. THE NUMBER AND LOCATION OF REQUIRED TEST SHALL BE DETERMINED BY THE CITY ENGINEER. 3. AN OPEN STREET PERMIT SHALL BE OBTAINED FROM THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT FOR ANY WORK PERFORMED WITHIN EXISTING ACCEPTED STREET RIGHT OF WAY. UNLESS SECURED BY A SUBDIVISION AGREEMENT, A DEPOSIT BASED ON AN APPROVED ENGINEER'S ESTIMATE FOR THE WORK PERFORMED WITHIN THE RIGHT OF WAY AND INSURANCE SHALL BE POSTED PRIOR TO ISSUANCE OF THE PERMIT. 4. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS BEFORE START OF CONSTRUCTION. A CITY ENCROACHMENT PERMIT SHALL BE OBTAINED FROM THE OFFICE OF THE CITY ENGINEER FOR ALL WORK TO BE PERFORMED IN THE CITY RIGHT-OF-WAY. 5. THE LOCATIONS OF EXISTING UTILITIES AND UNDERGROUND PIPELINES SHOWN ON THESE PLANS ARE LIMITED TO INFORMATION AVAILABLE AND ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES AND UNDERGROUND PIPELINES BEFORE COMMENCING WORK. CONTRACTOR ASSUMES ALL LIABILITY FOR ANY AND ALL DAMAGES TO EXISTING UTILITIES OCCASIONED BY HIS FAILURE TO EXACTLY LOCATE, PRESERVE, AND PROTECT ANY AND ALL UNDERGROUND UTILITIES AND PIPELINES. 6. ANY TRENCHING CONDUCTED WITHIN THIS PROJECT SHALL BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE CITY STANDARDS. 7. THE CONTRACTOR SHALL REMOVE AND/OR RELOCATE ALL OBSTRUCTIONS WITHIN THE STREET RIGHT-OF-WAY AS DIRECTED BY THE CITY ENGINEER. 8. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS; THAT THE CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER, ENGINEER, AND THE CITY OF BAKERSFIELD HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING THE LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNER/ENGINEER/CITY OF BAKERSFIELD. 9. ALL CONSTRUCTION WORK SHALL BE PERFORMED IN ACCORDANCE WITH CITY OF BAKERSFIELD STANDARDS, THE STATE OF CALIFORNIA, DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS, THE RECOMMENDATIONS CONTAINED IN THE PRELIMINARY SOILS REPORT FOR THE DEVELOPMENT BY KRAZAN & ASSOCIATES, INC DATED FEBRUARY 20, 2019 (PROJECT No. 022-13166) AS WELL AS APPENDIX J OF THE CURRENT CALIFORNIA BUILDING CODE, AND AS DIRECTED BY THE CITY ENGINEER. 10, ALL EXISTING IMPROVEMENTS THAT ARE REMOVED, DAMAGED, OR UNDERCUT SHALL BE REPAIRED OR REPLACED AS DIRECTED BY THE CITY ENGINEER, AT THE CONTRACTOR'S EXPENSE. 11. THE OFFICE OF THE CITY ENGINEER SHALL BE NOTIFIED 24 HOURS IN ADVANCE OF THE PLACEMENT OF ANY FILL MATERIAL. 12. FILL MATERIAL SHALL BE SUBJECT TO THE APPROVAL OF THE SOILS ENGINEER. 14, ALL FILL MATERIAL SHALL BE MOISTURE CONDITIONED TO AT LEAST 2% ABOVE OPTIMUM MOISTURE AND COMPACTED TO 90% RELATIVE DENSITY, AS DETERMINED BY TEST METHODS REFERENCED IN THE 2013 CALIFORNIA BUILDING CODE APPENDIX J, AND SO CERTIFIED BY TESTS AND REPORT FROM THE SOILS ENGINEER. 15. CONTRACTOR SHALL BE IN CONFORMANCE WITH THE SJVAPCD AIR QUALITY STANDARDS AND MITIGATION MEASURES 16. ALL CONSTRUCTION EQUIPMENT SHALL BE PROPERLY AND ROUTINELY MAINTAINED, AS RECOMMENDED BY MANUFACTURER MANUALS, TO CONTROL EXHAUST EMISSIONS. 17. CONSTRUCTION EQUIPMENT SHALL BE SHUT DOWN WHEN NOT IN USE FOR EXTENDED PERIODS OF TIME TO REDUCE EMISSIONS ASSOCIATED WITH IDLING ENGINES. 18. ELECTRIC CONSTRUCTION EQUIPMENT SHOULD BE USED WHENEVER POSSIBLE IN LIEU OF FOSSIL FUEL -FIRED EQUIPMENT. 19. DUST CONTROL IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PREVENT A DUST NUISANCE ORIGINATING FROM THE SITE OF WORK AS A -RESULT OF HIS OPERATIONS DURING THE EFFECTIVE PERIOD OF THIS CONTRACT. PREVENTATIVE MEASURES TO BE TAKEN BY THE CONTRACTOR SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING; A) OBTAIN AN APPROVED DUST CONTROL PLAN FROM THE SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT. B) WATER SHALL BE APPLIED TO ALL UNPAVED AREAS AS REQUIRED TO PREVENT THE SURFACES FROM BECOMING -DRY ENOUGH TO PERMIT DUST FORMATION. C) PAVED SURFACES OVER WHICH VEHICULAR TRAFFIC IS PERMITTED TO TRAVEL SHALL BE KEPT FREE OF DIRT. D) WHEN MATERIALS ARE TRANSPORTED OFF SITE, ALL MATERIAL SHALL BE COVERED OR EFFECTIVELY WETTED TO LIMIT VISIBLE DUST EMISSIONS, AND AT LEAST SIX INCHES OF FREEBOARD SPACE FROM THE TOP OF THE CONTAINER SHALL BE MAINTAINED. 17. ALL OPERATIONS SHALL LIMIT OR EXPEDITIOUSLY REMOVE THE ACCUMULATION OF MUD OR DIRT FROM ADJACENT PUBLIC STREETS AT THE END OF EACH WORKDAY. (THE USE OF DRY ROTARY BRUSHES IS EXPRESSLY PROHIBITED EXCEPT WHERE PRECEDED OR ACCOMPANIED BY SUFFICIENT WETTING TO LIMIT THE VISIBLE DUST EMISSIONS. USE OF BLOWER DEVICES IS EXPRESSLY FORBIDDEN). 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE WORK PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND IN CONFORMANCE WITH THE PROVISIONS OF THE CALIFORNIA BUILDING CODE. 19, ALL CONSTRUCTION PERSONNEL SHALL BE TRAINED IN SENSITIVE SPECIES IDENTIFICATION AND AVOIDANCE TECHNIQUES AND BE INSTRUCTED TO BE ON THE LOOKOUT FOR KIT FOX SIGNS DURING EARTH DISTURBANCE PHASES OF CONSTRUCTION. ANY EVIDENCE OF SUCH SIGNS SHOULD BE AVOIDED AND REPORTED TO THE REVIEWING AGENCIES FOR RESOLUTION, COMPLETE BIOLOGICAL CLEARANCE SURVEY SHALL BE PERFORMED AS REQUIRED BY CITY ORDINANCE. 20. THIS PROJECT IS SUBJECT TO THE PROVISIONS OF THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES), A "NOTICE OF INTENT" (N01) TO COMPLY WITH THE TERMS OF THE GENERAL PERMIT TO DISCHARGE STORM WATER ASSOCIATED WITH CONSTRUCTION ACTIVITY (ORDER NO. 2009-009-DWQ, AND AMENDED BY 2010-0014-DWQ) MUST BE FILED WITH STATE WATER RESOURCES CONTROL BOARD IN SACRAMENTO BEFORE THE BEGINNING OF ANY CONSTRUCTION ACTIVITY. COMPLIANCE WITH THE GENERAL PERMIT REQUIRES THAT A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) BE PREPARED, CONTINUOUSLY CARRIED OUT, AND ALWAYS BE AVAILABLE FOR PUBLIC INSPECTION DURING NORMAL CONSTRUCTION HOURS. 21. AT THE INITIAL CONSTRUCTION MEETING PRIOR TO GRADING ACTIVITIES, ALL CONSTRUCTION WORKERS MUST BE INFORMED OF THE SYMPTOMS OF VALLEY FEVER. 22. ALL STATIONING IS BASED ON STREET CENTERLINE UNLESS OTHERWISE NOTED. ALL WALL OFFSETS ARE TO THE LOT FACE OF WALL, UNLESS OTHERWISE NOTED. 23. HEIGHT OF WALL SHALL BE 6'-0" MIN. MEASURED FROM THE HIGH GRADE SIDE OF THE WALL. 24. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEARING AND GRADING THE AREA ALONG THE WALL LINE. 25. SITE PREPARATION SHALL CONFORM WITH THE APPROVED GRADING PLANS AS WELL AS THE GRADES SHOWN ON THESE PLANS. AFTER THE SITE HAS BEEN STRIPPED, AND PRIOR TO PLACING ENGINEERED FILL, THE EXPOSED EXISTING GROUND SHOULD BE COMPACTED. THE DEPTH OF COMPACTION SHALL BE A MINIMUM OF TWO(2) FEET UNLESS OTHERWISE DIRECTED BY THE GEOTECHNICAL ENGINEER OR HIS REPRESENTATIVE IN THE FIELD AND SHALL BE BASED ON HIS REVIEW OF SOILS EXPOSED AT THE EXCAVATION BOTTOMS. IN AREAS OF THE SITE WHERE CUTS EXCEED TWO (2) FEET BELOW EXISTING GROUND, COMPACTION OF THE NEAR SURFACE SOILS SHALL CONSIST OF THE TOP ONE (1) FOOT OF EXPOSED SOIL. 26. WATER PROOF SURFACE SHALL BE APPLIED PER C.B.C. CURRENT EDITION. COAT ONLY THAT PORTION BELOW GRADE DOWN TO FOOTING. ALL OTHER SURFACES ABOVE THE FOOTING SHALL BE SEALED WITH A CLEAR WATER SEAL SUCH AS 'AQUA -SEAL', OR APPROVED EQUAL. CONTRACTOR SHALL SUBMIT SEALANT TO BE USED TO ENGINEER ONE (1) WEEK PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOT PROCEED WITH CONSTRUCTION UNTIL SUBMITTAL IS APPROVED BY THE ENGINEER. 27. BLOCKS AND BRICKS SHALL BE SET ON GRADE, TRUE, PLUMB, AND STRAIGHT. CURVES SHALL BE LAID OUT ON NO GREATER THAN 8 FOOT CHORDS. HORIZONTAL MORTAR COURSES ON BLOCK SHALL BE 1/2 INCH, +/-1/8 INCH. ALL REINFORCING STEEL SHALL BE TIED FIRMLY IN PLACE PRIOR TO PLACEMENT OF BLOCK. OPEN END BLOCK WILL BE ALLOWED IN GROUTED CELLS ONLY. NO BROKEN BLOCK WILL BE ALLOWED. ALL CONSTRUCTION OF NON -MODULAR PIECES SHALL BE DONE WITH SAWCUTS. REINFORCING STEEL SPLICES SHALL BE IN COMPLIANCE WITH C.B.0 CURRENT EDITION AND THESE PLANS. 28. BLOCK COLOR SHALL BE UNIFORM IN TEXTURE AND COLOR PER LAYOUT ON THESE PLANS. 29. ALL PROPER SAFETY PRECAUTIONS, INCLUDING SHORING AND BRACING OF WALL SHALL BE PROVIDED BY THE CONTRACTOR, ESPECIALLY IN THE EVENT THAT FULL HEIGHT GROUTING METHOD IS USED. 30. FOOTINGS SHALL NOT EXCEED THE WIDTH SHOWN ON THE PLANS BY. MORE THAN 2 INCHES. ANY FORM WORK NECESSARY TO MAINTAIN THIS FOOTING WIDTH SHALL EXTEND BELOW THE FINISHED TOP OF GRADE AT LEAST 16 INCHES OR THE DEPTH OF THE FOOTING, WHICHEVER IS LESS. 31. QUAD KNOPF, INC. SHALL NOT BE RESPONSIBLE OR LIABLE FOR UNAUTHORIZED CHANGES TO, OR USES OF THESE PLANS. ALL CHANGES TO THESE PLANS MUST BE APPROVED IN WRITING BY QUAD KNOPF, INC. . 32. CONTRACTOR SHALL NOTIFY QUAD KNOPF, INC. , OF ANY AND ALL CONFLICTS BETWEEN CONTRACT DRAWINGS AND ACTUAL SITE CONDITIONS PRIOR TO COMMENCING ANY WORK IN QUESTION. 33. RETAINING WALLS SHALL BE BACKFILLED WITH FREE -DRAINING SOIL CONSISTING OF CLEAN SAND OR SILTY SAND WITH LESS THAN 107 PASSING THE J200 US STANDARD SIEVE. ALL BACKFILL SHALL BE COMPACTED TO 90% OF THE DENSITY STANDARD REFERENCED ABOVE. 34. CONTRACTOR SHALL PRESERVE ALL CONSTRUCTION SURVEY STAKES AND PROPERTY LINE MARKERS WHEN REASONABLY POSSIBLE. ANY STAKES OR MARKERS REQUIRING REPLACEMENT BY THE DEVELOPER'S ENGINEER SHALL BE DONE AS "EXTRA WORK". 35. CONTRACTOR SHALL NOTIFY QUAD KNOPF, INC. , A MINIMUM OF 3 WORKING DAYS PRIOR TO COMMENCEMENT OF WORK REQUIRING STAKING FOR PROPER SCHEDULING. 36. NO PUBLIC WORKS INSPECTIONS WILL BE GIVEN FOR THE WORK IN THE UNDEDICATED ROADWAYS IN THIS PROPERTY UNTIL A SUBDIVISION PERMIT HAS BEEN OBTAINED. 37. UNDERGROUND SERVICE ALERT SHALL BE CONTACTED TWO (2) WORKING DAYS PRIOR TO CONSTRUCTION. (811) 38. ANY ITEMS IN PUBLIC RIGHT-OF-WAY THAT ARE DAMAGED OR DO NOT MEET CURRENT STANDARDS SET BY PUBLIC WORKS WILL REQUIRE REPAIRING AND/OR UPGRADING AS PER CITY ENGINEER. 39. MAXIMUM SLOPE RATIO FROM BACK OF SIDEWALK TO FACE OF WALL -0R STRUCTURE SHALL BE 4:1, EXCEPT FOR TWO FEET BEHIND THE SIDEWALK WHERE THE MAXIMUM SLOPE SHALL BE 2%. ALTERNATIVELY, THE CITY ENGINEER MAY APPROVE CURBING BEHIND THE SIDEWALK OR OTHER METHOD TO PREVENT EROSION ONTO THE SIDEWALK. 40. BLOCK WALL COLORS MUST BE APPROVED BY CITY OF BAKERSFIELD .RECREATION AND PARKS (FIDEL GONZALEZ) PRIOR TO CONSTRUCTION. GENERAL STRUCTURAL NOTES 1. DESIGN IS PER C.B.C. CURRENT EDITION AND CITY OF BAKERSFIELD REQUIREMENTS. MASONRY f"m=1,500 PSI (SPECIAL INSPECTION REQUIRED). 2. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60. A. REINFORCEMENT SPLICES SHALL BE AS SHOWN ON DRAWINGS AND SHALL BE 72 BAR DIAMETERS MINIMUM UNLESS NOTED OTHERWISE. STAGGER ALL ADJACENT HORIZONTAL SPLICE POINTS 6 FEET MINIMUM. ALL LAP SPLICES SHALL BE WIRE TIED BOTH ENDS. ALL REINFORCING SHALL BE SECURELY HELD IN THE PROPER PLACE, BEFORE AND DURING GROUTING. 3, FOUNDATION CONCRETE SHALL ATTAIN A 28 DAY COMPRESSIVE STRENGTH OF 2,500 P.S.I. 0 28 DAYS. DESIGN BASED ON 2,500 P.S.I. (SPECIAL INSPECTION NOT REQUIRED) 4. CONTRACTOR SHALL OVEREXCAVATE A MINIMUM OF 1 -FOOT BELOW THE FOOTING AND BACKFILL AND COMPACT TO 907 RELATIVE COMPACTION OR PER THE PROJECT SOILS REPORT, DATED MAY 16, 2014 BY CTL -SEES, WHICHEVER IS GREATER. ALL SOILS TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND .SHALL COMPLY WITH THE CITY OF BAKERSFIELD PUBLIC WORKS DEPARTMENT AND BUILDING DEPARTMENTS, CONTRACTOR SHALL NOT POUR THE FOOTING UNTIL ALL COMPACTION TESTING HAS BEEN APPROVED BY THE CITY OF BAKERSFIELD PUBLIC WORKS AND BUILDING INSPECTORS. 5. CLEAR SPACING FOR REINFORCING SHALL BE 3" UNLESS OTHERWISE STATED ON THESE PLANS. E CONCRETE MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS LISTED IN THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE. A. GROUT SHALL ATTAIN A MIN. 28 DAY COMPRESSIVE STRENGTH OF 3,000 RSI. AND COMPLY WITH ASTM C476. B. MORTAR SHALL CONFORM TO C.B.C. AND ASTM C270 TYPE S. MIN. 28 DAY COMP. STRENGTH SHALL BE 1,800 P.S.I., MIN. C. ALL MASONRY UNITS SHALL BE ASTM C90 GRADE N (1 OR II), AND SHALL BE MADE WITH LIGHTWEIGHT AGGREGATE. MASONRY f'm=1,500 PSI MIN. UNLESS OTHERWISE NOTED ON THE PLANS. D. TYPE If MASONRY UNITS, IF USED, SHALL NOT BE MOIST, AND SHALL BE AGED SUFFICIENTLY TO ACHIEVE CLIMATIC BALANCE. E. SET ALL MASONRY UNITS PLUMB, TRUE TO LINE, AND LEVEL. UNLESS OTHERWISE NOTED ON THE DRAWINGS. LAY UNITS IN FULL HEAD AND BED JOINTS OF 3/g" THICKNESS. STRIKE OFF EXCESS MORTAR FLUSH WITH FACE. FOR ALL EXPOSED JOINTS, WHEN THUMBPRINT HARD, TOOL TO OBTAIN A DENSE, UNIFORM CONCAVE JOINT. CLEAN MORTAR FINS PROJECTING MORE THAN ONE-HALF INCH FROM INSIDE CORES, AND REMOVE DROPPINGS FROM BOTTOM OF CELLS PRIOR TO GROUTING. F. GROUT WALLS ONLY AFTER MORTAR HAS CURED 24 HOURS. WALLS SHALL BE GROUTED IN 4'-0" MAXIMUM VERTICAL LIFTS. ALL WALLS SHALL BE GROUTED. SOLID (FILL ALL CELLS SOLIDLY) U.N.O. ON DRAWINGS. G. ALL GROUT SHALL BE VIBRATED INTO PLACE WITH A PENCIL TIP VIBRATOR. - H. KEY GROUT POURS BY HOLDING TOP OF GROUT 1Y2" BELOW TOP OF BLOCK. DO NOT STOP GROUT LIFT AT REINFORCED BOND BEAMS. 7. EXPANSION JOINTS SHALL BE CONSTRUCTED IN EACH PILASTER IN ALL WALLS AND MAXIMUM DISTANCE BETWEEN EXPANSION JOINTS OF 60' IN WALLS WITHOUT PILASTER. :EXPANSION JOINTS SHALL BE FREE OF ALL MORTAR AND GROUT FROM TOP OF FOOTING TO TOP OF WALL. 8. COMPACT BACKFILL TO 90% RELATIVE COMPACTION OR GEOTECHNICAL ENGINEER'S RECOMMENDATION, WHICHEVER IS GREATER. HAND COMPACT BACKFILL IN MAX. 1' LIFTS A DISTANCE EQUAL TO RETAINED HEIGHT BACK FROM FACE OF WALL. RETAINED UNDISTURBED NATIVE SOILS NEED NOT BE COMPACTED. 9. WHERE RETAINED GRADE IS 2 -FEET OR GREATER, CONTRACTOR SHALL PROVIDE 12" WIDE DRAIN ROCK WRAPPED IN A WOVEN FILTER FABRIC FOR WEEP HOLES AS INDICATED ON THESE PLANS. TOP OF DRAIN ROCK SHALL BE A MIN. OF 12 -INCHES BELOW FINISHED GRADE. FILTER FABRIC SHALL BE SUBMITTED TO AND APPROVED BY THE CITY ENGINEER PRIOR TO CONSTRUCTION. 10. ANY AND ALL TESTING REQUIRED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 11. CONTRACTOR SHALL VERIFY LOCATION OF UTILITIES PRIOR TO COMMENCEMENT OF WORK AND NOTIFY ENGINEER IF CONFLICT WITH UTILITIES EXISTS. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRS TO DAMAGED UTILITIES CAUSED BY HIS FORCES, BUT NOT COSTS TO RELOCATE IN THE EVENT OF PROPER NOTIFICATION AHEAD OF THE CONSTRUCTION. 12. ALL PROPER SAFETY PRECAUTIONS, INCLUDING SHORING AND BRACING OF WALL SHALL BE PROVIDED BY THE CONTRACTOR; ESPECIALLY IN THE EVENT THAT FULL HEIGHT GROUTING METHOD IS USED. 13. CONTRACTOR SHALL PROVIDE POSITIVE FREE DRAINAGE AWAY FROM THE STRUCTURE AND MAKE EVERY EFFORT POSSIBLE TO PREVENT SUBGRADE SATURATION BY SUCH MEASURES AS CONTAINING ALL LANDSCAPING IN SEALED PLANTER, SEALING ALL CONSTRUCTION JOINTS WITH AN ELASTOMERIC COMPOUND; PROVIDING THE BUILDING WITH EAVE GUTTERS AND DOWNSPOUTS, AND ROUTING IMPINGING UPON THE SITE FROM OFF-SITE SOURCES AS WELL AS DRAINAGE GENERATED ON THE SITE AWAY FROM THE PROPOSED STRUCTURE. BEFORE EXCAVATING CALL B11 USA � o M � � � J W co = fn Z � o w (L Lu o w = a a1 J wQZ a co 4a g � � J z 0 0 aQZ N H 3 n N cr m W 4- 0 QLL o JIM wcu u m a rc z > a a lcf ° 0 in a � o M � � � J W co = fn Z � o w (L Lu o w = a a1 J wQZ a co 4a g � � J z 0 3 m w� o 0 aQZ N H 3 n N cr m W 4- 0 QLL o JIM wcu u m a rc z > a a lcf ° a v J W co fn Z fOIL o Q w (L Lu g 0 a1 J wQZ a co 4a g � � J z O i� aQZ n N cr m W PLOT OATS: July 15, 2019 JOB NO.: 140238 FILE NAME: 140238 -01 -COV -WALL SCALE: AS SHOWN SHEET NO.: 2 OF Mei .�7 a 0 3 400 3 t 395 SECTION A -A NOT TO SCALE 153 o MON _ 15+00 -- --� 3+97.84 ETCHART ROAD= BOUNDARY +97.84. 34.00' R M _F -ME----- -- - 3+97.84 - - - N - - - - - - w Z W - - - �L h� CHAIN LINK FENCE CIL = (L CL z FINISH GRADE HP aW TW TOP OF WALL t BEGIN CURB RETURN ECR END CURB RETURN PRC POINT OF REVERSE CURVE TC TOP OF CURB a FLOWLINE W U co END CURVE LS LANDSCAPE cc FENCE W F CL 650' LINE OF SIGHT AT SECTION A -A NOT TO SCALE 153 o MON _ 15+00 -- --� 3+97.84 ETCHART ROAD= BOUNDARY +97.84. 34.00' R M _F -ME----- -- - 3+97.84 - - - '5' RT.- - - - - - - - - - - - w w FLOWLINE - - - �L h� CHAIN LINK FENCE CIL CENTERLINE P/L CL z NOTE: WALL SECTION DIMENSIONS ARE APPROXIMATE ONLY. CONTRACTOR SHALL FIELD VERIFY PRIOR TO CONSTRUCTION. BEFORE EXCAVATING CALL • USA 811 REVISION APPROVED BY:O /0.1g. (9 -CLIy - 3 u��Glra,e DATE CATHERINE S. WILLIAMS R.C.E. 75489 PROJECT ENGINEER to/-k/1l y?'"'-n4l Qw.rz-,� DATE JIM SCHROETER R.C.E. 46185 IT STA. 22+45.98 ETC ART ROAD= LA CALA WAY PER STA. 6+29.00 LA CALA WAY CITY OF BAKERSFIELD , STD. DETAIL T-7 s+oo n+oo - -F- - -T- - + _ I- 18+0 588'54'23"E 19+00 _ _ 20 00 21+00 � -- - ---�-- - ---F.- - -� _ 22 f00 23+0 b BC STA 23+30.56 34.00' R W STA 17+77.48 34.00' R GL ETCHART ROAD io STA 21+95.98 34.00' R TO 402.56 TC 400.41 1 BCR TC 401.89 1 FL 442.06 1 = _. - FL 399.91 - _ 00' R TC 402.3 FL 401.39 ECR � , V% p Lo _ _ - - - - _ _ - - - - - S 401.88 ... W _ - kp2Lu 58 _ - - p2g2 �5 W N _ _ STA. 17+77.48 _ _ _ I` - - - - A '. STA. 18+75.98 STA. 19+60.98 STA 20+45.98 � - Z d _ _ _ _ `. - - - - - - - - - - -60.25' RL _ _ _ STA. 21 +30.98 - J c� J ST -22+95.22- J ~ .60.25 RT. _ 60_25_RT_ 60.25 RT_ _ _ I-� �-� NON -HABITABLE 403.31 FG - - 60.25' RT_ SETBACK 403.15 FG 402.94 FG 402.70 FG - -� 61.00' RL I V 650' LINE OF SIGHT AT 402.52 FG 'o ^ _ co- 7- T02M TC" - DRILL ISLAND LA CALA WAY PER CITY OF 650' LINE of SIGHT AT QUAIL 402.39 FG 0000 v SNI BAKERSFIELD STD. DETAIL T-7 2 p PAD: 403.Di INSTALL 6' CHAIN LINK FENCE PER C.O.B. STD. D-12 14+00 15+00 16+00 17+00 CREEK ROAD CITY OF 24 BAKERSFIELD STD. DETAIL T-7 26 PAD: 402.86 25 PAD: 402.42 PAD: 402.65 ETCHART ROAD, STA. 13+97.84 - 23+50.00 STA. 60.25' RT. 27 I 1 28 PAD: 402.24 PAD: 402.31 LA CALA WAY SEE SHEET 5 O REVISION TO WALL PROFILES BASED ON CERTIFIED PAD GRADES. REVISION TO LENGTH OF WALLS ON LA CALA. 1� 40' HORIZ. SCALE: 1"=40' VERT. SCALE: 1"= 2' 410 -- -I ---- -I_ -I I I 1 -� I coo x I! I m 3 I I1 co + X - - 1- + Z co N! 405 I I � T GRAD x U-DSCAPE GRADE TOP OF F00 ING 1 I 1 I ! - 400 N - ---N -No-- W b b b b b tp ! b Q b (� (Op ! 10 Q cp a b b J- N _ � _ h J W Z N _.. .__ ro N - Oj OJ 1 b p� t0 p� C� l0 b ^ c0 <O ._ W �} ^ .- F- V V `r I� O W V 1� F- N V v m b co b ro (6 ro O V) m N Z I� ro- co ^ J �n Z O Imo - N Z, W ¢ NN In N rn N +O N N ._ ^ ._ m W ._ M ._ ~O O m J ^ ._ J r\ m .:._ p m'- 3 +0 1 +o +o O +oo +o +o +o O +o +o o m +oo J +o $ +o �� +oo a +o p +oo ^V Wco -WNV WmVd-"..WmV w0V-i--WOV JOV W V W V1 -¢NV NV -"W F -FA NV -J MVV I- I- N 3 N N N W N N gdw 3dw w LU -0 -' > a m vn w._..----v� ¢ cn ww-ow v1 -m cn w-v11cn In w'I z WSJ ¢w �V-J tiJ J tiJ F -J F- Z � I 1 395 *44�' SEE, *82' 4FF SF,TION R2 S4IFFT 18+00 20+00 21+00 22+00 23+00 Ii- CITY RECORDS NO �w WALL LEGEND - - - LANDSCAPE GRADE - - - - - - - ACCESS ROAD GRADE FLOWLINE - - - - PILASTER CHAIN LINK FENCE CIL CENTERLINE P/L PROPERTY LINE FG FINISH GRADE HP HINGE PO.!NT TW TOP OF WALL BCR BEGIN CURB RETURN ECR END CURB RETURN PRC POINT OF REVERSE CURVE TC TOP OF CURB FL FLOWLINE BC BEGIN CURVE EC END CURVE LS LANDSCAPE FNC FENCE R/W RIGHT OF WAY 650' LINE OF SIGHT AT BEFORE EXCAVATING CALL • USA 811 REVISION APPROVED BY:O /0.1g. (9 -CLIy - 3 u��Glra,e DATE CATHERINE S. WILLIAMS R.C.E. 75489 PROJECT ENGINEER to/-k/1l y?'"'-n4l Qw.rz-,� DATE JIM SCHROETER R.C.E. 46185 IT STA. 22+45.98 ETC ART ROAD= LA CALA WAY PER STA. 6+29.00 LA CALA WAY CITY OF BAKERSFIELD , STD. DETAIL T-7 s+oo n+oo - -F- - -T- - + _ I- 18+0 588'54'23"E 19+00 _ _ 20 00 21+00 � -- - ---�-- - ---F.- - -� _ 22 f00 23+0 b BC STA 23+30.56 34.00' R W STA 17+77.48 34.00' R GL ETCHART ROAD io STA 21+95.98 34.00' R TO 402.56 TC 400.41 1 BCR TC 401.89 1 FL 442.06 1 = _. - FL 399.91 - _ 00' R TC 402.3 FL 401.39 ECR � , V% p Lo _ _ - - - - _ _ - - - - - S 401.88 ... W _ - kp2Lu 58 _ - - p2g2 �5 W N _ _ STA. 17+77.48 _ _ _ I` - - - - A '. STA. 18+75.98 STA. 19+60.98 STA 20+45.98 � - Z d _ _ _ _ `. - - - - - - - - - - -60.25' RL _ _ _ STA. 21 +30.98 - J c� J ST -22+95.22- J ~ .60.25 RT. _ 60_25_RT_ 60.25 RT_ _ _ I-� �-� NON -HABITABLE 403.31 FG - - 60.25' RT_ SETBACK 403.15 FG 402.94 FG 402.70 FG - -� 61.00' RL I V 650' LINE OF SIGHT AT 402.52 FG 'o ^ _ co- 7- T02M TC" - DRILL ISLAND LA CALA WAY PER CITY OF 650' LINE of SIGHT AT QUAIL 402.39 FG 0000 v SNI BAKERSFIELD STD. DETAIL T-7 2 p PAD: 403.Di INSTALL 6' CHAIN LINK FENCE PER C.O.B. STD. D-12 14+00 15+00 16+00 17+00 CREEK ROAD CITY OF 24 BAKERSFIELD STD. DETAIL T-7 26 PAD: 402.86 25 PAD: 402.42 PAD: 402.65 ETCHART ROAD, STA. 13+97.84 - 23+50.00 STA. 60.25' RT. 27 I 1 28 PAD: 402.24 PAD: 402.31 LA CALA WAY SEE SHEET 5 O REVISION TO WALL PROFILES BASED ON CERTIFIED PAD GRADES. REVISION TO LENGTH OF WALLS ON LA CALA. 1� 40' HORIZ. SCALE: 1"=40' VERT. SCALE: 1"= 2' 410 -- -I ---- -I_ -I I I 1 -� I coo x I! I m 3 I I1 co + X - - 1- + Z co N! 405 I I � T GRAD x U-DSCAPE GRADE TOP OF F00 ING 1 I 1 I ! - 400 N - ---N -No-- W b b b b b tp ! b Q b (� (Op ! 10 Q cp a b b J- N _ � _ h J W Z N _.. .__ ro N - Oj OJ 1 b p� t0 p� C� l0 b ^ c0 <O ._ W �} ^ .- F- V V `r I� O W V 1� F- N V v m b co b ro (6 ro O V) m N Z I� ro- co ^ J �n Z O Imo - N Z, W ¢ NN In N rn N +O N N ._ ^ ._ m W ._ M ._ ~O O m J ^ ._ J r\ m .:._ p m'- 3 +0 1 +o +o O +oo +o +o +o O +o +o o m +oo J +o $ +o �� +oo a +o p +oo ^V Wco -WNV WmVd-"..WmV w0V-i--WOV JOV W V W V1 -¢NV NV -"W F -FA NV -J MVV I- I- N 3 N N N W N N gdw 3dw w LU -0 -' > a m vn w._..----v� ¢ cn ww-ow v1 -m cn w-v11cn In w'I z WSJ ¢w �V-J tiJ J tiJ F -J F- Z � I 1 395 *44�' SEE, *82' 4FF SF,TION R2 S4IFFT 18+00 20+00 21+00 22+00 23+00 Ii- CITY RECORDS NO �w V J 3z W rn UZ ago 0 o w w i Q 5 p a- ww z (n gdmS F- E � 2 UU2 0 0 0 ion 0o =w �o �a r " m o � w a �o 0 0 a V V � O O v V r y XQ O O 4 CL 0U c o m rv> m o ca d �> 3 a. V J W rn UZ ago 0 o w w i Q 5 p a- J �-J z (n gdmS F- E � 2 UU2 0 0 0 ion 0o H-1 SECTION A -A NOT TO SCALE WALL LEGEND — - - LANDSCAPE GRADE - - - - - - - ACCESS ROAD GRADE FLOWLINE - — — - PILASTER � CHAIN LINK FENCE C/L CENTERLINE P/L PROPERTY. LINE FG FINISH GRADE HP HINGE POINT TW TOP OF WALL BCR BEGIN CURB RETURN ECR END CURB RETURN PRC POINT OF REVERSE CURVE TC TOP OF CURB FL FLOWLINE BC BEGIN CURVE EC END CURVE LS LANDSCAPE ENO FENCE R/W RIGHT OF WAY 650" LINE OF SIGHT AT LA CALA WAY PER 1 MON R DIA. 22+45.98 ETC ART ROAD= STA. 6+29.00 LA CALA WAY CITY OF BAKERSFIELD 1 14+DO 15+00 �^ STD. DETAIL T-7 6+00 I - - �- - _T _ 17+00 18+00 S88'S4'23'E 19+00 _ � STA. 13+97.84 ETCHART ROAD= T �- + -, - _ 20 f00 - _ 21�00 - _ 00 23+0p PHASE BOUNDARY__22t- STA 23+30.56 34.00' R F- c', W STA 13+97.84 34 00" R BC W Z STA 17+77.48 34.00' R L ETCHART ROAD o STA 21+95.98 34.00' R I FL 44206 I = W TO 399 06 /\TC 400.41 TO 401. 1 BCR FL 398 56 "'-- — — — — — — FL 401 89 ECR STA 22+95.98 34.00" R .. ... _ FL 399.91 � � Q d ------ N ,.:. •, ':"- -..s - , _ — — _ TC 402.3 0= W 4 FG ME -------- --- ---- --- -- a VS -- ------ _ cs 'FL 401.8 T 5 W - ....; . H - _ _ Q R/W — - - - - _ -- - - - - --6A VS _ 5 . m Q- STA. 13+98.51 STA. 17+77.48 - - - Apti -� �Qos _. - �Ao��2 Pati- Z d W-60.25' RT.- - - - - _ z w - -- - - - - - - - -A _ -6025' RL FC' o J U J �o g J F- I- — — — — — — _ _ _ _ 650" LINE OF SIGHT AT ti b ( r N U) NON -HABITABLE 404.53 FG LA OCALA WAY PER T AT — — — — — — — `O w 1n w SETBACK CITY OF BAKERSFIELD QUAIL CREEK ROAD Lu z Q DRILL ISLAND g NOTE: WALL SECTION DIMENSIONS ARE APPROXIMATE ONLY. CONTRACTOR SHALL FIELD VERIFY PRIOR TO CONSTRUCTION. 410 of 395 z 14+00 15+00 INSTALL 6" CHAIN LINK FENCE PER C.O.B. STD. D-12 16+00 17+00 Z i 570. DETAIL T-7 CITY OF BAKERSFIELD STD. DETAIL T-7 23 2I 25 26 PAD: 403.53 PAD: 403.34 PAD: 403.14 PAD: 402.97 ETCHART ROAD, STA 13+97.84 - 23+50.00 Q oN oo oo o"'I c' F Q o � 27 c+ 28 PAD: 402.80 PAD: 402.97 LA CALA WAY SE'6371=S �-- ^ rn I = —- IGT GRADE- I I I LANDSCAPE GRADEI TOP OF FOOTING Z f1 � J 0 ~ N � Qa � Ja � - o - aaa ' J CC O O F J of SON oiN O.��n p 0 Q CC �- 3 moo ao+o V W I- HYQ m J J mw w �n cn w vi vi w 16+00 17+00 Z i 570. DETAIL T-7 CITY OF BAKERSFIELD STD. DETAIL T-7 23 2I 25 26 PAD: 403.53 PAD: 403.34 PAD: 403.14 PAD: 402.97 ETCHART ROAD, STA 13+97.84 - 23+50.00 Q oN oo oo o"'I c' F Q o � 27 c+ 28 PAD: 402.80 PAD: 402.97 LA CALA WAY SE'6371=S �-- ^ rn I = —- IGT GRADE- I I I LANDSCAPE GRADEI TOP OF FOOTING BEFORE EXCAVATING CALL • USA 811 f1 � 0 C/3Z � z � - o o o aaa ' J CC F 2 0 Q CC V ❑ _� HYQ ¢ J O p O z o T LTV= —a e i l� a O �w� oQC_� L I.-coW. ririririjt_� . o Z w Z w W J III �— 'aro N Nj Q v v v Z v T Z v; 1 m Z ^ N 0� .� m ro N M 2 2 �i N1 n + O O p a + O O ._ O 0� O N .- .� N Z tp N N co tp cp J ¢] V _ Z_ 7 O O^ Rl •- 7. -.__.._ - _-_ O ¢ o o -a o +o + a + +. a + a + a +p +oo 3 + +o N V O a +oo +o ^ Z N W N N N co W l~I1 Q( ww g¢—tit¢-�--gam a �v�w > N aw V1 a� Vl 4O V1 a F- Vl J ¢ a �/1� J J �/1WW W �W m �W a J � ¢ J J WWW d > 4 -�------ Ia� -- -- - SFEI -— SECTI, N C31 SHE 7 447'j SEE SECTION B3, SHEET 7 SEE SECTION B3, SHEET 7 18+00 19+00 20+00 21+00 22+00 23+00 BEFORE EXCAVATING CALL • USA 811 m ci cc N 3z z wW aa' o' 40' p HORIZ. SCALE: 1"=40' v a VERT. SCALE: 1"= 2' o � .00 0 a o 410 0 V d � O 405 0 �� (u m g � all f1 � 0 C/3Z � z � - o o o aaa ' J CC F 2 0 Q CC V ❑ _� HYQ ¢ J O p O z o T LTV= —a e i 395 a O �w� oQC_� L I.-coW. ririririjt_� m ci cc N 3z z wW aa' o' 40' p HORIZ. SCALE: 1"=40' v a VERT. SCALE: 1"= 2' o � .00 0 a o 410 0 V d � O 405 0 �� (u m g � all I \'w CITY RECORDS NO.: f1 � W co C/3Z - o o aaa ' J CC 2 0 Q CC ❑ _� HYQ ¢ J O p O z o T LTV= —a e i 395 a O �w� oQC_� I.-coW. I \'w CITY RECORDS NO.: _i. I I I -L -I. 11111 1,10 1111111 �III, 1''.-- '_Lc M O O w 21.25' N N O coZ O O'D WALL LEGEND o O w y J 0 o �o UU �wN m_j BEFORE EXCAVATTNG I� li v r W In 6.00' 15.25" w —. — — LANDSCAPE GRADE CALL USA II>o 'D �� mcu 811 6.00' 9.25" 3 — — ACCESS ROAD GRADE e , LANDSCAPE LOT — - — — FLOWLINE i — — — — PILASTER 3 2.00' ¢ 2 ------ O o— CHAIN LINK FENCE � 3 � Y CIL CENTERLINE z O Od P/L PROPERTY LINE w �_ w o FG FINISH GRADE w C cc HE HINGE POINT Z LOT TW TOP OF WALL f BCR BEGIN CURB RETURN SIDEWALK 2% 2% MIN j r ECR END CURB RETURN PAVEMENT 1.5%MAXMAX. MAX. a MAX t MEN,, PRC POINT OF REVERSE CURVE _ ..U, o � �< .� w.yA'. - TC TOP OF CURB - FL FLOWLINE SECTION A -A BC BEGIN CURVE NOT TO SCALE EC END CURVE 650" LINE OF SIGHT AT LS LANDSCAPE LA CALA WAY PER I ENO FENCE CITY OF BAKERSFIELD STA. 27+43.89 ETCHART ROAD= R/W RIGHT OF WAY STD. DETAIL T-7 STA. 23+04.30 QUAIL CREEK ROAD - 24100 _ - - 25 f00 - S88'S4'23"E ^ 26 00 1 --+— — — 27$00 � QUAIL CREEK ROAD in BY: M 1 — F_ STA 24+02.64 36.51' RPRC — — — F W TO 402.96 STA 24+74.28 39.00' R m _ — FL 402.46 EC— .n STA 26+80.19 39.00' R 37 — —BCR 650' LINE OF SIGHT AT Ci�03. Q — 402.87 TC 404.52 QUAIL CREEK ROAD . R.C.E. 75489 FL 404.02 R/W i CITY OF BAKERSFIELDLPROJECT ENGINEER ENGINEER W O �-22C ....-...�.0�5' -`_-.^ VS �,-Nom.... FG-: ,... p1 STD.DETA'L T-7 uJ O R - - _p0�5 - pA Ap6 _ - 4 do - --- ----- — -- -�-�— - % °1 ''h" 'acnM[Al%� fh �-- l W (V STA. 2$-F60.98 g— 40¢,89 LS -- S A +40.9 A STT2�+20.98- 52+01.68 --- ---------------- JIM SCHROEIER R.C.E. 46185 Z d 61.00" RT. _ 61.00' RT. 61.00' RL_ 1- - gb324�G' - — — _ 2 61.00' Ri. 404.89 FG R - J _ 403.60 FG J Z 404.03 FG 404.48 FG NON �� OREVISION TO WALL PROFILES BASED _ -HABITABLE o cwn STA. 26+74.90 - ON CERTIFIED PAD GRADES. REVISION SETBACK ,�1 w 61.00' RT. 1"" TO LENGTH OF WALLS ON LA CALA. I29 30� 3.1 mQ 32 Ti! PAD: 402.69 PAD: 402.98 h Z PAD: 403.43 PAD: 403.80 p 650' LINE OF SIGHT AT QUAIL CREEK ROAD CITY OF BAKERSFIELD ISTD. DETAIL T-7 ao' ao' L CR D ETCHART ROAD, STA. 23+50.00 - 26+75.2EK 5 QUAIL - SEESHEET 6 FEET6 HORIZ. SCALE: L 1 "= 4D' - VERT. SCALE: 1"= 2' WALL SECTION DIMENSIONS ARE APPROXIMATE ONLY._ -_-- CONTRACTOR SHALL FIELD VERIFY PRIOR TO CONSTRUCTION. 410 410 -��- W z W --1 O W � I I L co co ^ I �- 405 -- - --- co _ - 405 - - - - 7 GRAD I TOP OF DOTING 400 5 400 — — -- 5 5 - ---- O O _ — -- — — �+o p +oo N V V p +o cp +o » wdww w Qwwdww w iw N g¢w Jw - _- -- 395 395 - - - - - - I i * 26 St E SECTION 02, SH ET 7 i - I �n. 22+00 23+00 24+00 25+00 26+00 27+00 28+00 rI arrnanc M O O w J N N O coZ O O'D w o O w y J 0 o �o UU �wN m_j I� li v r W In w II>o 'D �� mcu 3 e , z a i o � 3 � Y z O Od dl V K r o � M O O w J N N O coZ O O'D w o O w y J o �o UU �wN m_j I� li v r W In II>o 'D �� mcu 3 e , J W fn coZ CID0 as o O w J o �o UU �wN m_j I� li v r W In \ �§ §2 a.2 0 \}§2 § 7 ■,z Id 000 �a; o Q ©!_ S \ O: w to CU r \ �§ IL §2 a.2 0 \}§2 § 7 ■,z Id 000 �a; o Q ©!_ S » O: w to CU IL §2 a.2 0 \}§2 § 7 ■,z Id 000 �a; o Q ©!_ S » RES w to 1i IV J W V! CID z 0 0 aar W z JQ kms CO 0 �YJ & 0 �_� VpV gm5 w n i 0 � 3 � Y � a o dl U N CJ K q O_ O 1i IV J W V! CID 0 0 aar W z JQ kms CO ?�� �YJ & 0 �_� VpV gm5 PLOT DATE: October 22, 2019 JOB NO 140238 FILE NAME: 140238-04—LA CALLA—WALL SCALE: HORIZ. 1"=40' VERT. 1 "=2' SHEEP N0.'. SR OF 7 li -J W FA �Z 0 0 aa} g p a� J Q wQ3 s ig 0 z Y UVU p zo = a0Q cr JQ ILL v P m 0 a li -J W FA �Z 0 0 aa} g p a� J Q wQ3 s ig i 0 o 0 z Y UVU p zo = a0Q cr JQ ILL v P m PLOT DATE: June 17. 2019 JOB N0._ 140238 FILE NAME: 140238-04—LA CALLA—WALL SCALE: HORIZ. 1°=40' VERT. 1'=2' SHEEP=NO.: 5 OF M, , <I 405 h . 11 395 SECTION A -A NOT TO SCALE DEL PALMA DRIVE COSTA BLANCA DRIVE .. 43 42 33 @7 PAD.' 404.64 PAD 403.73 W Z I PAD: 403.9, 32 I 111 1 1 ('' PAD: 403.80 QO- �2 I I 0- W 402.71 TO ac Fc N�tia99B1 p298 7L STA. 22+43.60 Q 402.21 FL H BCR 402.21 FL I S k ECR - � / 69.25" LL I 1 � cc 405.00 FG 402.71 TC V �- . . ' / 404.81 pE Q a 403.92 FG 404.18 FG 3.5' LANDSCAPE / STA. 22+22.76 9 FG AC STA 16+20.49 ,4� 3" 1n W 1 OO' LL d Fc t "- STA. 18+34.83 STA ' LT. 51 .5� EASEMENT STA.426 85.51 A 48.50" LT. / 1 H - - - - _ _ 48.50' LT 48 50 LT. - fA Q - -- -- _- -_- _4$50' T. --__ STA.17+16.17 W STA 16+20,44, 34.00'•L o 48.50' Li 4 TO 403.26 A v STA 18+25.57 34.00" L BCR I` �� 4: _16+00 FL 402.76 17+00 18+00 TC 403.01 A A PL 40 --- - - --FL. 402.51__ 19+00 20 00 1 __ __ _ _ _ _ 21 00 22 00 __ 1 i 650" LINE OF SIGHT AT STA. 16+20.49 QUAIL CREEK ROAD STA. 17+75.2 UAIL CREEK ROAD = QUAIL CREEK ROAD 650" LINE OF SIGHT AT DEL PALMA DRIVE PER PHASE BOUNDARY STA, 13+88.35 DEL I DEL PALMA DRIVE PER STA. 23+04.30 OU, CITY OF BAKERSFIELD STA 17+25.57 34.00' L CITY OF BAKERSFIELD STA. 27+44.55 ETC STD. DETAIL T-7 TC 402.94 ECR STD- DETAIL T-7 i' 1 FL 402.44 NOTE: WALL SECTION DIMENSIONS ARE APPROXIMATE ONLY. CONTRACTOR SHALL FIELD VERIFY PRIOR TO CONSTRUCTION. 15+00 QUAIL CREEK ROAD, STA. 16+20.49 - 22+44.60 ETCHARTROAD SEE SHEET 4 I I 9 L I I I I I I I I I I I I I I I IQ _ I I I 4t 00 LOT GRADE co ^IQ I I old LANDSCAPE ----�` d CC I I LOT RADE _ tiles - - - - -tAN 7TCAPF(TA[i F-- -- TOP OF F00 ING TOP OF FOOTING oo J ) J ti ^ V) OD S F- cc Of + JmV z nNn O Q O Lo +O W +00 _� h J V J (O W F- J Z wWF- J J mw ¢W d ANN 0 �V� z o�rvo,P� Avim m +o 00 +oo C- + o +o wo +o J +o Dov � 'oVV W ^ ^ W ^ 3 ^ I 2IQ-J 4- IQ -JJ Z Q ti I¢J I- ¢J �Z I¢J 6- Co W U1 cl W W C U) L t c, W �/l �/l W W Q) W I SEE SECTION B3, SHEET 7 16+00 17+00 18+00 19+00 WALL LEGEND ------- LANDSCAPE GRADE -------------- ACCESS ROAD GRADE ------ FLOWLINE � 3w - PILASTER CHAIN LINK FENCE - CIL CENTERLINE P/L PROPERTY LINE FG FINISH GRADE HP HINGE POINT TW TOP OF WALL BCR BEGIN CURB RETURN ECR END CURB RETURN PRC POINT OF REVERSE CURVE TC TOP OF CURB FL FLOWLINE BC BEGIN CURVE EC END CURVE LS LANDSCAPE R/W RIGHT OF WAY BEFORE EXCAVATING CALL • USA 811 REVISION APPROVED BY:Q y Z,,1-7 atww, -S t�IC •r.� DATE CATHERINE S. WILLIAMS R.C.E. 75489 PROJECT ENGINEER DATE JIM SCHROEfER R.C.E. 46185 ,LREVISION TO WALL PROFILES BASED ON CERTIFIED PAD GRADES. REVISION TO LENGTH OF WALLS ON LA CALA. - JLu - !s W � _ co a ro m w a m � 400 z a Z 0 mo ag 3 a w 0: o ti^ N N o^m NCO o om Nm z cN00 vm W b JY n _- -o m n�i CBn- ^ n- `� n---6 N n J * n > Q W +o w+o w+o o +oo+o ao +o+o w +oJ +o ofp W W a7 WAV WO V �y OVV W OV 2 ^V W ^V NVQ NV F- N dww-3dw-w des---gQ J-- _-Z d�io ti� � ' � ♦'� gig°' �YJ �J �F-J �F-J I- F -JJ - mid � �J :�1w wcnw amw cn :n ww avlw m cow wv,w ¢ cnww toes 1 'ow O zz V:�� O 9_SSECTIONnw-4-- 5 H 0J 7 1 PLOT DATE: 395 October 21, 2019 Joe DO - 140238 FILE NAME: 140238 -04 -QUAIL -WALL j I SCALE HORIZ. 1'=40' VERT. 1"=2. 20+00 21+00 22+00 23+00 CITY RECORDS No.: sHEE No 6R OF 7 a V 1 �w � 3w vi c� z ww z F 40' 0' ' 40' a 'm HORIZ. SCALE: 1"=40' VERT. SCALE: 1"= 2' o 0 a N ¢ �o S 0 0 Z 0 0 0 w O - o O Q 7 4 410 O U U O 48> o m a � a 3 .0 Co 0 405 - JLu - !s W � _ co a ro m w a m � 400 z a Z 0 mo ag 3 a w 0: o ti^ N N o^m NCO o om Nm z cN00 vm W b JY n _- -o m n�i CBn- ^ n- `� n---6 N n J * n > Q W +o w+o w+o o +oo+o ao +o+o w +oJ +o ofp W W a7 WAV WO V �y OVV W OV 2 ^V W ^V NVQ NV F- N dww-3dw-w des---gQ J-- _-Z d�io ti� � ' � ♦'� gig°' �YJ �J �F-J �F-J I- F -JJ - mid � �J :�1w wcnw amw cn :n ww avlw m cow wv,w ¢ cnww toes 1 'ow O zz V:�� O 9_SSECTIONnw-4-- 5 H 0J 7 1 PLOT DATE: 395 October 21, 2019 Joe DO - 140238 FILE NAME: 140238 -04 -QUAIL -WALL j I SCALE HORIZ. 1'=40' VERT. 1"=2. 20+00 21+00 22+00 23+00 CITY RECORDS No.: sHEE No 6R OF 7 410 .IP e of o� 400 395 SECTION A -A NOT TO SCALE 43 cr) Z PAD: 404.64 =a LU d H BCR 2 40� CC 405.00 FG d STA. 16+20.48 A W 51.00' LT. STA 16+20.441 34.00' L TC 403.26 A 16+00 FL 402.76 17- 650' LINE OF SIGHT AT STA. 16+20.49 QUAIL CRf DEL PALMA DRIVE PER PHASE BOUNDARY CITY OF BAKERSFIELD STD. DETAIL T-7 NOTE: WALL SECTION DIMENSIONS ARE APPROXIMATE ONLY. CONTRACTOR SHALL FIELD VERIFY PRIOR TO CONSTRUCTION. iL I I I I I _ I I. I � � I I � I I I i _ rn i LOT GRADE I TLAND---=I-- -T- LANDSCAPE- GRADE SCAPE GRADE I DEL PALMA DRIVE I I I I I I I I AO '`�C Rp2' I 913, Apt _ 13. LT. h STA. STA 17+25.57, TO 402.94 FL 402.44 14.50' 8.50' 6.00' 3.50' I 5.00' 0 CC 4 27 MIN. SIDEWALK 209 MAX. 1.59 MAX. PAVEMENT 9T "�M , F g 0 o� SECTION B -B NOT TO SCALE ETCHART ROAD COSTA BLANCA DRIVE SEESYIEET 4 42 33 C PAD: 404.64 PAD: 404.32 I 32 j I I I 1 T ' III•-. \ 7 STA. 22+43.60 -. )2.21 FLECR\ - ./ 69.25' LT. �• �5 12.71 TC 3.5' LANDSCAPE / STA. 22+22.76 40$ 16. FG AOA�Se 404.74 FG 405.01 FG STA. 18+34.83 STA. 19+30.51 EASEMENT - _ STA.320+85.51 B 48.50' LL 48.50" LT. 48.50" LT. R/W STA. LT. 404.69 FG I. 404.52 TQBCR --- $o > ------ 404.02 �N b, STA 22+35.57 34.Ob'-L- - - - STA 18+25.57, 34.00' L -BCR TC ,404.76 ECR TO 403.01 A �' FL 4 4.26 FL 4 2.51 19,00 20 00 - B 1 - _ - 21 00 _ 2_2 00 _ i I _ 23 00 TAIL CREEK ROAD = fL QUAIL CREEK ROAD_ 650' LINE OF SIGHT AT - L PALMA DRIVE R DEL PALMA DRIVE PER STA 23+04.30 UAIL CREEK ROAD = CITY OF BAKERSFIELD STA. 27+44.55 ETCHART ROAD STD. DETAIL T-7 1l II I I I I IL I I I I I IISEE SECTION B3, SHEET 7 15+00 16+00 17+00 18+00 QUAIL CREEK ROAD, STA. 16+20.49 - 22+44.60 I I I I I I I I _ I I I I I I I I � I LOT GRADE LANDSCAPE GRADE --- r ---t--4 I- '--- �: I I _ - - - - TOP OFJ - ACCESS ROAD GRADE ----- FLOWLINE - - - - - - J o ° z J J- CENTERLINE J \ FG FINISH GRADE HP O / O FOOTI NG ECR END CURB RETURN PRC POINT OF REVERSE CURVE TO W FL FLOWLINE BC BEGIN CURVE EC END CURVE 77 LANDSCAPE R/W RIGHT OF WAY w - -- LU w000rorn - 2 I � cu J �4� 2 J m K W i O +Oo z W + of w + rn rn V V W + rn FILE NAME: ~ 140238 -04 -QUAIL -WALL SCALE: HORIZ. 1"=40' a SHEET NO.: J v~, W C9 wi�vl-i W W 4 c~ir 221" N B3, SHEET 7 Z _ w ro m m 0 c6 of of w a co w rn 'm n 0 Z z 1- __ N_ Jf\- J.N---J�-aO O Z N^ Z\ a.. - Orn r7N O`N� Nr'i.}.._OJ`h I'] + O+ o o a+ o+ o o++ O a v a o a a N rn a_Q - a o a tiff-mow-QQ LdJ N _ __a wQww a, w -i w w a -i ZV co Z corn ti rn co w w Lo UI v' d� vr-i Low iwcnw ry-O O -a N.__a n"I .;-J V.= ¢ o,__a N.=-� °"l o m +o O +oo a + +o +o J +o +o +o a + � N7 w --Q dw-w dww w _ro J F- F- J J Z F- F- F- J+ F- J Z �- J W 1- J ti ti J Z ti w a cn w vt vt w w Q v> vt cn w cn cn w w v� w cn cow vt vt w Q c In IISEE SECTION B3, SHEET 7 15+00 16+00 17+00 18+00 QUAIL CREEK ROAD, STA. 16+20.49 - 22+44.60 I I I I I I I I _ I I I I I I I I � I LOT GRADE LANDSCAPE GRADE --- r ---t--4 I- '--- �: I I _ 19+00 I I I 1 I I I I I I I I I I I I I I Z I LANDSCAPE - GRADE - -�- ---- --- --�--- - -- i LOT GRADE _I-- - - - T- --- I TOP OF FOOTING - - - - - LANDSCAPE GRADE � - ACCESS ROAD GRADE ----- FLOWLINE - - - - - - J o ° z J J CENTERLINE J \ FG FINISH GRADE HP O TW O O O ECR END CURB RETURN PRC POINT OF REVERSE CURVE TO W FL FLOWLINE BC BEGIN CURVE EC END CURVE LS LANDSCAPE R/W RIGHT OF WAY LU w000rorn Wo 2 I � cu J �4� 2 J m K W i O +Oo JOB NO.: W + of w + rn rn V V W + rn FILE NAME: ~ 140238 -04 -QUAIL -WALL SCALE: HORIZ. 1"=40' a SHEET NO.: Q- v~, 6 OF C9 wi�vl-i W W 4 c~ir 221" N B3, SHEET 7 19+00 I I I 1 I I I I I I I I I I I I I I Z I LANDSCAPE - GRADE - -�- ---- --- --�--- - -- i LOT GRADE _I-- - - - T- --- I TOP OF FOOTING 20+00 21+00 22+00 EET 7 ' - I 23+00 WALL LEGEND - - - - - LANDSCAPE GRADE � - ACCESS ROAD GRADE ----- FLOWLINE - - - - - - - PILASTER o ° z CHAIN LINK FENCE CIL CENTERLINE P/L \ FG FINISH GRADE HP HINGE POINT TW TOP OF WALL BCR BEGIN CURB RETURN ECR END CURB RETURN PRC POINT OF REVERSE CURVE TO W FL FLOWLINE BC BEGIN CURVE EC END CURVE LS LANDSCAPE R/W RIGHT OF WAY � I � cu m ~ �4� J m K W i June 17, 2019 JOB NO.: o 140238 FILE NAME: ~ 140238 -04 -QUAIL -WALL SCALE: HORIZ. 1"=40' VERT. 1"=2' SHEET NO.: 6 OF J ro m m 0 c6 of of w a co w rn 'm n 0 Z z O N N_ Jf\- J.N---J�-aO O Z N^ Z\ a.. - Orn r7N O`N� Nr'i.}.._OJ`h I'] + O+ o o a+ o+ o o++ O a + o N a¢ o N Q- a tiff-mow-QQ LdJ N _ __a wQww a, w -i w w a -i ¢ v, 0 co w w Lo UI v' d� vr-i Low iwcnw 20+00 21+00 22+00 EET 7 ' - I 23+00 WALL LEGEND - - - - - LANDSCAPE GRADE � - ACCESS ROAD GRADE ----- FLOWLINE - - - - - - - PILASTER o ° z CHAIN LINK FENCE CIL CENTERLINE P/L PROPERTY LINE FG FINISH GRADE HP HINGE POINT TW TOP OF WALL BCR BEGIN CURB RETURN ECR END CURB RETURN PRC POINT OF REVERSE CURVE TO TOP OF CURB FL FLOWLINE BC BEGIN CURVE EC END CURVE LS LANDSCAPE R/W RIGHT OF WAY BEFORE EXCAVM CALL • USA 811 40' 0' 40' HORIZ. SCALE: 1"=40' VERT. SCALE: 1"= 2' 17 CITY RECORDS NO.: 410 405 Hip 395 1 0 0 0 d � J WcoC3 o ° z �Za 0 z o adQ 3 i JY 5 0 1. ¢ V% $ O � O � I � cu m ~ �4� PLOT DATE: m i June 17, 2019 JOB NO.: o 140238 FILE NAME: 140238 -04 -QUAIL -WALL SCALE: HORIZ. 1"=40' VERT. 1"=2' SHEET NO.: 6 OF 0 'm 0 1 0 0 0 d � J WcoC3 o ° z �Za 0 0 o adQ 3 i JY 5 1. ¢ V% $ O � O J�: I � cu m ~ �4� PLOT DATE: m i June 17, 2019 JOB NO.: V 140238 FILE NAME: d � J WcoC3 �Za 0 0 o adQ W w w JY 5 z V% $ oQ? J�: �4� PLOT DATE: June 17, 2019 JOB NO.: 140238 FILE NAME: 140238 -04 -QUAIL -WALL SCALE: HORIZ. 1"=40' VERT. 1"=2' SHEET NO.: 6 OF EA. SIDE VERT- WEEP -JOINT. IMMEP-JOINTS a 46'", TYPJ WEEP-JO/NT DETAIL UNMORTARED HEAD JOINT WEEP HOLES O 46"oc THRU WALL IN IST COURSE OF BLOCK. SEE DTL. a 4� ,,-PROVIDE FILTER ! FABRIC, TO ENCASE ISRAVEL WHERE GRAVEL 15 REO'D. AL TERNA TE DRAINAGE SYSTEM 1/8"= 1'-0" ON 517E SEE CIVIL DW6o FOR SIZE ORIENTATION OF PL's J D dl GFT. MAX CHAIN LINK D FENCE POST BY OTHERS 5" 3" 2 114" IN CELL W/O VERT. 21/4" tot ° (PROVIDE I'-4" MIN. 3" 8° a EMBEDMENT) e 5" 3 3/4" 10" GAP BLOCK, REFER TO CIVIL SHEETS 8" 6" 4112- i DRILL 4 SLEEVE a PIPE AL TERNA TE DRAINAGE SYSTEM 1/8"= 1'-0" SPLIT FACE BLOCK o EXPOSED OFF-SITE FACE TO EXTEND 6" MIN BELOW GRADE UN -MORTARED HEAD JOINT WEEP HOLES IST COURSE ABOVE F.S. a 46"oc a MORE THAN 16" RET. SEE DTL. GI/-. #4 CONT. a IST COUR4 6" FULLY &ROUTED CMU w/ 04 VERTS a 16"0o CENTERED IN IN WALL w/ #4 HORIZ. a 52"oc TYP. AT MORE THAN 16" RETAINING PROVIDE "MIRADRAIN" PRE -FABRICATED DRAINAGE SYSTEM SEE C,2/- FOR 6RAVEL ALTERNATE -04 FTC,. DOWEL e 16"oc., CENTERED IN WALL. 3' 6" MAX RET. STEM WALL W FENCE ON -51 TE 05 TIES e 12'x12"x6' SPLIT FACE PILASTER BLOCK. SEE CIVIL OMS5 FOR LOCATION/SPACING, F,�21 W REINF. BELOW TOP BAR AT EXP. JT. TYP. BACKER ROD 4 /1 ----*4 HORIZ. a TOP CAULK TYP. EA. OF WALL GOVT 510E EXP. JT. THRU PILASTER �Or TFSR OFF-51TE ANY MORTAR EA. FACE OF JOINT w/ BALKER ROD 4 1/4' OF CAULK TO EXTEND 6' BELOW &RADE A\PILASTER DETAIL SEE CIVIL DW69 FOR ORIENTATION OF PLis -6"x2" GAP BLOCK -*4 HORIZ. CONT. e TOP OF WALL PROVIDE REDUCED VERTICAL BAR SPACINS 4 ADDL. FTG. WIDTH WHERE WITHIN < W -O' FROM FREE END OF MALLS, TYP. (NOT AT CORNERS) FULLY GROUTED CMU w/ #4 VERT5 a 52"oc CENTERED IN WALL w/ #4 HORIZ- o 52"oc TYP. CONT. a IST COURSE 04 FTG. DOWEL a 16"oc-, CENTERED IN WALL. POW] 8=8"MAX° WALL - 2' 8"MAX RET° 1"= 1,-a" SEE CIVIL DW6s FOR ORIENTATION OF PL's NOM_ REFER TO CIVIL SHIMT5 FOR LOCATION OF WAI15. SPLIT FACE BLOCK a EXP05ED OFF-51TE FACE TO EXTEND 6" MIN BELOW (SPADE UN -MORTARED HEAD - JOINT WEEP HOLES IST COURSE ABOVE F.S. a 45"0o a MORE THAN 16" RET. SEE DTL. GI/ -- #4 CONT. a IST COURSE �- 6"x2" GAP BLOCK #4 HORIZ. DONT. e TOP OF WALL PROVIDE REDUCED VERTICAL BAR SPACING 4 ADDL. FTG. WIDTH WHERE WITHIN < ,rte FROM FREE END OF WALLS, TYP. (NOT AT CORNERS) --6" FULLY OROUTED GMU w/ #4 VERTS a 52l CENTERED IN WALL w/ #4 HORIZ. a 32"oc TYP. AT MORE THAN 16" RET. PROVIDE "MIRADRAIN" PRE -FABRICATED DRAINAGE SYSTEM, SEE C,2/- FOR GRAVEL ALTERNATE -#4 FTC,. DOWEL a 16'M., CENTERED IN WALL. (5) 04 CONT. (4) 04 CONT- a - P END -ZONE. �f - a _ J 8'8"MAX, WALL-2=8°MAXRET. SEE CIVIL DW&s FOR ORIENTATION OF PL's REFER TO CIVIL SHEETS FOR LOCATION OF WALLS. SPLIT FACE BLOCK e EXPOSED OFF-SITE FACE TO EXTEND 6" MIN BELOW &RADE HEAD JOINT WEEP HOLES IST COURSE ABOVE F.6.0 it e MORE THAN 16" RET. SEE M. GI/-. *4 DONT. a IST COU -8"x2" GAP BLOCK -fro HORIZ- CONT. e TOP OF WALL ,6" FULLY GROUTED CMU K/ #4 VERT5 a 52"oc CENTERED IN WALL VI/ #4 Hot a 52"oc TYP. HORIZ. CONT. 0" FULLY GROUTED CMU w/ 04 VERT5 a 16"oc CENTERED IN IN WALL w/ #4 HORIZ. a 52"oc TYP. AT MORE THAN 16" RET. r PROVIDE "MIRADRAIN" e PRE -FABRICATED DRAINA&E SYSTEM, SEE 02/- FOR GRAVEL ALTERNATE -#4 FT(5. DOWEL a CENTERED IN WALL. (4) #4 CONT. TT 10y-0"MAX° WALL - 3f-6"MAXRET. Division 3.1 - Cast -In -Place Concrete D CO p 3.1.1 A11 cencrete construction shall conform IO ACI 318-11, "Building Code Requirements for Reinforced Db Db =BAR DIAMETER Db m Concrete". O o' 3.1.2Cemenl shall conform to ASTM G150, Type II. 4D OR D =FINISHED INSIDE BEND DIA. Q 3.1.3Aggregates for normal -weight concrete shall be hard nock and shall conform to ASTM -C33. Maximum 2 7/2" MI D = 6D5FOR #3 THROUGH #8 aggregate size shall be'/"" for elements that are 12 inches or smaller in the least direction and 1-1/2 inches for all other elements. D= 8DbFOR #9, #10, AND #11 3.1.4Ready-mix concrete shall be delivered and mixed in accordancewith ASTM 094. Maximum slump for all 180 -DEG D= 10DyFOR #14 AND #18 90 -DEG concrete at the point of placement shall be 4 inches, or the design placement (as submitted with the foal design) plus one inch except where superplasticisin9 agents are used as approved by the Engineer BAR ON 517E SEE CIVIL DW6o FOR SIZE ORIENTATION OF PL's J D dl GFT. MAX CHAIN LINK D FENCE POST BY OTHERS 5" 3" 2 114" IN CELL W/O VERT. 21/4" tot 6" (PROVIDE I'-4" MIN. 3" 8° 3" EMBEDMENT) N5'x2" 5" 3 3/4" 10" GAP BLOCK, REFER TO CIVIL SHEETS 8" 6" 4112- i DRILL 4 SLEEVE a PIPE FOR LOCATION OF WALLS. #7 10" 7" ' #4 HORIZ. CONT. SPLIT FACE BLOCK o EXPOSED OFF-SITE FACE TO EXTEND 6" MIN BELOW GRADE UN -MORTARED HEAD JOINT WEEP HOLES IST COURSE ABOVE F.S. a 46"oc a MORE THAN 16" RET. SEE DTL. GI/-. #4 CONT. a IST COUR4 6" FULLY &ROUTED CMU w/ 04 VERTS a 16"0o CENTERED IN IN WALL w/ #4 HORIZ. a 52"oc TYP. AT MORE THAN 16" RETAINING PROVIDE "MIRADRAIN" PRE -FABRICATED DRAINAGE SYSTEM SEE C,2/- FOR 6RAVEL ALTERNATE -04 FTC,. DOWEL e 16"oc., CENTERED IN WALL. 3' 6" MAX RET. STEM WALL W FENCE ON -51 TE 05 TIES e 12'x12"x6' SPLIT FACE PILASTER BLOCK. SEE CIVIL OMS5 FOR LOCATION/SPACING, F,�21 W REINF. BELOW TOP BAR AT EXP. JT. TYP. BACKER ROD 4 /1 ----*4 HORIZ. a TOP CAULK TYP. EA. OF WALL GOVT 510E EXP. JT. THRU PILASTER �Or TFSR OFF-51TE ANY MORTAR EA. FACE OF JOINT w/ BALKER ROD 4 1/4' OF CAULK TO EXTEND 6' BELOW &RADE A\PILASTER DETAIL SEE CIVIL DW69 FOR ORIENTATION OF PLis -6"x2" GAP BLOCK -*4 HORIZ. CONT. e TOP OF WALL PROVIDE REDUCED VERTICAL BAR SPACINS 4 ADDL. FTG. WIDTH WHERE WITHIN < W -O' FROM FREE END OF MALLS, TYP. (NOT AT CORNERS) FULLY GROUTED CMU w/ #4 VERT5 a 52"oc CENTERED IN WALL w/ #4 HORIZ- o 52"oc TYP. CONT. a IST COURSE 04 FTG. DOWEL a 16"oc-, CENTERED IN WALL. POW] 8=8"MAX° WALL - 2' 8"MAX RET° 1"= 1,-a" SEE CIVIL DW6s FOR ORIENTATION OF PL's NOM_ REFER TO CIVIL SHIMT5 FOR LOCATION OF WAI15. SPLIT FACE BLOCK a EXP05ED OFF-51TE FACE TO EXTEND 6" MIN BELOW (SPADE UN -MORTARED HEAD - JOINT WEEP HOLES IST COURSE ABOVE F.S. a 45"0o a MORE THAN 16" RET. SEE DTL. GI/ -- #4 CONT. a IST COURSE �- 6"x2" GAP BLOCK #4 HORIZ. DONT. e TOP OF WALL PROVIDE REDUCED VERTICAL BAR SPACING 4 ADDL. FTG. WIDTH WHERE WITHIN < ,rte FROM FREE END OF WALLS, TYP. (NOT AT CORNERS) --6" FULLY OROUTED GMU w/ #4 VERTS a 52l CENTERED IN WALL w/ #4 HORIZ. a 32"oc TYP. AT MORE THAN 16" RET. PROVIDE "MIRADRAIN" PRE -FABRICATED DRAINAGE SYSTEM, SEE C,2/- FOR GRAVEL ALTERNATE -#4 FTC,. DOWEL a 16'M., CENTERED IN WALL. (5) 04 CONT. (4) 04 CONT- a - P END -ZONE. �f - a _ J 8'8"MAX, WALL-2=8°MAXRET. SEE CIVIL DW&s FOR ORIENTATION OF PL's REFER TO CIVIL SHEETS FOR LOCATION OF WALLS. SPLIT FACE BLOCK e EXPOSED OFF-SITE FACE TO EXTEND 6" MIN BELOW &RADE HEAD JOINT WEEP HOLES IST COURSE ABOVE F.6.0 it e MORE THAN 16" RET. SEE M. GI/-. *4 DONT. a IST COU -8"x2" GAP BLOCK -fro HORIZ- CONT. e TOP OF WALL ,6" FULLY GROUTED CMU K/ #4 VERT5 a 52"oc CENTERED IN WALL VI/ #4 Hot a 52"oc TYP. HORIZ. CONT. 0" FULLY GROUTED CMU w/ 04 VERT5 a 16"oc CENTERED IN IN WALL w/ #4 HORIZ. a 52"oc TYP. AT MORE THAN 16" RET. r PROVIDE "MIRADRAIN" e PRE -FABRICATED DRAINA&E SYSTEM, SEE 02/- FOR GRAVEL ALTERNATE -#4 FT(5. DOWEL a CENTERED IN WALL. (4) #4 CONT. TT 10y-0"MAX° WALL - 3f-6"MAXRET. Division 3.1 - Cast -In -Place Concrete D CO p 3.1.1 A11 cencrete construction shall conform IO ACI 318-11, "Building Code Requirements for Reinforced Db Db =BAR DIAMETER Db m Concrete". O o' 3.1.2Cemenl shall conform to ASTM G150, Type II. 4D OR D =FINISHED INSIDE BEND DIA. Q 3.1.3Aggregates for normal -weight concrete shall be hard nock and shall conform to ASTM -C33. Maximum 2 7/2" MI D = 6D5FOR #3 THROUGH #8 aggregate size shall be'/"" for elements that are 12 inches or smaller in the least direction and 1-1/2 inches for all other elements. D= 8DbFOR #9, #10, AND #11 3.1.4Ready-mix concrete shall be delivered and mixed in accordancewith ASTM 094. Maximum slump for all 180 -DEG D= 10DyFOR #14 AND #18 90 -DEG concrete at the point of placement shall be 4 inches, or the design placement (as submitted with the foal design) plus one inch except where superplasticisin9 agents are used as approved by the Engineer BAR DIMENSION OF STANDARD 180 -DEG HOOKS, ALL GRADES DIMENSION OF STANDARD 90 -DEG HOOKS, ALL GRADES SIZE AORG J D AORG D #3 5" 3" 2 114" 6" 21/4" tot 6" 4" 3" 8° 3" #5 7" 5" 3 3/4" 10" 3 3/4" #6 8" 6" 4112- 1'-0" 4 1/2" #7 10" 7" 5 1/4" V-2-' 5 1/4" #8 11" 8" 6" 1'4" 6- #9 1'-0" 113/4" 91/2" 1'-7" 91/2" #10 1'5" 1A 1/4" 103/4" 1'-10" 103/4" #11 V-7" V-2 314" 12' 2'4" 12" #14 2'-3" V-9 314" 18 1/4" 2'-7" 18 1/4' #18 S -O" 74 1/2".',. 24" T-5" 24" 3.1.SAII concrete shall conform to one of the following classes, as required. Class Application 28 -Day Strength Whew A Foundations 2500 psi Normal 3.1.6Concrete mixes shall be designed by a qualified Testing Laboratory and reviewed by the Engineer prior to use. The Contractor may propose use of mixes successfully incorporated on past projects. Submit certified test data and batch proportions for such mixes. 3.1.7Air-entraining and water- reducing admixtures may be used with prior approval of the Engineer. Admixtures containing calcium chloride will not be approved. 3.1.13A11 reinforcing steel, anchor bolts, dowels and other inserts shall be well secured in position prior to placement of concrete. 3.1.9Exposed comers of all beams, columns, walls, etc. shall be provided with a'"/" inch chamfer, U.N.O. 3.1.10Side forms for concrete elements, shall not be removed sooner than three days after concrete placement, except as approved by the Engineer. Approval will not be. given unless the concrete has attained a compressive strength of at least 2000 psi, as demonstrated by test cylinders. 3. 1.11 Bottom forms of concrete elements, including forms for slabs and beam soffits, shall not be removed until the concrete has attained at least 75% of its specified concrete strength, as demonstrated by test cylinders, 3.1.12Upper surfaces on concrete elements and all surfaces with forms shipped sooner than 7 - days following placement of concrete shall be coated with a liquid membrane curing compound. Other curing methods may be used, If approved by the Engineer prior to application. BAR SIZE SIZE D - 135' 3.1.13Refer to architectural, mechanical and electrical drawings for the sizes and locations of openings in A OR G #3 TO #5 #3 1 1/2" concrete slabs. All penetrations larger than 12 inches shall be formed. 4" 6DbOR D =BEND DIAMETER 2" 3.1.14Concrete volumes may vary from those implied by these drawings or due to overexcevation or form 4 1/2" 2 1/2" MIN. #5 21/2" flexibility. The Contractor shall include costs for overfill of concrete volume as appropriate. 5112' 33/4" #6 4 1/2" 1'-0" 3.1.15Non-shrink grout shall be 4 1/2" #6 TO #8 1 114" 1'-2" 9" Sika Grout 212", manufactured by Sika Corporation, or approved equal. #8 2D1b 1'4" 10 1/2" 6" O w HOOK HOOK Division 3.2 - Reinforcement for Concrete and Masonry AORG F- m AORG 69bOR � = 3.2.iReinforcemenl shall be deformed bars conforming to ASTM A-615, Grade 60, or ASTM A-706, Grade 60, for reinforcing here to be welded. 2 1/2" 3.2.20etalling, bending, and placing of reinforcing shall conform to the Concrete Reinforcing Steel Institute a A MIN. O D "Manual of Standard Practice" and ACI Detailing manual 315. GO z z O O O i z O O Z Z O (, 3.2.35uitable devices shall be used to hold all reinforcing and embodiments in their proper positions during J m G J m N J m concrete placement. Z p b r w F w Db 3.2AReinfoming steel shall be provided with the following amounts of concrete cover. w O p A w E O D b w O 2 Ei Concrete Description Cover D D D Concrete Deposited Against Earth 3" w Concrete Exposed to Earth or Weather #6 Bar and Larger: 2" #5 Bar and Smaller: 1 %" BEAM BEAM R BEAM Concrete Not Exposed to Earth or Weather CL Q- CL Slabs, Walls and Joists - 90 -DEG 135 -DEG 135 -DEG #11 Bar and Smaller: 3/4" Column Verticals, Ties, Stirrups, Spirals 1 1/2" STFRAP HOOKS 8BMAC 1911119WiTE (TIE BENDS SIMILAR) 3.2.5Any reinforcing bars may be spliced with mechanical couplers.: Couplers shall conform to the re uirements for e 2 per UBC 1921.2.6.1.2. Couplers shall be of uni-axial e. See specifications 9 tyP P W tyP BAR SIZE SIZE D D 135' AORG G A OR G APPROX. H #3 1 1/2" 4" 4" 2 1/2" #4 2" 4 112" 4 1/2" 3' #5 21/2" 6" 5112' 33/4" #6 4 1/2" 1'-0" 8" 4 1/2" #7 1 114" 1'-2" 9" 5 1/4" #8 fi" 1'4" 10 1/2" 6" 135° SEISMIC HOOK SIZE D I A OR G APPROX. H #3 1 1/2" 5' 3 112" #4 2" 6 1/2" 4 112" 24" 2 112" 8" 5 112" N.A. N.A. N.A. 41/2" it" 6112" L#7#8 51/4' 1'-0 1/2" 7314" N.A. 6" 1'-21/2" 9" Tor aaur anu approval requirements. 3.2.61rhe minimum lap length for contact lap splices in cast -in-place concrete shall be per detail A21-. 3.2.7A minimum clearance of 2 -bar diameters shall be maintained between adjacent bare, except at contact lap splices. Division 4.0 - Masonry 4.0.1 Design F'm = 1500 psi for this project. Pro shall be verified in accordance with Section 1705.4 of the 2016 California Building Code using either the unit strength method or prism test method as required. 4.0.2 Concrete mason units shall conform to ASTM C-90 T I units. Net Area Compressive strength of units masonry Type P 9 shall be 1900 psi as tasted in accordance with ASTM C 140. 4.0.3 Mortar shall be Type S and be proportioned in accomance with ASTM C 270 to attain a 28 day compressive strength of 1800 psi as tested using two-inch cubes in accordance with ASTM C 109. STANDARD HOOK DETAILS 4.0.4 Grout shall C proportioned to attain a f 1 part compressive strength 3 a 2000 psi as tested in accordance with ASTM C 1019. Use a minimum of 1 pert Portland cement to 3 parts sand. Add 1 pound of Sika ' Grout Aide Type II, or equal per 100 lbs. of cememitious material. One to two parts of pea gravel shall be used where the least clear dimension exceeds 2 inches. Not mare than 5% of the pea gravel shall pass the No. 8 sieve and 100% shall pass the 3/8 inch sieve. 4.0.5Reinforcing steel shall conform to ASTM A-615, Grade 60. 4.0.61-ap all bare 72 -bar diameters. 4.0.7Minimum reinforcement clearance to face shall shall be one bar diameter or % inch, whichever is greater. 4.0.813lefore block is placed on concrete, thoroughly clean concrete of all laitance and loose material. Roughen as in a concrete constructionIo int. LAP LENGTH F'G = 2 500 si W J BAR SIZE #3 114 #5 #6 #7 1te iF9 #10 #11 BOTTOM BAR 18" 24" 30" N.A. N.A. N.A. N.A. N.A. N.A. TOP BAR 24" 31" 39' IN.A.1N.A.1N.A.1N.A.1 J N.A. N.A. 4.0.gCancrete block mason shall be built o preserve unobstructed vertical continuity of cells. All head and masonry pr lost ce N a end joints shall be solidly filled with mortar for a distance from the face or the wall (or unit) inward not less than the thickness of the face shell. Bond shall be provided by lapping successive courses or by equivalent mechanical anchorage. 4.0.10 Bath low -lift and/or hi h4ift grouted construction shall conform to CBC Section 2104. Cleanout 9 WIRE TOGETHER OR PROVIDE d, OR 1" MIN. CLEARANCE1 MAX. SEE TABLE 6 FOR LENTGH NOTES: 1. SPLICES ARE SHOWN IN INCHES AND SHALL CONFORM TO CLASS "B' SPLICES AS PER ACI 31814. 2. SPLICE LENGTHS ASSUME THE MODIFICATION FACTORS OF ACI 318 SECTIONS 25.4 ARE 1.0. FOR OTHER CONDITIONS PROVIDE SPLICE LENGTHS IN ACCORDANCE WITH ACI 318-14. 3. USE THE SPLICE LENGTH GIVEN FOR TOP BARS WHEN MORE THAN 12" OF CONCRETE IS CAST BELOW HORIZONTAL BARS IN MEMBER. USE THE SPLICE LENGTH GIVEN FOR BOTTOM BARS FOR ALL OTHER CONDITIONS. REINFORCING BAR LAP LENGTHS lL openings hall be provided at the bottom of all reinforced cells where rout lift exceeds 4'-0". An P 9 Y overhanging mortar or other obstruction or debris shall be removed from the inside of such cells. The cleanouts shall be sealed after inspection and before grouting. Mechanically vibrate all grout pours. 4.0.11 Vertical reinforcing shall be held in position at top and bottom and at intervals not exceeding 192 -bar diameters. 4.0.12 All calls shall be filled solidly with grout. All grouting shall be done under the continuous observation of a qualified Inspector as indicated on plans. 4.0.13 When grouting is stopped for one hour or longer, horizontal construction joints shall be formed by sopping the pour of groul'h inch below the op of the uppermost unit. 4.0.14Every vertical bar in walls shall lap 48 -bar diameters with a dowel of the same size and spacing extending from the foundation. Locate vertical minforcing at center ine of wall unless shown or noted otherwise. Carty each dowel to within 3 -inches of the bottom of the foundation and terminate with a standard hook. Alternate orientation of dowels. Dowels shall be straight and plumb. 4.0.15 Place all horizontal bare in bond beam units. When two bars are used, stagger laps a minimum of 5'-0". 4.0.16Provide (2) #5 bars with matching footing dowels (full -height of the wall at jambs and extending a minimum of 2'-0" past edges of openings at head and sill) each side of all openings and each end of all walls, unless noted otherwise on plans. 4.0.17 All embedded items (bolts, straps, etc.) shall be secured in place prior to grouting. Cul a hole in the face shell to attain a minimum of one -inch grout around all embedded items. 4.0.18AII bolts in masonry shall be ASTM A307 headed (or beth) anchor bolts. 4.0.191.1se open-end block for all stock bond construction. V V WALL OR FTG 2S+D/2 STEMWALL TVP. PER 2S MIN. CONTROL DIM "S" TABLE 18" MAX. TOP BARS 2" CLR. U.N.O. smr 14 TG PTT. BARS 1 2 cam (1 #5 MIND 2 FTG BOTT. BARS 3°CLR. CLASS NOTES: (1 #5 MIN.) T-0"MIN. 1. CONTINUE STEPPING FTG. AS NEEDED TO REACH REDID. DEPTH. 2. SEE PLANS, SCHEDULES & DETAILS FOR FTG. WIDTH, DEPTH, & REINFORCING REQUIREMENTS. 3. ALL FTG. REINFORCING STEEL TO BE 3" CLEAR OF CONCRETE SURFACES, TYP. 4. "D"= FTG. DEPTH. 5. "S"= STEP DIMENSION. 6. SEE DETAIL A2/- FOR REBAR LAP & DEVELOPMENT LENTGHS. STEPPED CONCRETE FOOTING General Notes: Division 1.0 - General 1.0.1 All construction shall conform to the requirements of the 2016 California Building Code. 1.0.2 The design is based on the following live load information: Roof Loads: N.A. Floor Loads: N.A. 1.0.3 The foundation design is based on a geotechnical investigation prepared by Salem Engineering Group, Report #2-219-0059, dated February 20, 2019. Earth Design Pressures: Bearing: DL Only = 1,750 Pat, DL + ST = 3,575 psi (including short-term loads) Active Pressure= 34 petit Passive Pressure = 300 psf/ft 11/3 increase for short-term loads 1.0.4 Wind Design is based on the following criteria: Basic Wind Social VuLt = 110 mph Exposure = B. 1.0.5 Seismic design is based on the folbvring criteria: Soil Site Class = Sp Ss = 01.009g : %a = 0,737 1.0.6 All omissions and conflicts between the various elements of the drawings and/or specifications shall be brought to the attention of the Engineer before proceeding with any work so involved. 1.0.7 The ccntmclor shall verify all dimensions and conditions prior to the start of any construction or (abdication. Any discrepancies between conditions found and those shown on the plans shall be brought to the attention of the Engineer for clarification before work proceeds. 1.0.6 Where a construction detail is not shown or noted, the detail shall be the same as for similar work. 1.0.9 Details labeled as "typical' along with notes and details on the structural drawings indicate the method of work, and are to be used where they apply. Unless the condition is specifically detailed or reinforced, use typical details whether or not they are cross-referenced elsewhere. 1.0.10AII structural members and elements shown on the drawings are new, unless noted "(E)" for existing work. 1.0.11 Dimensions, unless noted otherwise, are to centerline of steel framing, to the face of concrete surfaces, to the face of masonry surfaces, to the face of wood framing, or to the top of slab. 1.0.12 The structure Is designed to be self-supporting when complete. Temporary bracing of structural members may be required during construction when support of such members in the final configuration will be provided by elements that are to be constructed later in the Project schedule. It is the Contractor's sole responsibility to design and provide adequate shoring, bracing and formwork, etc., as required for the protection of life and property during construction. Division 1.4 - Quality Control, Inspections, Tests, and Reports 1.4.1 All required inspections and test shall be performed by a Testing and Inspection Agency. All inspectors shall be ICC certified for the type of inspection being performed. A list of inspectors to be assigned to the project shall be provided to the presiding building department for approval Prior to issue of permit. 1.4.2 Special inspections in accordance with 2016 California Building Code Section 1704 are required for the following, unless specifically noted otherwise: Soils - Reference Section 1704.7 to be performed under the direction of Soils Report Design Professional. A. Sao Soils Report listed above for extent of field inspections to be provided by soils engineer. Concrete Construction - Reference Section 1705.3 A. Reinforcing steel placement- Periodic Inspection B. Verify Use of Approved Mix Design - Periodic Inspection C. Preparation of concrete test specimens & testing of slump for fc = 3000psi or greater - Corltinuous Insp. Masonry Construction - Reference Section 1705.4 A. Proportions of site -mixed mortar prior to construction - Periodic Inspection B. Reinforcing steel placement, size & grade - Periodic Inspection D. Verify gmut spaces are clean prior to grouting- Periodic Inspection E. Verify Use of Approved Grout Mix Design - Periodic Inspection F. Placement of grout - Continuous Inspection G. Preparation of grout specimens, mortar specimens, and/or prisms -Continuous Inspection 1.4.3 Copies of all inspection and lest reports shell be furnished to the Engineer and the presiding building department. 1.4.4 Contractor shall be responsible for removing and replacing all work that is determined by testing and inspection not to comply with specified standards, at no cost to the Owner. Structural Testing 1.4.5 All concrete with a specified compressive strength of 3000 psi or greater shall be tested in accordance with the 2016 California Building Code Section 1905.6 as follows: A. Testing agentshall prepare a sat of three lest cylinders for each Gass of concrete placed each day for each 50 cubic yams of concrete placed or portion there of, nor less than one set for each 1500 sq. h. of wall or slab surface area. B. From each set, test one cylinder at seven days & two cylinders at twenty-eight days. 1.4.6 All masonry materials shall be tested in accordance with the 2016 California Building Code, Section 2105.1 as follows: A. Testing agent shall prepare a set of four fest specimens for grout placed each day, for each 35 cubic .yams of grout placed or portion there of, nor less than less than one set for each 1500 sq. R of wall grouted. B. Testing agent shall prepare a set of four test specimens of mortar placed each day or for each 1600 sq, ft. of wall constructed. C. From each set of grout and mortar specimens, test one specimen at seven days & three specimens at twenty-eight da . n 1.4.7 Test reports shall be submitted to the Engineer of Record and the presiding Building Department for review. All deficiencies in work indicated by the lest reports to not comply with the contract documents shall be corected at the contractor's expense. Submittals 1.4.8 Prior to proceeding with the work, the Contractor shall submit the following to the Engineer for review: A.Mix designs for all grades of concrete and masonry grout, including certified test data on strength of sample batches.. B. Masonry materials data. C.Placement and shop drawings for all reinforcing. O. Manufacturers' catalog data and ICC - certified test data for any proprietary product proposed as a substitute for speed materials. 1.4.9 Submit the following to the Engineer for record: A.Results of concrete specimen compressive strength test reports. B. Results of grout and mortar specimen compressive strength test reports. 1.4.10 Review of submittals by the Engineer is only or general compliance with design intent. Review of the drawings does not relieve the Contractor of responsibility or completing work in accordance with the drawings and specifications. Contractor will. allow a minimum of 10 working days for review of all submittals, following receipt by the Engineer. Division 2.0 - Foundations 2.0.1 All foundation work shall be done in accordance with the provisions of the 2016 Califomia Building Code. 2.0.2 Foundations shall bear a minimum of 12" below lowest adjacent grade on compacted native soil. 2.0.3 All filling, backfilling, and compaction shall be done under the direction of a Registered Civil Engineer and must be compacted to a minimum density of 90% in accordance with ASTM D1557-02. 2.0.4 Prior to placement of fill beneath foundations, soils engineer shall inspect subgrade to confirm that suitable native soils have been exposed, Geotechnical engineer shall also inspect prepared grades for footings and foundations, prior to placement of reinforcing or forms. 2.0.5 Tops and bottoms of all foundations shall be parallel to maintain the footing thickness detailed and slope no more than 0.5%, as required to conform to op of footing elevations shown on the plans. 2.0.6 Foundations shall be cast In neat excavations of minimum dimensions shown and shall be increased 2 inches in width where excavations are loose. Use 2x12 plank or other suitable form at edge to protect against sloughing, as required. 2.0.7 Notify the Structural Engineer 48 hours before casting foundations. wlarzma � ssOrlala SKYLINE 410 Park Creek Dr. Phone: 559-298.6338 ering, Inc Clovis, CA 93611 Fax: 559.298-6308 W J U) Z SW to d ❑ O 0 J Lij w 0) J a - N O w F- m a D N A m w R R W J U) Z SW to d ❑ O J Lij w 0) J a - Q O F- m