Drawings_C25863016.pdf

CANYON TRAIL

PROJECT LOCATION

LAKE LLSANJO

WOODVIEW DRIVE

CUL-DE-SACSKYCREST DRIVE

PROJECT LOCATION

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CALIFORNIA DEPARTMENT OF PARKS AND RECREATION

ACQUISITION AND DEVELOPMENT DIVISION

TRIONE-ANNADEL STATE PARK DAM NO.1 OUTFALL PIPING DESIGN

6201 CHANNEL DRIVE, SANTA ROSA, CA 93452

SCOPE OF WORK

GENERAL NOTES

LOCATION MAP VICINITY MAP SITE ADDRESS

1. ALL MATERIALS SHOWN OR NOTED ON THE PLANS

ARE NEW UNLESS CALLED OUT OTHERWISE.

2. THE CONTRACTOR SHALL VISIT THE SITE AND

VERIFY ALL EXISTING CONDITIONS SHOWN OR

DIMENSIONED HERE. ANY DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE STATE

REPRESENTATIVE FOR RESOLUTION BEFORE

PROCEEDING WITH THAT PORTION OF THE WORK.

3. ALL WORK SHALL COMPLY WITH THE CURRENT

EDITION OF THE FOLLOWING LISTED CODES, AND

ALL OTHERS HAVING JURISDICTION OVER THE

WORK.

TITLE 19, CCR, PUBLIC SAFETY, SFM REGULATIONS.

2022 CA ADMINISTRATIVE CODE TITLE 24, PT 1.

2022 CA BUILDING CODE (CBC) TITLE 24, PT 2.

2022 CA ELECTRICAL CODE (CEC) TITLE 24, PT 3.

2022 CA MECHANICAL CODE (CMC) TITLE 24, PT 4.

2022 CA PLUMBING CODE (CPC) TITLE 24, PT 5.

2022 CA ENERGY CCR CODE (CBC) TITLE 24, PT 6.

2022 CA GREEN BUILDING STANDARDS TITLE 24, PT

11.

2022 CA REFERENCED STANDARDS TITLE 24, PT 12.

2022 ADA STANDARD FOR ACCESSIBLE DESIGN.

2022 THE SECRETARY OF THE INTERIOR'S

STANDARDS FOR THE TREATMENT OF THE

HISTORIC PROPERTIES.

4. CONDUCT ALL WORK IN ACCORDANCE WITH THE

LATEST SAFETY RULES AND REGULATIONS OF ALL

AUTHORITIES AND AGENCIES HAVING JURISDICTION

OVER THE WORK.

5. ALL WORK SHALL BE IN ACCORDANCE WITH THE

CONSTRUCTION DOCUMENTS. WHERE DETAILED

INFORMATION OR CLARIFICATION IS REQUIRED,

THE MATTER SHALL BE REFERRED TO THE STATE

REPRESENTATIVE FOR WRITTEN RESOLUTION.

6. THE CONTRACTOR SHALL NOT SCALE THE

DRAWINGS, BUT SHALL RELY ONLY ON THE

WRITTEN DIMENSIONS GIVEN. IF A DISCREPANCY

OCCURS OR NO DIMENSION IS GIVEN, THE

CONTRACTOR SHALL NOTIFY THE STATE

REPRESENTATIVE FOR WRITTEN CLARIFICATION

BEFORE PROCEEDING WITH THAT PORTION OF THE

WORK.

7. CONTOURS SHOWN THROUGHOUT PLAN SET ARE

AT 1' INTERVALS.

8. CONTRACTOR SHALL USE EXISTING CONTROL FOR

CONSTRUCTION STAKING PURPOSES.

9. CONTRACTOR SHALL VERIFY EXISTING

CONDITIONS PRIOR CONSTRUCTION AND NOTIFY

BKF ENGINEERS OF ANY DISCREPANCY.

TRIONE-ANNADEL STATE PARK IS SITUATED 60 MILES

NORTH OF SAN FRANCISCO ON THE EASTERN EDGE

OF SANTA ROSA. THE PROJECT INTENDS TO REPAIR

THE OUTLET PIPE FROM DAM NO.1 AT TRIONE-ANNDEL

STATE PARK BASED ON COMMENTS RECEIVED FROM

THE STATE. SCOPE OF WORK WILL INCLUDE GRADING,

INSTALLATION OF ON-GRADE PIPE WITH ANCHORS,

INSTALLATION OF A UTILITY VAULT TO HOUSE A GATE

VALVE, REMOVAL OF THE EXISTING PIPE AND

INSTALLATION OF ROCK SLOPE PROTECTION.

NOT TO SCALE NOT TO SCALE

6201 CHANNEL DRIVE,

SANTA ROSA, CA 95409

SONOMA COUNTY

CONC CONCRETE

EL ELEVATION

EX EXISTING

FL FLOW LINE

HDPE HIGH-DENSITY POLYETHYLENE

MIN MINIMUM

PR PROPOSED

SURVEY NOTES

PROJECT CONTROL

BENCHMARK

1. HORIZONTAL DATUM: THE HORIZONTAL DATUM IS

NAD83, CALIFORNIA STATE PLANE COORDINATE

SYSTEM, ZONE 3. UNITS ARE U.S. SURVEY FEET.

2. VERTICAL DATUM: ELEVATIONS ESTABLISHED IN THIS

SURVEY ARE NORTH AMERICAN VERTICAL DATUM OF

1988 (NAVD88). UNITS ARE U.S. SURVEY FEET.

TOPOGRAPHIC NOTES

1. UNAUTHORIZED CHANGES AND USES: THE

PROFESSIONAL PREPARING THIS MAP WILL NOT BE

RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED

CHANGES TO OR USES OF THIS MAP. CHANGES TO

THIS MAP MUST BE REQUESTED IN WRITING AND MUST

BE APPROVED BY THE PROFESSIONAL.

2. THE UTILITIES SHOWN HAVE BEEN LOCATED FROM

FIELD OBSERVATIONS ONLY. NO GUARANTEE THAT

THE UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES

IN THE AREA, EITHER IN SERVICE OR ABANDONED. NO

WARRANT IS MADE THAT THE UNDERGROUND

UTILITIES SHOWN ARE IN THE EXACT LOCATION

INDICATED AS THEY WERE NOT PHYSICALLY LOCATED.

SHEET INDEX

ABBREVIATIONS

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REVISIONS

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DATE

DESIGNED:

ACQUISITION &

DEVELOPMENT DIVISION

One Capitol Mall

95814-3229 Sacramento, CA

DATE:

CERTIFICATION #

Reviewed by Date

Reviewed by Date

Approval of this plan does not authorize or approve any omission of deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans shall be available on the project site at all times.

CALIFORNIA STATE FIRE MARSHAL- APPROVED

5/05/25

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PROPOSED PIPE - PLAN VIEW

SCALE: 1" = 5'

PROPOSED PIPE - PROFILE VIEW

SCALE: 1" = 5'

scale

1" = 5' feet

SITE ACCESS AND STAGING PLAN

NOTE TO SCALE

DPR ACCESS COMPLIANCE REVIEW

ACCESSIBILITY SECTION

SHEET NO.

OF

DRAWN:

REVISIONS

CHECKED:

DATE

DESIGNED:

ACQUISITION &

DEVELOPMENT DIVISION

One Capitol Mall

95814-3229 Sacramento, CA

DATE:

CERTIFICATION #

Reviewed by Date

Reviewed by Date

Approval of this plan does not authorize or approve any omission of deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans shall be available on the project site at all times.

CALIFORNIA STATE FIRE MARSHAL- APPROVED

5/05/25

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SECTION A-A

NOT TO SCALE

SECTION B-B

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DPR ACCESS COMPLIANCE REVIEW

ACCESSIBILITY SECTION

SHEET NO.

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DRAWN:

REVISIONS

CHECKED:

DATE

DESIGNED:

ACQUISITION &

DEVELOPMENT DIVISION

One Capitol Mall

95814-3229 Sacramento, CA

DATE:

CERTIFICATION #

Reviewed by Date

Reviewed by Date

Approval of this plan does not authorize or approve any omission of deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans shall be available on the project site at all times.

CALIFORNIA STATE FIRE MARSHAL- APPROVED

5/05/25

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ACCESSIBILITY SECTION

SHEET NO.

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DRAWN:

REVISIONS

CHECKED:

DATE

DESIGNED:

ACQUISITION &

DEVELOPMENT DIVISION

One Capitol Mall

95814-3229 Sacramento, CA

DATE:

CERTIFICATION #

Reviewed by Date

Reviewed by Date

Approval of this plan does not authorize or approve any omission of deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans shall be available on the project site at all times.

CALIFORNIA STATE FIRE MARSHAL- APPROVED

5/05/25

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PROJECT NOTES AND SPECIFICATIONS

GENERAL

1. REPRESENTATIVES FROM DIVISION OF SAFETY OF DAMS (DSOD) WILL PERIODICALLY INSPECT THE

WORK IN PROGRESS DURING CONSTRUCTION, INCLUDING THE MATERIALS BEING INCORPORATED

INTO THE WORKS, AS WELL AS THE TEST RESULTS AND DOCUMENTATION ASSOCIATED WITH THE

PROJECT. WORK SUBJECT TO DSOD JURISDICTION SHALL BE PERFORMED UNDER THE

CONTINUOUS SUPERVISION OF THE OWNER'S ENGINEER OR DESIGNATED REPRESENTATIVE, AND

UNDER THE RESPONSIBLE CHARGE OF A CIVIL ENGINEER LICENSED TO PRACTICE IN CALIFORNIA.

THE CONTRACTOR SHALL ALLOW DSOD REPRESENTATIVES ACCESS TO ALL LOCATIONS WITHIN

THE PROJECT BOUNDARIES. ALL COMMUNICATIONS WITH DSOD PERTAINING TO THE PROJECT

SHALL BE COORDINATED THROUGH THE OWNER’S ENGINEER OR DESIGNATED REPRESENTATIVE. A

72-HOUR (3 BUSINESS DAYS) NOTICE FROM THE OWNER’S ENGINEER/REPRESENTATIVE IS

REQUIRED TO SCHEDULE A DSOD INSPECTION. BEFORE SCHEDULING THE INSPECTION WITH DSOD

IT IS THE RESPONSIBILITY OF THE OWNER’S ENGINEER TO ENSURE THE ASPECT OF WORK IS

READY FOR DSOD INSPECTION AND APPROVAL

REFERENCES

1. GEOTECHNICAL REPORT: LIMITED GEOTECHNICAL INVESTIGATION, LAKE ILSANJO DAM

IMPROVEMENTS (STATE DAM #1-70)

SITE CLEARING

1. PROJECT CONDITIONS

A. EXCEPT FOR MATERIALS INDICATED TO BE STOCKPILED OR TO REMAIN THE PARK'S

PROPERTY, CLEARED MATERIALS ARE THE CONTRACTOR'S PROPERTY. REMOVE CLEARED

MATERIALS FROM SITE AND DISPOSE OF IN LAWFUL MANNER.

B. SALVAGEABLE IMPROVEMENTS: CAREFULLY REMOVE ITEMS INDICATED TO BE SALVAGED AND

STORE WHERE INDICATED ON PLANS OR WHERE DESIGNATED BY THE PARK'S

REPRESENTATIVE. AVOID DAMAGING MATERIALS DESIGNATED FOR SALVAGE.

C. UNIDENTIFIED MATERIALS;

C.A. IF UNIDENTIFIED MATERIALS ARE DISCOVERED, INCLUDING HAZARDOUS MATERIALS

THAT WILL REQUIRE ADDITIONAL REMOVAL OTHER THAN IS REQUIRED BY THE CONTRACT

DOCUMENTS, IMMEDIATELY REPORT THE DISCOVERY TO THE PARK'S REPRESENTATIVE.

C.B. IF NECESSARY, THE PARK'S REPRESENTATIVE WILL ARRANGE FOR ANY TESTING OR

ANALYSIS OF THE DISCOVERED MATERIALS AND WILL PROVIDE INSTRUCTIONS REGARDING

THE REMOVAL AND DISPOSAL OF THE UNIDENTIFIED MATERIALS.

2. PREPARATION

A. PROTECT AND MAINTAIN BENCHMARKS AND SURVEY CONTROL POINTS DURING

CONSTRUCTION.

B. LOCATE AND CLEARLY FLAG TREES AND VEGETATION TO REMAIN OR TO BE RELOCATED.

C. PROTECT EXISTING SITE IMPROVEMENTS TO REMAIN DURING CONSTRUCTION.

3. TREE REMOVAL

A. REMOVE TREES DESIGNATED FOR REMOVAL PRIOR TO THE CONSTRUCTION OF NEW

IMPROVEMENTS IN THE VICINITY:

A.A. WHEN DEMOLISHING TREES INDICATED TO BE REMOVED WITHIN AREAS FOR NEW

PAVEMENT OR HARDSCAPE, REMOVE TREE, STUMP TO A DEPTH OF TWO (2) FEET

BELOW FINISH GRADE, AND ALL ROOTS LOCATED IN THE TOP TWELVE (12) INCHES OF

SOIL. REMOVE WOOD CHIPS CREATED FROM GRINDING PROCESS DOWN TO REMAINING

STUMP THEN REFILL VOID AND RE-COMPACT TO 80% RELATIVE COMPACTION. USE IMPORT

SOIL AS INDICATED IN SPECIFICATIONS FOR THIS PURPOSE.

A.B. WHEN DEMOLISHING TREES INDICATED TO BE REMOVED WITHIN NEW LANDSCAPED AREAS,

REMOVAL SHALL BE DONE IN ONE OF THE FOLLOWING WAYS:

A.B.A. FOR TREES LOCATED IN ACCESSIBLE AREAS, REMOVE TREE AND GRIND STUMP TO

FOUR (4) INCHES BELOW FINISH GRADE. BACKFILL THE VOID AND RE-COMPACT TO

80% RELATIVE COMPACTION. USE IMPORT SOIL AS INDICATED IN SPECIFICATIONS

FOR THIS PURPOSE. DO NOT REMOVE EXISTING ROOTS.

A.B.B. FOR TREES LOCATED IN INACCESSIBLE AREAS, CUT STUMP FLUSH WITH FINISH

GRADE, AND COVER WITH 3 INCHES OF BARK MULCH. DO NOT GRIND THE STUMP AND

DO NOT REMOVE EXISTING ROOTS.

B. PERFORM TREE REMOVAL WORK IN A SAFE AND PROPER MANNER, ADHERING TO CAL-OSHA

TREE WORK PROTECTION STANDARDS AND ANSI A300 STANDARDS.

C. ALL TREES TO BE DEMOLISHED SHALL BE REMOVED IN SUCH A WAY AS TO NOT DAMAGE

BRANCHES, TRUNKS, OR ROOT SYSTEMS OF ADJACENT TREES.

D. DO NOT REMOVE OR PRUNE TREES WITHOUT FIRST SECURING A PERMIT FROM THE

APPROPRIATE AGENCY.

E. PRUNE TO THE STANDARDS OF THE INTERNATIONAL SOCIETY OF ARBORISTS AND TO ANSI

A300.

4. RESTORATION

A. RESTORE DAMAGED IMPROVEMENTS TO THEIR ORIGINAL CONDITION, AS ACCEPTABLE TO THE

PARK'S REPRESENTATIVE.

B. REPAIR OR REPLACE TREES AND VEGETATION INDICATED TO REMAIN THAT ARE DAMAGED BY

CONSTRUCTION OPERATIONS, AS DIRECTED BY THE PARK'S REPRESENTATIVE.

B.A. EMPLOY A QUALIFIED ARBORIST, LICENSED IN JURISDICTION WHERE THE PROJECT IS

LOCATED, TO SUBMIT DETAILS OF PROPOSED REPAIRS AND TO REPAIR DAMAGE TO TREES

AND SHRUBS.

B.B. REPLACE TREES THAT CANNOT BE REPAIRED AND RESTORED TO FULL-GROWTH STATUS,

AS DETERMINED BY THE PARK'S REPRESENTATIVE.

5. UTILITIES

A. LOCATE, IDENTIFY, DISCONNECT, AND SEAL OR CAP OFF UTILITIES INDICATED TO BE REMOVED

OR ABANDONED.

B. EXISTING UTILITIES: DO NOT INTERRUPT UTILITIES SERVING FACILITIES OCCUPIED BY PARK'S

REPRESENTATIVE OR OTHERS UNLESS AUTHORIZED IN WRITING BY THE PARK'S

REPRESENTATIVE, AND THEN ONLY AFTER ARRANGING TO PROVIDE TEMPORARY UTILITY

SERVICES ACCORDING TO REQUIREMENTS INDICATED.

C. DO NOT PROCEED WITH UTILITY INTERRUPTIONS WITHOUT THE PERMISSION OF THE PARK'S

REPRESENTATIVE AND UTILITY COMPANY AFFECTED. NOTIFY PARK'S REPRESENTATIVE AND

UTILITY COMPANY AFFECTED TWO WORKING DAYS PRIOR TO UTILITY INTERRUPTIONS.

D. EXCAVATE AND REMOVE UNDERGROUND UTILITIES THAT ARE INDICATED TO BE REMOVED.

E. FILL ABANDONED PIPING WITH CEMENT SLURRY.

F. SECURELY CLOSE ENDS OF ABANDONED PIPING WITH TIGHT FITTING PLUG OR CEMENT

SLURRY MINIMUM 6 INCHES THICK.

6. CLEARING AND GRUBBING

A. AREAS TO BE GRADED SHALL BE CLEARED OF EXISTING VEGETATION, RUBBISH, EXISTING

STRUCTURES, AND DEBRIS.

B. REMOVE OBSTRUCTIONS, SHRUBS, GRASS, AND OTHER VEGETATION TO PERMIT

INSTALLATION OF NEW CONSTRUCTION. REMOVAL INCLUDES DIGGING OUT STUMPS AND

OBSTRUCTIONS AND GRUBBING ROOTS.

C. DO NOT REMOVE TREES, SHRUBS, AND OTHER VEGETATION INDICATED TO REMAIN OR TO BE

RELOCATED.

D. USE ONLY HAND METHODS FOR GRUBBING WITHIN DRIP LINE OF REMAINING TREES.

7. SITE STRIPPING

A. STRIPPINGS AND SPOILS SHALL BE DISPOSED AT AN OFF-SITE LOCATION, PER GEOTECHNICAL

RECOMMENDATIONS.

B. REMOVE VEGETATION BEFORE STRIPPING SOIL.

C. SURFACE SOILS THAT CONTAIN ORGANIC MATTER SHOULD BE STRIPPED. IN GENERAL, THE

DEPTH OF REQUIRED STRIPPING WILL BE RELATIVELY SHALLOW (I.E. LESS THAN 2 INCHES);

DEEPER STRIPPING AND GRUBBING MAY BE REQUIRED TO REMOVE ISOLATED

CONCENTRATIONS OF ORGANIC MATTER OR ROOTS.

D. REMOVE TRASH, DEBRIS, WEEDS, ROOTS, AND OTHER WASTE MATERIALS.

E. STOCKPILE SOIL MATERIALS DESIGNATED TO REMAIN ON SITE AT A LOCATION APPROVED BY

THE PARK'S REPRESENTATIVE AT A LOCATION AWAY FROM EDGE OF EXCAVATIONS WITHOUT

INTERMIXING WITH SUBSOIL. GRADE AND SHAPE STOCKPILES TO DRAIN SURFACE WATER.

COVER TO PREVENT WINDBLOWN DUST.

F. DO NOT STOCKPILE SOIL WITHIN DRIP LINE OF REMAINING TREES.

8. SITE IMPROVEMENTS

A. REMOVE EXISTING ABOVE- AND BELOW-GRADE IMPROVEMENTS AS INDICATED AND AS

NECESSARY TO FACILITATE NEW CONSTRUCTION.

9. DISPOSAL

A. REMOVE SURPLUS SOIL MATERIAL, UNSUITABLE SOIL, OBSTRUCTIONS, DEMOLISHED

MATERIALS, AND WASTE MATERIALS, INCLUDING TRASH AND DEBRIS, AND LEGALLY DISPOSE

OF THEM OFF THE PARK'S PROPERTY.

EARTH MOVING

1. EARTHWORK QUALITY ASSURANCE

A. PROVIDE AN INDEPENDENT TESTING AGENCY QUALIFIED ACCORDING TO ASTM E329 TO

CONDUCT SOIL MATERIALS AND ROCK DEFINITION TESTING, AS DOCUMENTED ACCORDING TO

ASTM D3740 AND ASTM E548.

B. CONFORM ALL WORK AND MATERIALS TO THE RECOMMENDATIONS OR REQUIREMENTS OF

THE GEOTECHNICAL REPORT AND MEET THE APPROVAL OF THE GEOTECHNICAL ENGINEER.

C. CONFORM ALL WORK IN ACCORDANCE WITH CALTRANS STANDARD SPECIFICATION SECTION

17, GENERAL AND SECTION 19, EARTHWORK.

D. PERCENTAGE OF COMPACTION SPECIFIED SHALL BE THE MINIMUM ACCEPTABLE. THE

PERCENTAGE REPRESENTS THE RATIO OF THE DRY DENSITY OF THE COMPACTED MATERIAL

TO THE MAXIMUM DRY DENSITY OF THE MATERIAL AS DETERMINED BY THE PROCEDURE SET

FORTH IN ASTM D1557.

E. PERFORM EXCAVATION, FILLING, COMPACTION AND RELATED EARTHWORK UNDER THE

OBSERVATION OF THE GEOTECHNICAL ENGINEER. MATERIALS PLACED WITHOUT APPROVAL

OF THE GEOTECHNICAL ENGINEER WILL BE PRESUMED TO BE DEFECTIVE AND, AT THE

DISCRETION OF THE GEOTECHNICAL ENGINEER, SHALL BE REMOVED AND REPLACED AT NO

COST TO THE PARK. NOTIFY THE GEOTECHNICAL ENGINEER AT LEAST 24 HOURS PRIOR TO

COMMENCEMENT OF EARTHWORK AND AT LEAST 48 HOURS PRIOR TO TESTING.

F. THE GEOTECHNICAL ENGINEER WILL PERFORM OBSERVATIONS AND TESTS REQUIRED TO

ENABLE HIM TO FORM AN OPINION OF THE ACCEPTABILITY OF THE PROJECT EARTHWORK.

CORRECT EARTHWORK THAT, IN THE OPINION OF THE GEOTECHNICAL ENGINEER, DOES NOT

MEET THE REQUIREMENTS OF THESE TECHNICAL SPECIFICATIONS AND THE GEOTECHNICAL

REPORT.

G. UPON COMPLETION OF THE CONSTRUCTION WORK, CERTIFY THAT ALL COMPACTED FILLS AND

FOUNDATIONS ARE IN PLACE AT THE CORRECT LOCATIONS, AND HAVE BEEN CONSTRUCTED IN

ACCORDANCE WITH SOUND CONSTRUCTION PRACTICE. IN ADDITION, CERTIFY THAT THE

MATERIALS USED ARE OF THE TYPES, QUALITY AND QUANTITY REQUIRED BY THESE

TECHNICAL SPECIFICATIONS AND THE GEOTECHNICAL REPORT. THE CONTRACTOR SHALL BE

RESPONSIBLE FOR THE STABILITY OF ALL FILLS AND BACKFILLS CONSTRUCTED BY HIS

FORCES AND SHALL REPLACE PORTIONS THAT IN THE OPINION OF THE GEOTECHNICAL

ENGINEER HAVE BEEN DISPLACED OR ARE OTHERWISE UNSATISFACTORY DUE TO THE

CONTRACTOR'S OPERATIONS.

H. FINISH SUBGRADE TOLERANCE AT COMPLETION OF GRADING:

H.A. BUILDING AND PAVED AREAS: 0.05 FEET

H.B. OTHER AREAS: 0.10 FEET

2. SITE CONDITIONS

A. PROMPTLY NOTIFY THE PARK'S REPRESENTATIVE OF SURFACE OR SUBSURFACE CONDITIONS

DIFFERING FROM THOSE DISCLOSED IN THE GEOTECHNICAL REPORT. FIRST NOTIFY THE

PARK'S REPRESENTATIVE VERBALLY TO PERMIT VERIFICATION AND EXTENT OF CONDITION

AND THEN IN WRITING. NO CLAIM FOR CONDITIONS DIFFERING FROM THOSE ANTICIPATED IN

THE CONTRACT DOCUMENTS AND DISCLOSED IN THE GEOTECHNICAL REPORT WILL BE

ALLOWED UNLESS THE CONTRACTOR HAS NOTIFIED THE PARK'S REPRESENTATIVE IN WRITING

OF DIFFERING CONDITIONS PRIOR TO THE CONTRACTOR STARTING WORK ON AFFECTED

ITEMS.

B. PREVENT EROSION OF FRESHLY-GRADED AREAS DURING CONSTRUCTION AND UNTIL SUCH

TIME AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED IN

ACCORDANCE WITH EROSION CONTROL.

C. TEMPORARILY STOCK-PILE FILL MATERIAL IN AN ORDERLY AND SAFE MANNER AND IN A

LOCATION APPROVED BY THE PARK'S REPRESENTATIVE.

D. ENVIRONMENTAL REQUIREMENTS: WHEN UNFAVORABLE WEATHER CONDITIONS NECESSITATE

INTERRUPTING EARTHWORK OPERATION, AREAS SHALL BE PREPARED BY COMPACTION OF

SURFACE AND GRADING TO AVOID COLLECTION OF WATER. PROVIDE ADEQUATE TEMPORARY

DRAINAGE TO PREVENT EROSION. AFTER INTERRUPTION, COMPACTION SPECIFIED IN LAST

LAYER SHALL BE RE-ESTABLISHED BEFORE RESUMING WORK.

3. SOIL MATERIALS

A. GENERAL: ON-SITE SOILS ARE CONSIDERED SUITABLE FOR USE AS FILL PROVIDED THE

MATERIALS ARE PLACED IN ACCORDANCE WITH GEOTECHNICAL RECOMMENDATIONS. HIGHLY

EXPANSIVE SOILS SHALL NOT BE USED AS SELECT STRUCTURAL FILL, OR USED AS BACKFILL

FOR TRENCHES LOCATED WITHIN HARDSCAPE AREAS.

B. IMPORTED FILL SOILS, IF REQUIRED, SHOULD BE PREDOMINANTLY GRANULAR IN NATURE, AND

SHOULD BE FREE OF ORGANICS, DEBRIS, OR ROCKS OVER 3 INCHES IN SIZE, AND SHALL BE

APPROVED BY THE GEOTECHNICAL ENGINEER BEFORE IMPORTING TO THE SITE. IMPORTED

NON-EXPANSIVE SOILS SHALL HAVE A PLASTICITY INDEX LESS THAN 15 AS DETERMINED BY

ASTM D4318, AN R-VALUE OF AT LEAST 20, AND FINES CONTENT BETWEEN 15 AND 65 PERCENT.

IMPORT FILL SHALL BE CONSIDERED NON-HAZARDOUS PER DEPARTMENT OF TOXIC

SUBSTANCES CONTROL GUIDELINES (DTSC, 2017) AND NON-CORROSIVE PER CALTRANS

CORROSION GUIDELINES (CALTRANS, 2015).

4. GENERAL

A. PERFORM WORK IN ACCORDANCE WITH CALTRANS STANDARD SPECIFICATION SECTION 19,

EARTHWORK, AS MODIFIED BY THE CONTRACT DOCUMENTS.

B. PLACEMENT AND COMPACTION OF MATERIAL BY FLOODING, PONDING, OR JETTING WILL NOT

BE PERMITTED.

C. THE USE OF EXPLOSIVES WILL NOT BE PERMITTED.

D. GRADING AND EARTHWORK OPERATIONS SHALL BE OBSERVED AND TESTED BY A

REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER FOR CONFORMANCE WITH THE PROJECT

PLANS/SPECIFICATIONS AND THE GEOTECHNICAL RECOMMENDATIONS. THIS WORK INCLUDES

SITE PREPARATION, SELECTION OF SATISFACTORY MATERIALS, AND PLACEMENT AND

COMPACTION OF THE SUBGRADES AND FILLS. SUFFICIENT NOTIFICATION PRIOR TO

COMMENCEMENT OF EARTHWORK IS ESSENTIAL TO MAKE CERTAIN THAT THE WORK WILL BE

PROPERLY OBSERVED.

5. CONTROL OF WATER AND DEWATERING

A. PREVENT SURFACE WATER AND GROUND WATER FROM ENTERING EXCAVATIONS, FROM

PONDING ON PREPARED SUBGRADES, AND FROM FLOODING THE SITE AND SURROUNDING

AREA. PROVIDE DEWATERING EQUIPMENT NECESSARY TO DRAIN AND KEEP EXCAVATIONS

AND SITE FREE FROM WATER.

B. DEWATER DURING BACKFILLING OPERATION SO THAT GROUNDWATER IS MAINTAINED A LEAST

1 FOOT BELOW LEVEL OF COMPACTION EFFORT.

C. OBTAIN THE GEOTECHNICAL ENGINEER'S APPROVAL FOR PROPOSED CONTROL OF WATER

AND DEWATERING METHODS.

D. PROTECT SUBGRADES FROM SOFTENING, UNDERMINING, WASHOUT AND DAMAGE BY RAIN OR

WATER ACCUMULATION.

E. REROUTE SURFACE WATER RUNOFF AWAY FROM EXCAVATED AREAS. DO NOT ALLOW WATER

TO ACCUMULATE IN EXCAVATIONS.

F. MAINTAIN DEWATERING SYSTEM IN PLACE UNTIL DEWATERING IS NO LONGER REQUIRED.

6. WET WEATHER CONDITIONS

A. DO NOT PREPARE SUBGRADE, PLACE OR COMPACT SOIL MATERIALS IF SUBGRADE OR

MATERIALS ARE ABOVE OPTIMUM MOISTURE CONTENT.

B. IF THE GEOTECHNICAL ENGINEER ALLOWS WORK TO CONTINUE DURING WET WEATHER

CONDITIONS, CONFORM TO SUPPLEMENTAL RECOMMENDATIONS PROVIDED BY THE

GEOTECHNICAL ENGINEER.

7. EXCAVATION

A. EXCAVATE EARTH AND ROCK TO LINES AND GRADES SHOWN ON PLANS AND TO THE NEAT

DIMENSIONS INDICATED ON THE PLANS, REQUIRED HEREIN OR AS REQUIRED TO

SATISFACTORILY COMPACT BACKFILL.

B. REMOVE AND DISPOSE OF LARGE ROCKS, PIECES OF CONCRETE AND OTHER OBSTRUCTIONS

ENCOUNTERED DURING EXCAVATION.

C. EXCAVATION THROUGH BURIED CONCRETE AND OTHER UNKNOWN OBSTRUCTIONS WILL

REQUIRE SPECIALIZED TECHNIQUES FOR DEMOLITION AND REMOVAL.

D. WHERE FORMING IS REQUIRED, EXCAVATE ONLY AS MUCH MATERIAL AS NECESSARY TO

PERMIT PLACING AND REMOVING FORMS.

E. PROVIDE SUPPORTS, SHORING AND SHEET PILES REQUIRED TO SUPPORT THE SIDES OF

EXCAVATIONS OR FOR PROTECTION OF ADJACENT EXISTING IMPROVEMENTS.

8. GRADING

A. UNIFORMLY GRADE THE PROJECT TO THE ELEVATIONS SHOWN ON PLANS

B. FINISH DITCHES, GUTTERS AND SWALES TO THE SECTIONS, LINES AND GRADES INDICATED

AND TO PERMIT PROPER SURFACE DRAINAGE.

C. ROUND TOPS AND BOTTOMS OF SLOPES AS INDICATED OR TO BLEND WITH EXISTING

CONTOURS.

9. SUBGRADE PREPARATION

A. SUBGRADE PREPARATION: PRIOR TO BACKFILLING DEPRESSIONS CREATED BY THE REMOVAL

OF OLD FOUNDATIONS AND UTILITY LINES, SCARIFY THE BOTTOM OF THE EXCAVATION TO AN

APPROXIMATE DEPTH OF 8 INCHES AND UNIFORMLY MOISTURE CONDITION THE SCARIFIED

SURFACES TO A MOISTURE CONTENT THAT IS AT LEAST 2 PERCENT OVER OPTIMUM. COMPACT

THE SCARIFIED SURFACES TO A MINIMUM OF 90 PERCENT RELATIVE COMPACTION AT ABOVE

OPTIMUM MOISTURE CONTENT.

B. OVER-EXCAVATE ANY REMAINING SOFT (PUMPING) AREAS DOWN TO FIRM SOIL AND BACKFILL

THE AREA.

C. SUBGRADE SHALL BE MAINTAINED IN A MOIST, BUT NOT WET, CONDITION BY PERIODICALLY

SPRINKLING WATER PRIOR TO THE PLACEMENT OF ADDITIONAL FILL OR INSTALLATION OF

ROADS. SUBGRADE THAT HAS BEEN PERMITTED TO DRY OUT AND LOOSEN OR DEVELOP

DESICCATION CRACKING SHOULD BE SCARIFIED, MOISTURE CONDITIONED, AND

RE-COMPACTED AS RECOMMENDED ABOVE.

D. PREPARE SUBGRADES UNDER THE STRUCTURAL SECTION OF PAVED AREAS, CURBS,

GUTTERS, WALKS, STRUCTURES, OTHER SURFACE FACILITIES AND AREAS TO RECEIVE

STRUCTURAL FILL.

E. PROTECT UTILITIES FROM DAMAGE DURING COMPACTION OF SUBGRADES AND UNTIL

PLACEMENT OF FINAL PAVEMENTS OR OTHER SURFACE FACILITIES.

10. FILL PLACEMENT AND COMPACTION

A. PLACE FILL IN UNIFORMLY MOISTURE CONDITIONED AND COMPACTED LIFTS NOT EXCEEDING 8

INCHES IN LOOSE THICKNESS. EACH LIFT SHOULD BE THOROUGHLY MOISTURE CONDITIONED

AND COMPACTED TO 90 PERCENT BEFORE SUCCESSIVE FILL LAYERS ARE PLACED.

B. IN ORDER TO ACHIEVE SATISFACTORY COMPACTION IN THE SUBGRADE AND FILL SOILS, IT

MAY BE NECESSARY TO ADJUST THE SOIL MOISTURE CONTENT AT THE TIME OF SOIL

COMPACTION PER GEOTECHNICAL RECOMMENDATIONS. THIS MAY REQUIRE THAT WATER BE

ADDED AND THOROUGHLY MIXED INTO ANY SOILS WHICH ARE TOO DRY OR THAT

SCARIFICATION AND AERATION BE PERFORMED IN ANY SOILS WHICH ARE TOO WET.

C. OBTAIN THE GEOTECHNICAL ENGINEER'S APPROVAL OF SURFACE TO RECEIVE STRUCTURAL

FILL PRIOR TO PLACEMENT OF STRUCTURAL FILL MATERIAL.

D. PLACE STRUCTURAL FILL ON PREPARED SUBGRADE.

E. DO NOT DROP FILL ON STRUCTURES. DO NOT BACKFILL AROUND, AGAINST OR UPON

CONCRETE OR MASONRY STRUCTURES UNTIL STRUCTURE HAS ATTAINED SUFFICIENT

STRENGTH TO WITHSTAND LOADS IMPOSED AND THE HORIZONTAL STRUCTURAL SYSTEM HAD

BEEN INSTALLED.

F. DO NOT COMPACT BY PONDING, FLOODING OR JETTING.

G. PERFORM COMPACTION USING ROLLERS, PNEUMATIC OR VIBRATORY COMPACTORS OR

OTHER EQUIPMENT AND MECHANICAL METHODS APPROVED BY THE GEOTECHNICAL

ENGINEER.

H. COMPACTION REQUIREMENTS (UNLESS SPECIFIED OTHERWISE BY THE GEOTECHNICAL

ENGINEER):

H.A. ANY ENGINEERED FILL OR BACKFILL SHOULD BE UNIFORMLY MOISTURE CONDITIONED AT

OR ABOVE OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT LEAST 93% RELATIVE

COMPACTION PER ASTM D1557

H.B. AGGREGATES BASE USED UNDER STRUCTURES SHALL BE COMPACTED TO AT LEAST 95%

PER ASTM D1557

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SHEET NO.

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REVISIONS

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DATE

DESIGNED:

ACQUISITION &

DEVELOPMENT DIVISION

One Capitol Mall

95814-3229 Sacramento, CA

DATE:

CERTIFICATION #

Reviewed by Date

Reviewed by Date

Approval of this plan does not authorize or approve any omission of deviation from applicable regulations. Final approval is subject to field inspection. One set of approved plans shall be available on the project site at all times.

CALIFORNIA STATE FIRE MARSHAL- APPROVED

3/20/25

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20175011

DRAWING NO.

PROJECT NOTES AND SPECIFICATIONS CONTINUED

CEMENT AND CONCRETE FOR EXTERIOR IMPROVEMENTS

1. CONCRETE QUALITY ASSURANCE

A. CONCRETE SHALL BE SUBJECT TO QUALITY ASSURANCE IN ACCORDANCE WITH SECTION 90

OF THE CALTRANS STANDARD SPECIFICATIONS.

2. SLUMP TESTS: HAVE AVAILABLE, AT JOB SITE, EQUIPMENT REQUIRED TO PERFORM SLUMP TESTS.

MAKE ONE SLUMP TEST FOR EACH CYLINDER SAMPLE, FROM SAME CONCRETE BATCH.

ALLOWABLE MAXIMUM SLUMP SHALL BE 4 INCHES FOR WALLS AND 3 INCHES FOR SLABS ON GRADE

AND OTHER WORK.

B. CERTIFICATIONS:

B.A. PROVIDE PARK'S REPRESENTATIVE AT THE TIME OF DELIVERY WITH CERTIFICATES OF

COMPLIANCE SIGNED BY BOTH CONTRACTOR AND SUPPLIER CONTAINING THE FOLLOWING

STATEMENTS:

B.A.A. MATERIALS CONTAINED COMPLY WITH THE REQUIREMENTS OF THE CONTRACT

DOCUMENTS IN ALL RESPECTS.

B.A.B. PROPORTIONS AND MIXING COMPLY WITH THE DESIGN MIX APPROVED BY THE

CONSULTING ENGINEER. DESIGN MIX SHALL HAVE BEEN FIELD TESTED IN

ACCORDANCE WITH THE HEREIN REQUIREMENTS OF THE CALTRANS STANDARD

SPECIFICATIONS AND PRODUCES THE REQUIRED COMPRESSIVE STRENGTH UNDER

LIKE CONDITIONS.

B.A.C. STATEMENT OF TYPE AND AMOUNT OF ANY ADMIXTURES.

C. PROVIDE PARK'S REPRESENTATIVE, AT TIME OF DELIVERY, WITH CERTIFIED DELIVERY TICKET

STATING VOLUME OF CONCRETE DELIVERED AND TIME OF MIXING, OR TIME OF LOAD-OUT IN

CASE OF TRANSIT MIXERS.

3. DESIGNATION

A. GENERAL: WHENEVER THE 28 DAY COMPRESSIVE STRENGTH IS DESIGNATED HEREIN OR ON

THE PLANS IS 3,600 PSI OR GREATER, THE CONCRETE SHALL BE CONSIDERED TO BE

DESIGNATED BY COMPRESSIVE STRENGTH. THE 28 DAY COMPRESSIVE STRENGTH SHOWN

HEREIN OR ON THE PLANS WHICH ARE LESS THAN 3,600 PSI ARE SHOWN FOR DESIGN

INFORMATION ONLY AND ARE NOT CONSIDERED A REQUIREMENT FOR ACCEPTANCE OF THE

CONCRETE. WHENEVER THE CONCRETE IS DESIGNATED BY CLASS OR AS MINOR CONCRETE

HEREIN OR ON THE PLANS, THE CONCRETE SHALL CONTAIN THE CEMENT PER CUBIC YARD

SHOWN IN SECTION 90-2 OF THE CALTRANS STANDARD SPECIFICATIONS.

4. PORTLAND CEMENT

A. GENERAL: TYPE II OR TYPE V CEMENT CONFORMING TO THE REQUIREMENTS OF ASTM C150.

CONTRACTOR MAY SUBSTITUTE POZZOLAN FOR PORTLAND CEMENT IN AMOUNTS UP TO 15%

OF THE REQUIRED MIX UNLESS HIGH EARLY STRENGTH CONCRETE IS SPECIFIED. POZZOLAN

SHALL CONSIST OF CLASS F FLY ASH MEETING THE REQUIREMENTS OF ASTM C618.

5. AGGREGATE AND AGGREGATE GRADATION

A. GENERAL: FINE AND COARSE AGGREGATES SHALL BE ¾ INCH MAXIMUM SIZE; CLEAN AND

CRUSHED AGGREGATE FREE OF MATERIALS WHICH MAY CAUSE STAINING. AGGREGATES

SHALL CONFORM TO THE REQUIREMENTS OF SECTION 90-1.02C OF THE CALTRANS STANDARD

SPECIFICATIONS.

B. AGGREGATE SIZE AND GRADATION: CONFORM TO THE REQUIREMENTS OF SECTION

90-1.02C(4)(D) OF THE CALTRANS STANDARD SPECIFICATIONS FOR 1 INCH MAXIMUM COMBINED

AGGREGATE.

6. WATER

A. GENERAL: WATER SHALL BE CLEAN, FREE FROM INJURIOUS AMOUNTS OF OIL, ALKALI,

ORGANIC MATTER, OR OTHER DELETERIOUS MATERIAL, AND NOT DETRIMENTAL TO CONCRETE

PER ASTM C94. WATER SHALL CONFORM TO THE REQUIREMENTS OF SECTION 90-1.02D OF

THE CALTRANS STANDARD SPECIFICATIONS, FOR MIXING AND CURING PORTLAND CEMENT

CONCRETE AND FOR WASHING AGGREGATES.

7. CHEMICAL ADMIXTURES

A. PROVIDE ADMIXTURES CERTIFIED BY MANUFACTURER TO BE COMPATIBLE WITH OTHER

ADMIXTURES AND TO CONTAIN NO MORE THAN 0.1 PERCENT WATER-SOLUBLE CHLORIDE IONS

BY MASS OF CEMENTITIOUS MATERIAL. ADMIXTURES SHALL CONFORM TO THE

REQUIREMENTS OF SECTION 90-1.02E OF THE CALTRANS STANDARD SPECIFICATIONS AND AS

NOTED HEREIN OR ON THE PLANS.

A.A. AIR-ENTRAINING ADMIXTURE: ASTM C260/C260M

A.B. WATER-REDUCING ADMIXTURE: ASTM C494/C494M, TYPE A

A.C. RETARDING ADMIXTURE: ASTM C494/C494M, TYPE B

A.D. WATER-REDUCING AND RETARDING ADMIXTURE: ASTM C494/C494M, TYPE D

A.E. HIGH-RANGE, WATER-REDUCING ADMIXTURE: ASTM C494/C494M, TYPE F

A.F. HIGH-RANGE, WATER-REDUCING AND RETARDING ADMIXTURE: ASTM C494/C494M, TYPE G

A.G. PLASTICIZING AND RETARDING ADMIXTURE: ASTM C1017/C1017M, TYPE II

8. CLASSIFICATION OF PORTLAND CEMENT CONCRETE

A. UNLESS SPECIFIED OTHERWISE HEREIN OR ON THE PLANS, PORTLAND CEMENT CONCRETE

FOR THE FOLLOWING ITEMS SHALL BE DESIGNATED AS FOLLOWS:

A.A. CURBS, GUTTERS, AND SIDEWALKS: MINOR CONCRETE.

A.B. CAST IN PLACE CONCRETE PIPE: THE CONCRETE SHALL CONSIST OF A MINIMUM OF 564

POUNDS OF PORTLAND CEMENT PER CUBIC YARD OF CONCRETE.

A.C. THRUST BLOCKS: THE CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF

3,000 PSI.

A.D. SIGN AND FENCE FOOTINGS: THE CONCRETE SHALL CONSIST OF A MINIMUM OF 376

POUNDS OF PORTLAND CEMENT PER CUBIC YARD OF CONCRETE.

A.E. WATER, STORM, AND SANITARY STRUCTURES: THE CONCRETE SHALL CONSIST OF A

MINIMUM OF 564 POUNDS OF PORTLAND CEMENT PER CUBIC YARD OF CONCRETE.

9. EXPANSION JOINT MATERIAL

A. MATERIAL FOR EXPANSION JOINTS IN PORTLAND CEMENT CONCRETE IMPROVEMENTS SHALL

BE PRE-MOLDED EXPANSION JOINT FILLERS CONFORMING TO THE REQUIREMENTS OF ASTM

D1751. EXPANSION JOINT MATERIAL SHALL BE SHAPED TO FIT THE CROSS SECTION OF THE

CONCRETE PRIOR TO BEING PLACED. SUPPLIERS CERTIFICATES SHOWING CONFORMANCE

WITH THIS SPECIFICATION SHALL BE DELIVERED WITH EACH SHIPMENT OF MATERIALS

DELIVERED TO THE JOB SITE. UNLESS SPECIFIED OTHERWISE HEREIN OR ON THE PLANS,

EXPANSION JOINT THICKNESS SHALL BE AS FOLLOWS:

A.A. CONCRETE SLOPE PROTECTION, GUTTER LINING, DITCH LINING AND CHANNEL LINING: ½

INCH

A.B. STRUCTURES: AS INDICATED

10. REINFORCEMENT AND DOWELS

A. BAR REINFORCEMENT FOR CONCRETE IMPROVEMENTS SHALL BE DEFORMED STEEL BARS OF

THE SIZE OR SIZES CALLED FOR ON THE PLANS CONFORMING TO THE REQUIREMENTS OF

ASTM A615 FOR GRADE 60 BARS. SIZE AND SHAPE FOR BAR REINFORCEMENT SHALL CONFORM

TO THE DETAILS SHOWN OR CALLED FOR ON THE PLANS. SUBSTITUTION OF WIRE MESH

REINFORCEMENT FOR REINFORCING BARS WILL NOT BE ALLOWED.

B. SLIP DOWELS, WHERE NOTED OR CALLED FOR ON THE PLANS OR DETAIL DRAWINGS SHALL BE

SMOOTH BILLET-STEEL BARS AS DESIGNATED AND CONFORMING TO THE REQUIREMENTS OF

ASTM A615 FOR GRADE 60 BARS. ENDS OF BARS INSERTED IN NEW WORK SHALL BE COVERED

WITH A CARDBOARD TUBE SEALED WITH CORK; NO GREASE OR OIL SHALL BE USED.

C. MESH FOR REINFORCEMENT FOR CONCRETE IMPROVEMENTS SHALL BE COLD DRAWN STEEL

WIRE MESH OF THE SIZE AND SPACING CALLED FOR ON THE PLANS CONFORMING TO THE

REQUIREMENTS OF ASTM A1064. SIZE AND EXTENT OF MESH REINFORCEMENT SHALL

CONFORM TO THE DETAILS SHOWN OR CALLED FOR ON THE PLANS.

D. TIE WIRE FOR REINFORCEMENT SHALL BE EIGHTEEN (18) GAUGE OR HEAVIER, BLACK,

ANNEALED CONFORMING TO THE REQUIREMENTS OF ASTM A1064.

E. SUPPLIERS CERTIFICATES SHOWING CONFORMANCE WITH THIS SPECIFICATION SHALL BE

DELIVERED WITH EACH SHIPMENT OF MATERIALS DELIVERED TO THE JOB SITE.

11. FORMS

A. CONFORM TO THE REQUIREMENTS OF SECTION 73-1.03C AND SECTION 90-1.03B(5) OF THE

CALTRANS STANDARD SPECIFICATIONS.

B. TOLERANCE: NOT TO DEVIATE MORE THAN ¼ INCH IN 10 FEET IN GRADE AND ALIGNMENT.

12. PRECAST CONCRETE STRUCTURES

A. CONFORM TO THE FOLLOWING SECTIONS OF CALTRANS STANDARD SPECIFICATIONS:

A.A. 51-7, MINOR STRUCTURES

A.B. 70-5.02, FLARED END SECTIONS

13. STRUCTURAL EXCAVATION

A. STRUCTURAL EXCAVATION MAY BE EITHER BY HAND, OR BY MACHINE AND SHALL BE NEAT TO

THE LINE AND DIMENSION SHOWN OR CALLED FOR ON THE PLANS. EXCAVATION SHALL BE

SUFFICIENT WIDTH TO PROVIDE ADEQUATE SPACE FOR WORKING THEREIN, AND COMPLY

WITH CAL-OSHA REQUIREMENTS.

B. WHERE AN EXCAVATION HAS BEEN CONSTRUCTED BELOW THE DESIGN GRADE, REFILL THE

EXCAVATION TO THE BOTTOM OF THE EXCAVATION GRADE WITH APPROVED MATERIAL AND

COMPACT IN PLACE TO 95% OF THE MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557.

C. REMOVE SURPLUS EXCAVATION MATERIAL REMAINING UPON COMPLETION OF THE WORK

FROM THE JOB SITE, OR CONDITION IT TO OPTIMUM MOISTURE CONTENT AND COMPACT IT AS

FILL OR BACKFILL ON THE SITE.

14. BRACING AND SHORING

A. CONFORM TO CALIFORNIA AND FEDERAL OSHA REQUIREMENTS.

B. PLACE AND MAINTAIN SUCH BRACING AND SHORING AS MAY BE REQUIRED TO SUPPORT THE

SIDES OF THE EXCAVATIONS FOR THE PROPER PROTECTION OF WORKMEN; TO FACILITATE

THE WORK; TO PREVENT DAMAGE TO THE FACILITY BEING CONSTRUCTED; AND TO PREVENT

DAMAGE TO ADJACENT STRUCTURES OR FACILITIES. REMOVE ALL BRACING AND SHORING

UPON COMPLETION OF THE WORK.

C. BE SOLELY RESPONSIBLE FOR ALL BRACING AND SHORING AND, IF REQUESTED BY THE

PARK'S REPRESENTATIVE, SUBMIT DETAILS AND CALCULATIONS TO THE PARK'S

REPRESENTATIVE. THE PARK'S REPRESENTATIVE MAY FORWARD THE SUBMITTAL TO THE

CONSULTING ENGINEER FOR THEIR REVIEW. THE CONTRACTOR'S SUBMITTAL SHALL INCLUDE

THE BASIC DESIGN, ASSUMED SOILS CONDITIONS AND ESTIMATION OF FORCES TO BE

RESISTED, TOGETHER WITH PLANS AND SPECIFICATIONS OF THE MATERIALS AND METHODS

TO BE USED, AND SHALL BE PREPARED BY A CIVIL ENGINEER OR STRUCTURAL ENGINEER

REGISTERED IN CALIFORNIA. NO EXCAVATIONS RELATED TO THE PROPOSED FACILITY SHALL

PRECEDE A RESPONSE TO THE SUBMITTAL BY THE PARK'S REPRESENTATIVE.

D. BE SOLELY RESPONSIBLE FOR INSTALLING AND EXTRACTING THE SHEATHING IN A MANNER

WHICH WILL NOT DISTURB THE POSITION OR OPERATION OF THE FACILITY BEING

CONSTRUCTED OR ADJACENT UTILITIES AND FACILITIES.

15. PLACING CONCRETE FORMS

A. FORM CONCRETE IMPROVEMENTS WITH A SMOOTH AND TRUE UPPER EDGE. SIDE OF THE

FORM WITH A SMOOTH FINISH SHALL BE PLACED NEXT TO CONCRETE. CONSTRUCT FORMS

RIGID ENOUGH TO WITHSTAND THE PRESSURE OF THE FRESH CONCRETE TO BE PLACED

WITHOUT ANY DISTORTION.

B. THOROUGHLY CLEAN ALL FORMS PRIOR TO PLACEMENT AND COAT FORMS WITH AN

APPROVED FORM OIL IN SUFFICIENT QUANTITY TO PREVENT ADHERENCE OF CONCRETE

PRIOR TO PLACING CONCRETE.

C. CAREFULLY SET FORMS TO THE ALIGNMENT AND GRADE ESTABLISHED AND CONFORM TO THE

REQUIRED DIMENSIONS. RIGIDLY HOLD FORMS IN PLACE BY STAKES SET AT SATISFACTORY

INTERVALS. PROVIDE SUFFICIENT CLAMPS, SPREADERS AND BRACES TO INSURE THE

RIGIDITY OF THE FORMS.

D. PROVIDE FORMS FOR BACK AND FACE OF CURBS, LIP OF GUTTERS AND EDGE OF WALKS,

VALLEY GUTTERS OR OTHER SURFACE SLABS THAT ARE EQUAL TO THE FULL DEPTH OF THE

CONCRETE AS SHOWN, NOTED OR CALLED FOR ON THE PLANS. ON CURVES AND CURB

RETURNS PROVIDE COMPOSITE FORMS MADE FROM BENDERS OR THIN PLANKS OF

SUFFICIENT PLY TO ENSURE RIGIDITY OF THE FORM.

16. PLACING STEEL REINFORCEMENT

A. BARS SHALL BE FREE OF MORTAR, OIL, DIRT, EXCESSIVE MILL SCALE AND SCABBY RUST AND

OTHER COATINGS OF ANY CHARACTER THAT WOULD DESTROY OR REDUCE THE BOND. ALL

BENDING SHALL BE DONE COLD, TO THE SHAPES SHOWN ON THE PLANS. THE LENGTH OF

LAPPED SPLICES SHALL BE AS FOLLOWS:

A.A. REINFORCING BARS NO. 8, OR SMALLER, SHALL BE LAPPED AT LEAST 45 BAR DIAMETERS

OF THE SMALLER BAR JOINED, AND REINFORCED BARS NOS. 9, 10, AND 11 SHALL BE

LAPPED AT LEAST 60 BAR DIAMETERS OF THE SMALLER BARS JOINED, EXCEPT WHEN

OTHERWISE SHOWN ON THE PLANS.

A.B. SPLICE LOCATIONS SHALL BE MADE AS INDICATED ON THE PLANS.

B. ACCURATELY PLACE REINFORCEMENT AS SHOWN ON THE PLANS AND HOLD FIRMLY AND

SECURELY IN POSITION BY WIRING AT INTERSECTIONS AND SPLICES, AND BY PROVIDING

PRECAST MORTAR BLOCKS OR FERROUS METAL CHAIRS, SPACERS, METAL HANGERS,

SUPPORTING WIRES, AND OTHER APPROVED DEVICES OF SUFFICIENT STRENGTH TO RESIST

CRUSHING UNDER APPLIED LOADS. PROVIDE SUPPORTS AND TIES OF SUCH STRENGTH AND

DENSITY TO PERMIT WALKING ON REINFORCING WITHOUT UNDUE DISPLACEMENT.

C. PLACE REINFORCING TO PROVIDE THE FOLLOWING MINIMUM CONCRETE COVER:

C.A. SURFACES EXPOSED TO WATER: 4 INCHES.

C.B. SURFACES POURED AGAINST EARTH: 3 INCHES.

C.C. FORMED SURFACES EXPOSED TO EARTH OR WEATHER: 2 INCHES.

C.D. SLABS, WALLS, NOT EXPOSED TO WEATHER OR EARTH: 1 INCH.

D. MINIMUM SPACING, CENTER OF PARALLEL BARS SHALL BE TWO AND ONE HALF (2 ½) TIMES

THE DIAMETER OF THE LARGER SIZED BAR. ACCURATELY TIE REINFORCING SECURELY IN

PLACE PRIOR TO POURING CONCRETE. PLACING OF DOWELS OR OTHER REINFORCING IN THE

WET CONCRETE IS NOT PERMITTED.

17. MIXING AND TRANSPORTING PORTLAND CEMENT CONCRETE

A. TRANSIT MIX CONCRETE IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM DESIGNATION

C94. TRANSIT MIX FOR NOT LESS THAN TEN (10) MINUTES TOTAL, NOT LESS THAN THREE (3)

MINUTES OF WHICH SHALL BE ON THE SITE JUST PRIOR TO POURING. MIX CONTINUOUS WITH

NO INTERRUPTIONS FROM THE TIME THE TRUCK IS FILLED UNTIL THE TIME IT IS EMPTIED.

PLACE CONCRETE WITHIN ONE HOUR OF THE TIME WATER IS FIRST ADDED UNLESS

AUTHORIZED OTHERWISE BY THE PARK'S REPRESENTATIVE.

B. DO NOT HAND MIX CONCRETE FOR USE IN CONCRETE STRUCTURES.

18. PLACING PORTLAND CEMENT CONCRETE

A. THOROUGHLY WET SUBGRADE WHEN CONCRETE IS PLACED DIRECTLY ON SOIL. REMOVE ALL

STANDING WATER PRIOR TO PLACING CONCRETE.

B. DO NOT PLACE CONCRETE UNTIL THE SUBGRADE AND THE FORMS HAVE BEEN APPROVED.

C. CONVEY CONCRETE FROM MIXER TO FINAL LOCATION AS RAPIDLY AS POSSIBLE BY METHODS

THAT PREVENT SEPARATION OF THE INGREDIENTS. DEPOSIT CONCRETE AS NEARLY AS

POSSIBLE IN FINAL POSITION TO AVOID RE-HANDLING.

D. PLACE AND SOLIDIFY CONCRETE IN FORMS WITHOUT SEGREGATION BY MEANS OF

MECHANICAL VIBRATION OR BY OTHER MEANS AS APPROVED BY THE PARK'S

REPRESENTATIVE. CONTINUE VIBRATION UNTIL THE MATERIAL IS SUFFICIENTLY

CONSOLIDATED AND ABSENT OF ALL VOIDS WITHOUT CAUSING SEGREGATION OF MATERIAL.

THE USE OF VIBRATORS FOR EXTENSIVE SHIFTING OF FRESH CONCRETE WILL NOT BE

PERMITTED.

E. CONCRETE IN CERTAIN LOCATIONS MAY BE PUMPED INTO PLACE UPON PRIOR APPROVAL BY

THE PARK'S REPRESENTATIVE. WHEN THIS PROCEDURE REQUIRES REDESIGN OF THE MIX,

SUCH REDESIGN SHALL BE SUBMITTED FOR APPROVAL IN THE SAME MANNER AS HEREIN

SPECIFIED FOR APPROVAL OF DESIGN MIXES.

19. PLACING ACCESSORY MATERIALS

A. PLACE WATER STOPS AND OTHER ITEMS REQUIRED TO BE EMBEDDED IN OF PORTLAND

CEMENT CONCRETE STRUCTURES AT LOCATIONS SHOWN OR REQUIRED IN ACCORDANCE

WITH SECTION 51-2.04 OF THE CALTRANS STANDARD SPECIFICATIONS UNLESS OTHERWISE

SPECIFICALLY NOTED OR CALLED FOR ON THE PLANS.

B. CURING COMPOUNDS:

B.A. REGULAR PORTLAND CEMENT CONCRETE: APPLY UNIFORMLY IN CONTINUOUS OPERATION

BY POWER SPRAY OR ROLLER ACCORDING TO MANUFACTURER'S WRITTEN INSTRUCTIONS.

RECOAT AREAS SUBJECTED TO HEAVY RAINFALL WITHIN THREE HOURS AFTER INITIAL

APPLICATION. MAINTAIN CONTINUITY OF COATING AND REPAIR DAMAGE DURING CURING

PERIOD.

20. FORM REMOVAL

A. REMOVE FORMS WITHOUT DAMAGE TO THE CONCRETE. REMOVE ALL SHORES AND BRACES

BELOW THE GROUND SURFACE, BEFORE BACKFILLING.

B. DO NOT BACKFILL AGAINST CONCRETE UNTIL THE CONCRETE HAS DEVELOPED SUFFICIENT

STRENGTH TO PREVENT DAMAGE.

C. LEAVE FORMS FOR CAST-IN-PLACE WALLS IN PLACE AT LEAST 72 HOURS AFTER POURING.

D. LEAVE EDGE FORMS IN PLACE AT LEAST 24 HOURS AFTER POURING.

21. FIELD QUALITY CONTROL

A. FINISH SUBGRADE FOR CONCRETE IMPROVEMENTS SHALL BE SUBJECT TO APPROVAL PRIOR

TO PLACEMENT OF FORMS.

B. NO CONCRETE SHALL BE PLACED PRIOR TO APPROVAL OF FORMS.

C. CONCRETE IMPROVEMENTS CONSTRUCTED SHALL NOT CONTAIN "BIRD BATHS" OR POND

WATER AND SHALL BE SMOOTH AND RIDGE FREE.

D. CONFORM THE FINISH GRADE AND CROSS SECTION OF CONCRETE IMPROVEMENTS TO THE

DESIGN GRADES AND CROSS SECTIONS.

E. VARIATION OF CONCRETE IMPROVEMENTS FROM DESIGN GRADE AND CROSS SECTION AS

SHOWN OR CALLED FOR ON THE PLANS SHALL NOT EXCEED THE TOLERANCES ACI 117 AND AS

FOLLOWS:

E.A. ELEVATION: ¼ INCH.

E.B. THICKNESS: PLUS 3/8 INCH, MINUS 1/4 INCH.

E.C. SURFACE: GAP BELOW 10 FOOT LONG, UNLEVELED STRAIGHTEDGE NOT TO EXCEED 1/4

INCH.

E.D. LATERAL ALIGNMENT AND SPACING OF TIE BARS AND DOWELS: 1 INCH.

E.E. VERTICAL ALIGNMENT OF TIE BARS AND DOWELS: 1/4 INCH.

E.F. ALIGNMENT OF TIE-BAR END RELATIVE TO LINE PERPENDICULAR TO PAVEMENT EDGE: 1/2

INCH.

E.G. ALIGNMENT OF DOWEL-BAR END RELATIVE TO LINE PERPENDICULAR TO PAVEMENT EDGE:

LENGTH OF DOWEL 1/4 INCH PER 12 INCHES.

E.H. JOINT SPACING: 3 INCHES, UNLESS OTHERWISE INDICATED.

E.I. CONTRACTION JOINT DEPTH: PLUS 1/4 INCH, NO MINUS.

E.J. JOINT WIDTH: PLUS 1/8 INCH, NO MINUS.

22. RESTORATION OF EXISTING IMPROVEMENTS

A. REPLACE IN KIND ALL PAVEMENT OR OTHER IMPROVEMENTS REMOVED OR DAMAGED DUE TO

THE INSTALLATION OF CONCRETE IMPROVEMENTS.

B. REMOVE, LANDSCAPING OR PLANTINGS DAMAGED OR DISTURBED DUE TO THE INSTALLATION

OF CONCRETE IMPROVEMENTS. REPLACE IN KIND.

ROCK SLOPE PROTECTION

1. ROCK SLOPE PROTECTION SHALL MEET THE REQUIREMENTS IN SECTION 72-2 OF THE MOST

RECENT VERSION CALTRANS SPECIFICATIONS

2. MATERIAL FOR ROCK SLOPE PROTECTION SHALL MEET THE FOLLOWING REQUIREMENTS:

A. RSP MATERIAL MUST BE DURABLE, SOUND AND FREE FROM CONTAMINANTS SUCH AS SOIL,

CLAY, ORGANIC MATERIAL AND OTHER DELETERIOUS SUBSTANCES.

B. THE ROCK MUST BE CLEAN AND NOT CONTAIN COATING OR RESIDUES THAT COULD AFFECT

ITS PREFORMANCE OR ENVIRONMENTAL COMPLIANCE.

C. RSP MATERIAL SHALL BE VIRGIN ROCK SOURCED FROM A QUARRY AND REYCLED MATERIAL

SHALL NOT BE USED.

D. RSP CLASS AND SIZE SHALL MATCH THE SIZE/CLASS REQUIRED BY THE PROJECT CONTRACT

DOCUMENTS.

E. FOR RSP CLASSES I-VIII, CLASS 8 RSP FABRIC SHALL BE USED. FOR RSP CLASSES IX-XI, CLASS

10 RSP FABRIC SHALL BE USED

F. SELECT ROCK SUCH THAT THE SHAPES PROVIDE A STABLE STRUCTURE FOR THE REQUIRED

SECTION. IF THE SLOPE IS STEEPER THAN 2:1, DO NOT USE ROUNDED BOULDERS AND

COBBLES. ANGULAR SHAPED ROCK MAY BE USED ON ANY PLANNED SLOPE. FLAT OR

NEEDLE-SHAPED ROCK MUST NOT BE USED UNLESS THE INDIVIDUAL ROCK THICKNESS IS

GREATER THAN 0.33 TIMES THE LENGTH.

3. INSTALLATION OF ROCK SLOPE PROTECTION SHALL MEET THE FOLLOWING REQUIREMENTS:

A. LOCAL SURFACE IRREGULARITIES OF THE RSP MUST NOT VARY FROM THE PLANNED SLOPE

BY MORE THAN 1 FOOT AS MEASURED AT RIGHT ANGLES TO THE SLOPE.

B. AT THE COMPLETION OF THE SLOPE PROTECTION WORK, FILL VOIDS IN THE FOOTING TRENCH

WITH EXCAVATED AMTERIAL. COMPACTION IS NOT REQUIRED.

C. SEE SECTION 72-2.03B FOR PLACEMENT METHOD A AND SECTION 72-2.023C FOR PLACEMENT

METHOD B. IN THE EVENT THAT PLACEMENT METHOD IS NOT IDENTIFIED ON THE PLANS,

REFER TO THE TABLE UNDER SECTION 72-2.02B.